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HomeMy WebLinkAboutR2003-0006 01-20-03 RESOLUTION NO. R2003-6 A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF PEARLAND, TEXAS, AWARDING A BID FOR CONSTRUCTION SERVICES ASSOCIATED WITH THE FM 518 SEWER PROJECT. BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF PEARLAND, TEXAS: Section 1. That the City opened bids for construction services associated with the FM 518 Sewer Project, and such bids have been reviewed and tabulated. Section 2. That the City Council hereby awards the bid to Reddico Construction Company, in the amount of $3,182,598.80. Section 3. The City Manager or his designee is hereby authorized to execute a contract for construction services associated with the FM 518 Sewer Project. PASSED, APPROVED and ADOPTED this the 20th day of January , A.D., 2003. ATTEST: APPROVED AS TO FORM: DARRIN M. COKER CITY ATTORNEY TOM REID MAYOR Jan-]l-~O03 06:01pm Carter.Burgess January 11, 2003 Mr. Joe Wertz City of Pearland 3519 Liberty Drive Pearland, Texas 77581 RE: FM 518 West Sewer & Lift Stations COP PN: B20036-031 Recommendation for Award EXHIBIT T-294 P.002/000 F-577' 55 Wough DrNe Hou:mn, Tcxa:~ 77007-5833 Phone: 71 Fox' 713.86~.5502 Exhibit "A" R2003-6 Dear Mr. Wertz: on January 9, 2003, bids were received for the above referenced project with Reddico Construction Company, Inc. being the apparent Iow bidder (see attached bid tabulation). We recommend that a construction contract be awarded to Reddico Construction Company based on the base bid and alternate bid item A1 in the total amount of $3,182,598.80. There was one discrepancy in the bid submitted by E.P. Brady Inc. Line item 32 was re-calculated based on the unit price bid submitted resulting in a change from $635,120.00 to $624,,070.00. This modifies the bid total for E.P. Brady Inc. to $4,204,181.20. There is no change to their position as the sixth Iow bidder. No other discrepancies were found in any of the bids submitted. If you have any questions, please let me know. Sincerely, CARTER & BURGESS Vernon Webb, P.E. Project Manager VWladw L:\O306\O30619.010~ublkCorresp\Letters\Wartz. LO1.doc cc: Project File; 030619,010, 14.4 Ed Owens, Reddico Censtrucdon Conlpany Carler & Burgess, Inc. Carter & Burg.~ Archltecrs/Engineers, inc. Cort.r & B~ rgcss Cc~sulronrs, Inc. C&B Archilec~/EnEt;nccrs., C&B Archii'ects/Engine~rs, P.C, C&E~ Nevac~o 1 ~¢ N;xon & Lair~ Arch~tccts/Eng;ncers, P.C, City of Pearland, Texas FM 518 West Sewer & Lift Stations B2003 - 031 November 2002 Carter Burgess CARTER & BURGESS, INC. 030619.010 Consultants in Planning, Engineering, Architecture, and Related Services 55 Waugh Drive, Suite 800 Houston, Texas 77007 (713) 869-7900 PREPARED FOR: City of Pearland Pearland, Texas Date: December 23, 2002 ADDENDUM NO. 1 City of Pearland FM 518 West Sewer 8. Lift Stations B2003-031 1ti.NANANNts _ *turf * I ..� r - * : r To: Plan Holders / Pre -Bid Attendees r *.:............. _- --" "'....YJE�1/..:',.‘1-' r :. From: Vernon H. Carter8, Burge s, Inc.ebb ii. f1r1rlrt2loFESgoHN1*cr.��-�.�j tl Zte. 1�7a The Addendum forms a part of the bidding documents and will be' incorporated into the contract documents, as applicable- Insofar as the plans and specifications are inconsistent, this addendum governs. Please sign and return by Fax to Vernon Webb, Carter 8. Burgess, Inc. at 713-869-5502. Also, indicate receipt of this addendum with your bid on the bid proposal form. Acknowledgment of Receipt of Addendum 1 Signature Date Company Attached are the changes in the bidding documents: ADDENDUM NO. 1 Page 1 of 3 EP El i ADDENDUM NO. 1 City of Pearland FM 518 West Sewer & Lift Stations B2003-031 The bid date and time have been changed to 3:00 P.M. Thursday, January 9th, 2003 General Item 1. The sign -in sheet from the mandatory pre -bid meeting is attached. Item 2. All coordination during the project is be handled through the City's appointed on - site inspector. Item 3. The Contractor shall coordinate in writing a minimum of six (6) weeks in advance for any work to be performed with private utilities. Item 4. All questions to be submitted in writing no later than 5:00 PM on January 6th, 2003. The last addendum will be available no later than 3:00 PM on January 7th, 2003_ Item 5. The contractor shall be responsible for pavement restoration and hydromulching of all disturbed areas, the replacement of any fencing and lights disturbed during construction and for any damage to private utilities. Contractor shall not be responsible for the replacement of existing landscaping and sprinkler systems within the work areas. Item 6. Restoration is to be complete within 30 days of the installation of the sewer pipe. Item 7_ The Contractor shall minimize disruptions to local businesses. Access shall be maintained to all homes and businesses at all time. The Contractor shall close only 1/3 of the parking lot within the work limits at a time for the parking lot located between stations 65+50 and 71+00. Item 8_ Cement Stabilized Sand will be required under all pavements including roads, driveways and parking lots. Item 9. A certificate of substantial completion will not be issued until all pipe has passed all required tests. Specifications Item 1. Section 00002 — Notice to Bidders: Delete "2:00 P.M. Wednesday, January 2nd, 2003," and replace with "3:00 P.M. Thursday, January 9th, 2003,"_ Item 2. Section 00811 — Wage Scale for Engineering Construction: Insert attached pages 0081 1-2 8, 0081 1-3. Item 3. Section 02222 — Abandonment of Force Mains: Delete the attachment to this section. ADDENDUM NO. 1 Page 2 of 3 4111 4110 Drawings Award and Item 1. Item 2. Item 3. ADDENDUM NO. 1 City of Pearland FM 518 West Sewer 8, Lift Stations B2003-031 (Revised plan sheets will be issued to the Contractor after the Notice of prior to construction) Sheet 1: On the Sheet Index, delete the following "(1 of 3)" for sheets 45 and 46. Sheet 9 & 14: The following notes and a signature block have been added to both sheets. 1. Drainage easements and fee strips may be used by any governmental body for purposes of drainage work, provided the DISTRICT is properly notified. 2. Permanent structures, including fences and permanent landscaping, shall not be erected in a drainage easement which inhibit the free flow of water or access to the easement or fee strip by drainage crews and equipment. 3. Contractor shall notify the DISTRICT in writing at least thirty-six (36) hours before placing any concrete for drainage structures. Sheet 16, 17 & 19: SWBT conduits added within the FM 518 Right -of -Way and Hillhouse Road Right -of -Way. (11x17 sheets showing conduit placement were distributed at the pre -bid meeting. Additional copies of these sheets can be obtained from the Engineer.) Item 4. Sheet 46: Update the title of the sheet to read "Cullen Lift Station Planting Plan." Item 5. Sheet 54: Detail 1, the reference to note 7 shall be replaced with a reference to note 6. ADDENDUM NO. 1 Page 3 of 3 4. 4110 WAGE SCALE FOR ENGINEERING CONSTRUCTION LABOR CLASSIFICATIONS AND PREVAILING WAGE RATES FOR ENGINEERING CONSTRUCTION Classification Air Tool Man Asphalt Raker Asphalt Shoveler Hatching Plant Scaleman Carpenter, Rough Carpenter Helper, Rough Concrete Finisher (Paving) Concrete Finisher Helper (Paving) Concrete Finisher (Strs.) Concrete Finisher Helper (Strs.) Concrete Rubber Electrician Electrician Helper, Senior Electrician Helper, Junior Form Builder (Strs.) Form Builder Helper (Strs.) Form Liner (Pvg. 84. Curb) Form Setter (Pvg. 8c Curb) Form Setter Helper (Pvg. 8c. Curb) Form Setter (Strs.) Form Setter Helper (Strs.) Laborer, Common Laborer, Utility Man Manhole builder, Brick Mechanic Mechanic Helper Oiler Serviceman Piledriverrnan Pipe Layer Pipe Layer Helper POWER.EOUIP_MEIVT OPERATORS_ Asphalt Distributor Asphalt Paving Machine Broom or Sweeper Operator Bulldozer, 150 HP 8c Less Bulldozer, Over 150 HP Concrete Paving Curing Machine Concrete Paving Finishing Machine Concrete Paving Form Grader Concrete Paving Grinder Concrete Paving Joint Machine Concrete Paving Joint Sealer Concrete Paving Saw Concrete Paving Spreader Prevailing Rate $ 6.70 7.05 6.20 7.75 9.25 7.00 7.80 5.95 7.95 6.45 7.00 13.95 9.90 7.85 8.00 5.95 8.05 7.20 5.75 7.35 6.25 5.30 6.25 6.85 9.85 7.50 7.00 7.60 8.45 6.75 5.75 7.75 8.45 6.25 7.40 8_55 7.45 8.35 7.50 7.35 7.30 7.85 7.50 7.55 Classification prevailing Rats Paving Sub Grader $ 6.65 Crane, Clamshell, Backhoe, Derrick, Dragline, Shovel (Less than 1-1/2 CY) 8.25 Crane, Clamshell, Backhoe, Derrick, Dragline, Shovel (1-1 /2 CY 8c Over) 9.50 Crusher or Screening Plant Operator 9.50 Elevating Grader 8.00 Foundation Drill Oper., Truck Mounted 9.00 Front End Loader (2-1/2 CY 8c Less) 7.30 Front End Loader (Over 2-1/2 CY) 8.25 Mixer (Concrete Paving) 8.00 Motor Grader Operator, Fine Grade 8.95 Motor Grader Operator 8.15 Roller, Steel Wheel (Plant -Mix Pavement) 7.35 Roller, Steel Wheel (Other Flat Wheel or Tamping) 7.20 Roller, Pneumatic Self -Propelled 6.50 Scrapers (17 CY 8c Less) 6.55 Scrapers (Over 17 CY) 7.60 Self -Propelled Hammer Operator 7.80 Tractor (Crawler Type) 150 HP Sc. Less 7.70 Tractor (Crawler Type) Over 150 HP 8.50 Tractor (Pneumatic) 80 HP 8c Less 6.35 Tractor (Pneumatic) Over 80 HP 7.50 Trenching Machine, Light 7.00 Wagon -Drill, Boring Machine or Post Hole Driller Operator 9.50 Reinforcing Steel Setter (Paving) 6.85 Reinforcing Steel Setter (Sirs.) 8.20 Reinforcing Steel Setter Helper 6.25 Steel Worker (Strs.) 7.95 Steel Worker Helper (Sirs.) 6.30 Spreader Box Man 7.50 TRUCK DRIVERS: Single Axle, Light 6.40 Single Axle, Heavy 6.75 Tandem Axle or Semi -Trailer 7.15 Lowboy -Float 7.90 Transit -Mix 7.00 Winch 5.90 Welder 8.40 Welder Helper 8.00 00811-2 a 40 • WAGE SCALE FOR ENGINEERING CONSTRUCTION Grant SUPPLEMENTAL CLASSIFICATIONS AND WAGE RATES I eve] Prevailing Rate Water Well Driller Journeyman $ 9.83 Water Well Driller Helper 7.83 Water Pump Installer Journeyman 9-67 Water Pump Installer Helper 7.33 Elevated Tank Painter Journeyman 13.19 Elevated Tank Painter Helper 8.26 Ground Level Tank Painter Journeyman 12.94 Ground Level Tank Painter Helper 5.17 END OF DOCUMENT ,Cs gm., , ID 110 el Sign In Sheet City of Pearland Pre Bid Meeting for FM 518 West Sewer 8. Lift Stations December 17, 2002, 2:00 P.M. Company Name Phone Number Fax Number Laster & $rrr9ess Ve„0, Lc% b b -7(3 S4273 23 /6 7/3 96? .15561r) 5502 ig_ac--te-r d" 60rje55 �01.hi, r tO-e_,C41 --p-3 FrdJ,j -2_ `7! 3 �L� •5SZZ C_ E_ 13-,k,_ .. a- v A - NA-... y t�_)Ls ; c 2-9 3 L- ,--A. Lt. l Li Z 3 -r 4 3 to ,-a c4 ( 4-1 ,-1 l t /t G5G�C1i - v ,rG� I a9--7 s ----.) G/y )--�o, t!�3 s) -X-C2 -53-4/4 1-.\-:-..b Q , o as aso .. 2$ i 373 0 3 & 7 ..ill 373 d--15-3' % r.----•P-- r y u.Crtar3 {Civ.a161-ey Cet.,64-s...cre.s,),.s __Cuf.RET1- /A-l•es 1,, ,.,..-,0‹,* n z.g/- 363-19y 26-1-363"1 a.S'' kiu-F-rr rvl cre_4 (-E1-1__ .. - at,t NL r c-c-tlee_i__. '�81 .p4-- -.if ac, 2B1- 3,4- - -.t i 1 , `---._„.d ws-6_;. , -, G r,_,, -? (-1 •_z-i -? 5 -- 1 L-1 Z Z. -7 I -3 - zi -7 5 - Z -7 --? Gz.nraver2-Co,.�s �, Lr.Q��L,, 1:2v..,�tiioZ -7 )3 4Z1 2.261 Z -71 3 c 1 Zz-l8 � eiks- corearaN lO/Ny M I.,.3 8 -7/3- F%9- �od/ 713• 7�� elYLOSr /_=• . � +QeR� 7�B��iC,. �i- 6 9'i - o ,----- 3 7/ g - , 9/-s5.e"-a .-T. -71 .5 - % g `� - G� S S :-,,-.„1-_,‘ e•_c_: , -Z,..c- ...--1.,o./� \- --�,j `'-."c--- � � �l-cJ:`�- -7 i :3 '7 ._2 5� .. %� -I- SSC`; C. . 0 - .7 c-',7.�<-..p.� Zc3l_ /:-•S Z- 1`io5 Z8i _ LcSZ - 1-7 io Col— L/, 5,i.,,,e-t c, b / • 4-1,a - /‘ r c. ag 1- Aram- I ;D6- G%1(k (-CIS 7(3- gSo - D�8( 7(3 .- ere,- 0eta- V: 0 d r--- '�//(POPk-<,.l! /e( S� ,?-' vim a n l - :- fT.;-7- - ). Q.Y � -2 V / - G 5"-.7 - / 7 4-' !o - -;.- � /0- .S.o ,. ,.. ,;,- -, ��o_��ll Z --: /. Ju A,1--- --7.,--/-. -3--e2 si ..' l4 S oZ .e/ --. 3-2 cl , 3 r. 4D 1. 41. ADDENDUM NO. 2 City of Pearland FM 518 West Sewer & Lift Stations B2003-031 Date: January 7, 2003 To: Plan Holders / Pre -Bid Attendees From: Vernon H. Webb I1, P.E. Carter 8, Burgess, Inc_ �P.crc O .....--1.-t9ttti 2*i ............_.••jfi 1 N hl.... P: . ll._ r............ . 117932 _:•� r2/�v i 717'2' �7 The Addendum forms a part of the bidding documents and will be incorporated into the contract documents, as applicable. Insofar as the plans and specifications are inconsistent, this addendum governs. Please sign and return by Fax to Vernon Webb, Carter 8, Burgess, Inc. at 713-869-5502. Also, indicate receipt of this addendum with your bid on the bid proposal form. Acknowledgment of Receipt of Addendum 2 Signature Date Company Attached are the changes in the bidding documents: ADDENDUM NO. 2 Page 1 of 5 ADDENDUM NO. 2 City of Pearland FM 518 West Sewer s Lift Stations B2003-031 The bid date and time is 3:00 P.M. Thursday, January 9`~, 2003 General Item 1. The width of the Temporary Construction Easements (TCE) is indicated on the construction drawings. Copies of the easement documentation may be reviewed at the Engineer's office. The low bidder will be provided with copies of the easements upon request. Item 2. Item 3. Item 4. Any properties that are currently fenced for cattle will require a temporary fence to be installed during construction. No separate payment will be made for any fencing with the exception of the chain link fencing on the lift station sites. An allowance line item of $50,000 has been added for private utility relocations and/or bracing. This item will be used to reimburse the contractor for direct expenses incurred directly from private utility companies that are not covered by the City's franchise agreements. No payment will be made for any other indirect costs, contractor's labor, overhead or profit for private utility relocations and/or bracings_ Payment to any private utility company must be approved by the City of Pearland in advance in order for reimbursement to occur. In accordance with recommendations from the geotechnical engineer, all sewer lines placed in sand or silt shall require detail 3 on sheet 55 (Bedding and Backfill for Wet Sand) or detail 5 on sheet 55 (Bedding and Backfill for Wet Sand Under Pavement). Sewer lines placed in cohesive soils, such as clay or silty clay, may be placed in accordance with detail 2 on sheet 55 (AA Pipe Bedding Detail Gravity Sewer and Force Main) or detail 1 on sheet 55 (Trench Section in Paved Areas). Item 5. No separate payment will be made for the replacement of any lights disturbed during construction. Item 6. Item 7. A development is planned on tract no. 5 and is scheduled to be installed prior to the construction of the sewer line. Pay items have been added for the replacement of existing asphalt and trenchless construction. No payment will be made for the replacement of pavement outside of the WSE within this area. Additional traffic control is to be included for the closing of the driveway near station 79+25 to allow for open cut construction. A development is planned on tract no. 18 and is scheduled to be installed prior to the construction of the sewer line_ Pay items have been added for the replacement of existing asphalt and trenchless construction. No payment will be made for the replacement of pavement outside of the WSE within this area. Additional traffic control shall be included for the closing of a portion of the proposed parking lot. Item 8. Payment for pavement repair and resurfacing shall include payment for pavement and base replacement. ADDENDUM NO. 2 Page 2 of 5 4. 41. Item 9_ Item 10_ Item 11. ADDENDUM NO. 2 City of Pearland FM 518 West Sewer & Lift Stations B2003-031 CTB's are not required for materials or excavations outside of existing road Right -of -Ways. CTB's are required when any materials, equipment, bracing, and/or excavations are within the existing right-of-way and within 30 feet of the existing white stripe for an extended period of time as determined by TxDOT. All plugs shall be manufacturer's spigot caps or approved equal. Remove bell from existing pipe by saw cutting in accordance with manufacturer's instructions. Attached the spigot cap to the end of the pipe by using gasket and proper lubrication per manufacturer's instructions. For the Cullen and Miller Ranch lift stations, all in wet well piping and bases shall be installed for proposed and future pumps. Valves for future pumps are not required at this time. See attached drawings. Item 12. The Cullen lift station shall have two 14" diameter vents installed, in place of the one 8" vent identified. Item 13. Item 14. The Miller Ranch lift station shall be furnished with a minimum of two sets of internal pipe supports_ The Cullen lift station shall be furnished with a minimum of one set of internal pipe supports. Payment for discharge force mains from each lift station shall be included in the lump sum price for each lift station up to and including the buried 90 for the Miller Ranch lift station and up to and including the reducer for the Cullen lift station. Payment for force mains after these points shall be on a unit price basis. Item 15. Payment items have been added for extra cement stabilized sand, extra crushed concrete or crushed stone and for extra machine excavation. Item 16. All trenchless construction is to be bid with steel casing. The Contractor may submit a deduct during construction to remove the steel casing if geotechnical conditions allow this type of installation. The Contractor shall submit verification from a geotechnical engineer. Item 17. The annular space between the sewer pipe and the casing pipe shall be grouted. Specifications Item 1. Item 2. Item 3. Section 00300 — Bid Proposal: Delete section 00300 and replace with the attached section 00300_ Section 01550 — Traffic Control and Regulation: Measurement and Payment for flaggers shall be on an hourly basis. Section 02318 — Excavation and Backfill for Utilities, Paragraph 2.03 A: Delete AC>DENDUM NO. 2 Page 3 of 5 4110 41. Item 4. Item 5_ Item 6. Item 7. Item 8. Item 9. Item 10. Drawings Award and Item 1. Item 2. Item 3. Item 4. ADDENDUM NO. 2 City of Pearland FM 518 West Sewer 8, Lift Stations 62003-031 Section 02330 — Embankment , Paragraph 2.01 C2: Delete the following, "unless approved by the Engineer. In case greater than 65_" Section 02530 — Gravity Sanitary Sewers, Paragraph 2.02 C1 : Add the following sentence: Gaskets shall provide a watertight seal under anticipated conditions including an external head of 30 feet. Section 02530 — Gravity Sanitary Sewers, Paragraph 2.02 E: Profile wall pipe is approved unless specifically indicated otherwise. Diamond Pro21 is an acceptable manufacturer. Section 02542 — Concrete Manholes and Accessories, Paragraph 2.09 A: The corrosion resistant manholes shall be provided with a T-Lock liner or approved equal for all precast cylindrical manhole sections. Concrete adjustment rings shall be coated with Raven 400, Neopoxy-5300 (formerly Chemtron) or Madewell 1103. Section 15030 — Cullen and Miller Ranch Lift Stations, Paragraph 2.07 C: The interior concrete wet well liner shall be a T-Lock liner or approved equal installed in accordance with the manufacturer's recommendations. Section 15030 — Cullen and Miller Ranch Lift Stations, Paragraph 1 _03: Add the following: D. The contractor shall submit the proposed methods of construction for each lift station. Section 15032 — Submersible Pumps: Flygt, Gorman Rupp and KSB are currently acceptable manufacturers of submersible pumps. In order for an alternative manufacturer to be considered an "approved equal" both the Engineer and the City of Pearland must approve them. (Revised plan sheets will be issued to the Contractor after the Notice of prior to construction) Sheet 7: The 15' WSE indicated for Tract 1 should be replaced with a 10' WSE. The north line of the WSE is 5' north of the centerline of pipe. The 25' TCE begins at the north side of the 1 O' WSE. Sheet 8: Replace 85 LF of Open Cut 18" Sanitary Sewer from approximately stations 744-60 to 75+45 with 85 LF of Trenchless Construction for 18" Sanitary Sewer with minimum 24" steel casing. Sheet 9: Add 85 SY of Removal and Replacement of Existing Asphalt Pavement at approximately station 794-25_ Assume pavement to be placed at existing ground level for calculating cement stabilized sand requirements. Sheet 16: Move the proposed 5 ft diameter manhole from station 1514-59 to ADDENDUM NO. 2 Page. 4 of 5 4. 11. Item 5. Item 6_ ADDENDUM NO. 2 City of Pearland FM 518 West Sewer & Lift Stations B2003-031 station 151+67. Replace the existing 8" stub -out and drop with a 6" stub -out and drop at elevation 53 +/-. (Exact elevation to be set prior to construction). Move the proposed 5 ft diameter manhole from station 153+90 to station 154+04_ Replace the existing 8" stub -out and drop with a 6" stub -out and drop. (Exact elevation to be set prior to construction). Replace 65 LF of Open Cut 30" Sanitary Sewer from stations 153+56 to 154+21 with 65 LF of Trenchless Construction for 30" Sanitary Sewer with minimum 36" steel casing. Add 200 SY of Removal and Replacement of Existing Asphalt Pavement. Pavement is proposed from station 155+66 to station 156+56. Assume pavement to be placed at existing ground level for calculating cement stabilized sand requirements. The trenchless construction shown from station 146+70 to station 147+60 should be shown with minimum 36" steel casing. Sheet 32: Replace the label "14" Force Main" with "16" Force Main." Sheet 54: Add the following note to details 1 & 2. 7. The pipe to manhole connection shall consist of a flexible "boot type" connector with stainless steel hardware. Replace note 1 on detail 4 with the following: Crushed stone support shall be required under all manholes, unless approved in the field by the geotechnical engineer. If approved a deduct will be requested. ADDENDUM NO. 2 Page 5 of 5 ID le 40 CITY OF PEARL 4 ND BID PROPOSAL Section 00300 BID PROPOSAL, Date Bid of an individual proprietorship/a corporation organized and existing under the laws of the State of Texas/a partnership consisting of , for the construction of FM 518 West Sewer and Lift Stations City of Pearland, Texas BID NO.: 2003-031 (Submit in Duplicate) To: The Honorable Mayor and City of Council of Pearland City of Pearland 3519 Liberty Drive Pearland, Texas 77581 Pursuant to the published Invitation to Bid, the undersigned bidder hereby proposes to do all the work and furnish all necessary superintendence, labor, machinery, equipment, tools and materials, and whatever else may be necessary to complete all the work included under the General Contract for the construction of the FM 518 West Sewer and Lift Stations as shown on the plans with all related appurtenances, complete, tested and operational, in accordance with the plans, and specifications prepared by the Engineer, Carter 8c Burgess, Inc., Houston, Texas, under the City of Pearland's inspection for the unit prices set forth on the attached bid sheet which bears our signature for identification. It is understood that, in the event any changes are ordered on any part of the work, the unit prices bid shall apply as additions to or deductions from the total prices for the parts of the work so changed. The bidder binds himself upon acceptance of his proposal to execute a contract and furnish performance bond and payment bond each in the amount of one hundred percent (100%) of the total contract price, according to the specified forms, for performing and completing the said work within the time stated. The undersigned bidder agrees to corrunence work within ten (10) days after the date of a written notice to commence work. It is understood that the work is to be substantially complete within two hundred seventy (270) calender days and completed and ready for final payment within three hundred (300) calender days. 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[6 CD CO .o o , CO -p c m C!J -,C,,) m N m r?- a] 0 0 - CD � -a 0 O. _T ? m CD _ -c�V o m -o -6 OD -10 C CO (!) YC V) ca a) CC1 a) O N � .m -0 c 0 CO _T ? 4CV _ C7 _ 0 m -o -O m -o c m CO �C t_n m a) a) CID4,6 O =� . CD @ -am = CO Z O /— U W N W U Z W Lu u_ W Q Z Q Z Q Z Q Z MI MI ~ O Z Q Q Q Q 40 4. CITY OF AE'AItLAND BID PROPOSAL It is agreed that the contract price may be increased or decreased to cover work added or deleted by order of the Engineer, in accordance with the provisions of the General Conditions of Agreement. The undersigned agrees that the amounts bid in this proposal will not be withdrawn or modified for sixty (GO) days following date of bid opening. It is understood that in the event the successful bidder fails to enter into the Contract within ten (10) days of the Notice of Award and fails to furnish a Performance Bond and Payment Bond in the amount of one hundred (100) percent of the Contract for all parts of the work, the successful bidder will forfeit the Bid Security as provided in the Specifications submitted with his bid proposal. The following Addenda have been received. The modifications to the Bid documents noted therein have been considered and all costs thereto are included in the Bid price. Addendum No. Dated Addendum No. Dated Addendum No. Dated Firm Name: Signed: Address: Phone No: ATTEST: (Seal, if Bidder is a Corporation) Date: Signature Date END OF SECTION O 1/2003 Addendum no. 2 00300-1 1 4i 0 LC, ']N.K lOM P CWS 't. muo .Onn JO ape lc 21 ftlX'l0 ✓el 01,00/1 5 it b� O p 1p-npn\y�ONn]M\6�p\axe 0�0619 (R'O\90C D\l Oim ]u w C9 Q _ S O U d- O I 0 w C� Q - S O - (--) ,I o O laJ CC cc I--Q tl Cr> t� 0 LaJ O G7 Z Z Q J J m La_ laJ C7 Z N Q J W La_ !� O � Z � J L.i, 03 T L ��� ��•. ...... •.4 ❖.: -.-� �r... •........,Iti �A `11��:. . .¢ �a r-A,.1;' z / /r, ' w w �/' U >-/ _1 J - Q O JJJgSSS[ i LaJ O J LaJ Q C W 1— H � Q li U' Lal =� O J CC'\ ]C � U H LLJ S U 1 CO X W LaJ f ICIZ MCC Z Q 0. J J N Z S J OUf1 Z Q Z O W Q W J L/1 J ee-i axes icce cooe '•o w- mmoce •char. -•e wow.. cme m .bc :oes•non ano+ e-1,0-"1,5.�zv ae�.-n�.rs mo c�mco�mco�n o on au• GATE VALVE (NOT REVD FOR FUTURE PUMP) W Ue CC Q S U Cr to W 0 0 4 N % " CHECK VALVE (NOT REVD FOR FUTURE PUMP) i W CD Q V u� O Z W W CI - CD W Z � 4 =, 1� =. O W Z ce J O m La- SAFETY NETTING W p J � CDJ _ CO W J W CO cn Q UJ l U 4 e:, Q W p O � ^ __IW V O J Z CC U W I-- Q Z U CC I— X O Z O cn Q c!> p d Z Q J cJ>� W z O 0- O Q co ,,, , J W CC cc) Q O J I— i' • Z Q W O O N L� N O d a O N W d d O TI O 1 W n—U I.i Tf� Cr> m N N m 0 I I FUTURE BLIND FLANGE FUTURE 3" AIR VACUUM VALVE FUTURE 14" PLUG VALVE BLIND FLANGE • i'7�s,4ls�ae` ` ..�.•. �...•.... .o•.o.... .o--- •i•�O••••• •••..•, •• • •i•• .•:• ••�•w1Si' R: •O• .0..... i 0. 4. .wic1x+w i .�• S e ��<•;• r s ....• ���0:•'6 $.a...g. �.*• .. .. % : .. ••:::: . _ P' .•.:.� �..... .... .•..... e •. : •.• 12 ►�?y �.. pS4y�? :��. 4i •.4'••.•.•. •••Cr •.:. ....4... skit•_ FUTURE \ 12 GATE FUTUR .-.•r..•.. ter: , i rer.r.�" 12 " CHECK �".�r+r: VALVE M=s: \VALVE ._._._.t•._... g ..,, •ice••: ••p•••• �.•�.�......•� •ter.: V V... •.••• . •• %%. •...4.❖i. ♦ • 4.•: 44 4•s:..•. ••• 44 i 4 ......�•.•: 4� ......•�:44 ���0..�.�•. �• • w • • • �' 1 I FUTURE 12" GATE VALVE , -U-T l -R E� "—G-A I L IAI VFI /FUTUR 12" CHEICK VALV 14" FORCE MAIN PLAN 4,8" — _ 0" z 4.-6"x3.X6" OPENING t BLIND FLANGE 4.-6"x3'X6" OPENING 1=i I=1 EXHIBIT 3 ADDENDUM No. 2 CU LLE N LIFT STATION PLAN ..c-MSC: : ..\a:,oc\0306 . ,o.«.•.<�«pu,os�a.. OP 46 LQ^1 qM5 watoC 4WC '<O O)UO, Y.UIa> AD uN14I caw, '[O vw +UTfOUn .y )tli O-OZO-»M\e'NdS4V tl\6�ObM.1 \U 106190,0\90(0, i W U' Q x U 0 w oc t— LL c0 Z a a W Z Z J m La- W CaO Z Z _1 J m La_ i T U_ CC W Z U cr, O Q J C> CC W Z Q J L)J —J u Q �1 Lt ER- W EEr O B— �,TII CV • Z C.O _ Z O W W V l~a_ En 0 J Q CITY OF PEARLAND TABLE OF CONTENTS CITY OF PEARLAND BRAZORIA COUNTY, TEXAS FM 518 West Sewer and Lift Stations TABLE OF CONTENTS Section Section Title CONTRACT DOCUMENTS No. of Pages 00020 Notice to Bidders 2 00100 Instructions to Bidders 7 00300 Bid Proposal 11 00510 Agreement Between City of Pearland and Contractor 6 00610 Performance Bond 2 00611 Payment Bond 2 00612 One -Year Maintenance Bond 2 00613 One -Year Surface Correction Bond 2 GENERAL 00700 00700-A 00700-B General Conditions 28 Attachment No. 1 to General Conditions 4 Attachment No. 2 to General Conditions 6 SUPPLEMENTARY 00800 Special Conditions 2 00811 Wage Scale for Engineering Construction 1 DIVISION 1 - GENERAL REQUIREMENTS 01100 01140 01200 01290 01310 01350 08/2002 Summary of Work 2 Contractor's Use of Premises 3 Measurement and Payment 3 Change Order Procedures 4 Coordination and Meetings 3 Submittals 6 TOC-1 CITY OF PEARLAND 01380 01420 01430 01440 01450 01500 01505 01550 01555 01560 01562 01564 01565 01566 01570 01580 01600 01630 01720 01730 01750 01760 01770 TABLE OF CONTENTS Pre -Construction Photos 2 Reference Standards 4 Contractor's Quality Control 2 Inspection Services 1 Testing Laboratory Services 2 Temporary Facilities and Controls 9 Mobilization 1 Stabilized Construction Exit 4 Traffic Control and Regulation 4 Filter Fabric Fence 3 Waste Material Disposal 2 Control of Ground Water and Surface Water 7 NPDES Requirements 10 Source Controls for Erosion and Sedimentation 4 Trench Safety System 3 Project Identification Signs 5 Material and Equipment 3 Product Options and Substitutions 3 Field Surveying 2 Cutting and Patching 3 Starting Systems 2 Project Record Documents 2 Contract Closeout 2 DIVISION 2 - SITE WORK 02200 Site Preparation 3 02220 Site Demolition 6 02222 Abandonment of Force Mains 3 02252 Cement Stabilized Sand 3 02317 Excavation and Backfill for Structures 9 02318 Excavation and Backfill for Utilities 20 02330 Embankment 4 02335 Subgrade 7 02370 Geotextile 2 02415 Pipe and Casing Augering for Sewers 7 02416 Trenchless Construction for Sewers 9 02417 Augering Pipe for Water Lines 6 02427 Corrosion Protection 9 02430 Tunnel Grout 5 02510 Water Mains 8 02511 Water Meters 1 02512 Polyethylene Wrap 4 02514 Fire Hydrants Assembly 6 02515 Water Tap and Service Line Installation 6 02520 Valve Boxes, Meter Boxes and Meter Vaults 4 02530 Gravity Sanitary Sewers 20 08/2002 TOC-2 CITY OF PEARLAND TABLE OF CONTENTS 02531 Sanitary Sewer Service Stubs or Reconnections 6 02533 Sanitary Sewage Force Mains 5 02534 PVC Pipe 5 02540 Tapping Sleeves and Valves 3 02541 Water and Wastewater Line Valves 8 02542 Concrete Manholes and Accessories 9 02603 Frames, Grates, Rings, and Covers 2 02630 Storm Sewers 10 02631 Pre -Cast Concrete Inlets Headwalls and Wing Walls 3 02634 Ductile -iron Pipe and Fittings 4 02635 Steel Pipe and Fittings 9 02710 Base Course for Pavement 10 02741 Asphaltic Concrete Pavement 6 02742 Prime Coat 4 02743 Tack Coat 3 02751 Concrete Pavement 16 02761 Preformed Durable Pavement Markings 4 02811 Landscape Irrigation 5 02821 Chain Link Fences and Gates 3 02910 Topsoil 2 02921 Hydromulch Seeding 3 02922 Sodding 4 02931 Landscape and Tree Planting 16 02980 Pavement Repair and Resurfacing 3 DIVISION 3 - CONCRETE 03300 Cast -in -Place Concrete 35 03311 Seal Slabs 1 03320 Joints in Concrete Structures 10 03600 Structural Grout 4 DIVISION 5 — METALS 05500 Metal Fabrications 4 DIVISION 13 — SPECIAL CONSTRUCTION 13624 Ultrasonic Level Detection Equipment 3 DIVISION 15 — MECHANICAL 15030 Cullen and Miller Ranch Lift Stations 7 15032 Submersible Pumps 6 15053 Pump Station Piping 4 15101 Valves and Accessories for Pump Stations 6 08/2002 TOC-3 CITY OF PEARLAND TABLE OF CONTENTS DIVISION 16 — ELECTRICAL 16010 Basic Electrical Requirements 7 16012 Electrical Work 10 16111 Conduit, Fittings, and Bodies 8 16120 600-Volt Building Wire and Cable 4 16126 Instrumentation Cable 5 16131 Device, Pull, and Junction Boxes 3 16150 Electric Motors 7 16160 Cabinets and Enclosures 4 16195 Electrical Identification 7 16290 Low -Voltage Surge Protection 4 16401 Electric Service 2 16402 Underground Duct Banks 3 16452 Grounding 8 16475 Overcurrent Protective Devices 12 16476 Disconnects and Circuit Breakers 4 16480 Motor Control Center 10 16481 Motor Controllers 7 16740 Telephone Service Entrance 2 16902 Supervising Control and Data Acquisition System 15 16936 Pilot and Miscellaneous Control Devices 9 END OF TABLE OF CONTENTS 08/2002 TOC-4 CITY OF PEARLAND SIGNATURES CIVIL ,,,.. -,z '';..,%.. . 9. f. ......... .0* : ....r... - • .. * ,••• *i %. * ,-, r, .............................. ......0 VERNONH.WEBB,Il 0 r .... y .......................... .... .. t. . ,,, ti .1.3% 87932 : fd -5) % . ,:t• e.° ql AZ4s,(.1..:;...C.r.i •s;.. . .0,. &.,•4::. 7' ( ( ELECTRICAL/CONTROLS OP ... */ " CHAL SHRADER 04.1p 40269 ,z) ‘ets,;(54Ac64-...— STRUCTURAL ,Z.''%•••(- (?. 12 l ,-, * :* - --"0"- •••• * ? g.r.sP, . • • .41',,, ... .. -14 ti • • ? r• ' ? ? DENNIS ROBERT PAUL 7 ,ee ? ' ' 74523 :: .' q.:-. lii‘o,":,••:?-c3,1. T. .;).,5.-'9:: .\ 'l .45: (11118/0//Al. .1. 0111.N.N.1. ii, 456, );" .„4".....--- 08/2002 CITY OF PEARLAND NOTICE TO BIDDERS SECTION 00002 NOTICE TO BIDDERS CITY OF PEARLAND, TEXAS BID NO. 2003-031 Sealed bids will be received, in duplicate, marked "FM 518 West Sewer" and lift stations in the office of the Purchasing Officer, the City of Pearland, City Hall, 3519 Liberty Drive, Pearland, Texas, 77581, until 2:00 P.M. Wednesday, January 2nd, 2003, at which time they will be publicly opened and read aloud for the construction of: FM 518 West Sewer & Lift Stations City of Pearland, Texas Bid No.: 2003-031 A mandatory Prebid Conference will be held at the City of Pearland City Hall 2nd floor conference room, 3519 Liberty Drive, Pearland, Texas 77581 at 2:00 P.M. Wednesday, December 18th, 2002. This project will entail: Placement of a sanitary sewer line along FM 518 consisting of approximately 10,000 linear feet of 18" to 30" pipe between approximately 12 and 24 feet deep; a 3.5 million gallon per day lift station and a 7 million gallon per day lift station. Information and Bid Documents: Copies of Contract Documents and Technical Specifications and Plans are on file at the following locations for review: City of Pearland 281-652-1600 City Hall 3519 Liberty Drive Pearland, Texas 77581 The Associated General Contractors 713-843-3700 of America Inc. 3825 Dacoma Houston, Texas 77092 AGC of Texas 713-334-7100 2400 Augusta, Suite 180 Houston, Texas 77057 11/2002 00002-1 CITY OF PEARLAND NOTICE TO BIDDERS Dodge Reports 3131 Eastside, Suite 300 Houston, Texas 77098 713-529-4895 These documents may be examined without charge at the above locations. Bidders may obtain a complete set of the Contract Documents, Technical Specifications and Plans from the office of the Engineer, Carter & Burgess, Inc., 55 Waugh Drive, Houston, Texas 77007, upon request and deposit of one -hundred twenty-five dollars ($ 125.00) per set. No partial sets will be issued. The amount of the deposit will not be refunded. No bid may be withdrawn or terminated for a period of sixty (60) days subsequent to the opening date without the consent of the City of Pearland. Bidder's Bond, Cashier's Check, or Certified Check payable to the City of Pearland in the amount of 5% of the total bid price must accompany each proposal. The City of Pearland reserves the right to reject any or all bids, or to accept any bid deemed advantageous to the City of Pearland. The successful bidders must furnish Performance and Payment Bonds as required by law (Article 5160, Vernon's Texas Civil Statutes, as amended) upon an acceptable form in the amount of one hundred percent (100%) of the contract price, such bonds to be executed by a corporate surety duly authorized to do business in the State of Texas, and named on the current list of "Treasury Department Circular No. 570", payable to the City of Pearland, Texas. END OF SECTION 11/2002 00002-2 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS Section 00100 INSTRUCTIONS TO BIDDERS 1. Defined Terms The term "Bidder" means one who submits a Bid directly to Owner, as distinct from a sub -bidder, who submits a bid to a Bidder. The term "Successful Bidder" means the lowest, qualified, responsible and responsive Bidder to whom Owner (on the basis of Owner's evaluation as hereinafter provided) makes an award. The term "Bidding Documents" includes the Advertisement of Invitation to Bid, Instructions to Bidders, the Bid Form, and the proposed Contract Documents (including all Addenda issued prior to receipt of Bids). 2. Copies of Bidding Documents 2.1 Complete sets of Bidding Documents in the number and for the deposit sum stated in the Invitation to Bidders may be obtained from the Engineer. 2.2 Complete sets of Bidding Documents must be used in preparing Bids; neither Owner nor Engineer assumes any responsibility for errors or misinterpretations resulting from the use of incomplete sets of Bidding Documents. 2.3 Owner and Engineer in making copies of Bidding Documents available on the above terms do so only for the purpose of obtaining Bids on the Work and do not confer a license or grant for any other use. 3. Qualifications of Bidders 3.1 To demonstrate qualifications to perform the Work, each Bidder must be prepared to submit within two (2) days of Owner's request written evidence, such as financial data, previous experience, present commitments, list of proposed sub - bidders, references and other such data, as may be called for by the Owner. The Apparent low Bidder must submit this information to the Engineer within 24 hours of Bid Opening. 4. Examination of Contract Documents and Site 4.1 It is the responsibility of each Bidder before submitting a Bid, to (a) examine the Contract Documents thoroughly, (b) visit the site to become familiar with local conditions that may affect cost, progress, performance or furnishing of the Work, (c) consider federal, state and local Laws and Regulations that may affect cost, progress, performance or furnishing of the Work, (d) study and carefully correlate 08/2002 00100-1 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS Bidder's observations with the Contract Documents, and (e) notify Engineer of all conflicts, errors or discrepancies in the Contract Documents. 4.2 Reference is made to the Supplementary Conditions for identification of: 4.2.1 Those reports of explorations and tests of conditions at the site which have been utilized by the Engineer in preparation of the Contract Documents. Bidder may rely upon the accuracy of the technical data contained in such reports but not upon non -technical data, interpretations or opinions contained therein or for the completeness thereof for the purposes of bidding or construction. 4.2.2 Copies of such reports and drawings will be made available by Owner to any Bidder on request. Those reports and drawings are not part of the Contract Documents, but the technical data contained therein upon which Bidder is entitled to rely as provided in Paragraph 4.2.1 is incorporated therein by reference. Such technical data has been identified and established in the Supplementary Conditions. 4.3 Information and data reflected in the Contract documents with respect to Underground Facilities at or contiguous to the site is based upon information and data furnished to Owner and Engineer by owners of such Underground Facilities or others, and Owner does not assume responsibility for the accuracy or completeness thereof. 4.5 Before submitting a Bid, each Bidder will, at Bidder's own expense, make or obtain any additional examinations, investigations, explorations, tests and studies and obtain any additional information and data which pertain to the physical conditions (surface, subsurface and Underground Facilities) at or contiguous to the site or otherwise which may affect cost, progress, performance or furnishing of the Work and which Bidder deems necessary to determine its Bid for performing and furnishing the Work in accordance with the time, price and other terms and conditions of the Contract Documents. 4.6 On request in advance, Owner will provide each Bidder access to the site to conduct such explorations and tests as each Bidder deems necessary for submission of a Bid. Bidder shall fill all holes, clean up and restore the site to its former condition upon completion of such explorations. 08/2002 00100-2 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 4.7 The lands upon which the Work is to be performed, rights -of -way and easements for access thereto and other lands designated for use by Contractor in performing the Work are identified in the Contract Documents. All additional lands and access thereto required for temporary construction facilities or storage of materials and equipment are to be provided by Contractor. Easement for permanent structures or permanent changes in existing structures are to be obtained and paid for by Owner unless otherwise provided in the Contract Documents. 4.8 The submission of a Bid will constitute an incontrovertible representation by Bidder that Bidder has complied with every requirement of this Article 4, that without exception the Bid is premised upon performing and furnishing the Work required by the Contract Documents and such means, methods, techniques, sequences or procedures of construction as may be indicated in or required by the Contract Documents, and that the Contract Documents are sufficient in scope and detail to indicate and convey understanding of all terms and conditions for performance and furnishing of the Work. 5. Interpretations and Addenda 5.1 All questions about the meaning or intent of the Contract Documents are to be directed to Engineer. Interpretations or clarifications considered necessary by Engineer in response to such questions will be issued by Addenda mailed or delivered to all parties recorded by Engineer as having received the Bidding Documents. Questions received less than five (5) days prior to the date for opening of Bids may not be answered. Only questions answered by formal written Addenda will be binding. Oral and other interpretations or clarifications will be without legal effect. 5.2 Addenda may also be issued to modify the Bidding Documents as deemed advisable by Owner or Engineer. 6. Bid Security 6.1 Each Bid must be accompanied by Bid security made payable to Owner in an amount of five percent of the Bidder's maximum Bid price and in the form of a certified or bank check or a Bid Bond (on form attached, if a form is prescribed). 6.2 The Bid security of the Successful Bidder will be retained until such Bidder has executed the Agreement and furnished the required contract security, whereupon the Bid security will be returned. If the Successful Bidder fails to execute and deliver the Agreement and furnish the required contract security within fifteen days after the Notice of Award, Owner may annul the Notice of Award and the Bid security of that Bidder will be forfeited. The Bid security of other Bidders whom Owner believes to have a reasonable chance of receiving the award may be 08/2002 00100-3 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS retained by Owner until the earlier of the seventh day after the Effective Date of the Agreement or the sixty-first day after the Bid opening, whereupon Bid security furnished by such Bidders will be returned. 7. Contract Time The number of days in which the Work is to be substantially completed and also completed and ready for final payment (Contract Time) are set forth in the Bid Form and the Agreement. 8. Liquidated Damages and Early Completion Bonus Provisions for liquidated damages and early completion bonus are set forth in the agreement. 9. Substitute or "Or -Equal" Items The Contract, if awarded, will be on the basis of the selected materials and equipment described in the Drawings or specified in the Specifications without consideration of possible substitute or "or -equal" items. Whenever it is indicated in the Drawings or specified in the Specifications that a substitute or "or -equal" item of material or equipment may be furnished or used by the Contractor if acceptable to Engineer, application for such acceptance will not be considered by Engineer until after the Effective Date of the Agreement. All "or equal" references shall be interpreted to mean "or approved equal". The procedure for submission of any such application by Contractor and consideration by Engineer is set forth in the Contract Documents. 10. Bid Form 10.1 The Bid Form (Section 00300 - Bid Proposal) is included with the Bidding Documents; additional copies may be obtained from Engineer (or the issuing office). 10.2 All blanks on the Bid Form must be completed in ink or by typewriter. 10.3 Bids by corporations must be executed in the corporate name by the president or a vice-president (or other corporate officer accompanied by evidence of authority to sign) and the corporate seal must be affixed and attested by the secretary or an assistant secretary. The corporate address and state of incorporation must be shown below the signature. 08/2002 00100-4 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 10.4 Bids by partnerships must be executed in the partnership name and signed by a partner, whose title must appear under the signature and the official address of the partnership must be shown below the signature. 10.5 All names must be typed or printed below the signature. 10.6 The Bid shall contain an acknowledgment of receipt of all Addenda (the number of which must be filled in on the Bid Form). 10.7 The address and telephone number for communications regarding the Bid must be shown. 11. Submission of Bids Bids shall be submitted in duplicate at the time and place indicated in the Invitation to Bid and shall be enclosed in an opaque sealed envelope marked with the Project title and name and address of the Bidder and accompanied by Bid security. If the Bid is sent through the mail or other delivery system the sealed envelope shall be enclosed in a separate envelope with the notation "BID ENCLOSED" on the face of it. 12. Modification and Withdrawal of Bids 12.1 Bids may be modified or withdrawn by an appropriate document duly executed (in the manner that a Bid must be executed) and delivered to the place where Bids are to be submitted at any time prior to the opening of Bids. 12.2 If, within twenty-four (24) hours after Bids are opened, any Bidder files a duly signed, written notice with Owner and promptly thereafter demonstrates to the reasonable satisfaction of Owner that there was a material and substantial mistake in the preparation of its Bid, that Bidder may request to withdraw its Bid and the Bid security may be returned at the discretion of the owner. Thereafter, that Bidder will be disqualified from further bidding on the Project to be provided under the Contract Documents. 13. Opening of Bids Bids will be opened and (unless obviously non -responsive) read aloud publicly. An abstract of the amounts of the base Bids and major alternates (if any) will be made available to Bidders after the opening of Bids. 08/2002 00100-5 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 14. Bids to Remain Subject to Acceptance All bids will remain subject to acceptance for sixty (60) days after the day of the Bid opening, but Owner may, in its sole discretion, release any Bid and return the Bid security prior to that date. 15. Award of Contract 15.1 Owner reserves the right to reject any and all Bids, to waive any and all informalities not involving price, time or changes in the Work and to negotiate contract terms with the Successful Bidder, and the right to disregard all nonconforming, nonresponsive, unbalanced or conditional Bids. Also, Owner reserves the right to reject the Bid of any Bidder if Owner believes that it would not be in the best interest of the Project to make an award to that Bidder, whether because the Bid is not responsive or the Bidder is unqualified or of doubtful financial ability or fails to meet any other pertinent standard or criteria established by Owner. Discrepancies in the multiplication of units of Work and unit prices will be resolved in favor of the unit prices. Discrepancies between the indicated sum of any column of figures and the correct sum thereof will be resolved in favor of the correct sum. 15.2 In evaluating Bids, Owner will consider the qualifications of the Bidders, whether or not the Bids comply with the prescribed requirements, and such alternates, unit prices and other data, as may be requested in the Bid Form or prior to the Notice of Award. 15.3 Owner may conduct such investigations as Owner deems necessary to assist in the evaluation of any Bid and to establish the responsibility, qualifications and financial ability of Bidders, proposed Subcontractors, Suppliers and other persons and organizations to perform and furnish the Work in accordance with the Contract Documents to Owner's satisfaction within the proposed time. 15.4 If the contract is to be awarded it will be based on the lowest bid option proposed and awarded to the lowest Bidder whose evaluation by Owner indicates to Owner that the award will be in the best interest of the Project. 15.5 If the contract is to be awarded, Owner will give the Successful Bidder a Notice of Award within sixty (60) days after the day of the Bid opening. 08/2002 00100-6 CITY OF PEARLAND INSTRUCTIONS TO BIDDERS 16. Contract Security When the Successful Bidder delivers the executed Agreement to Owner, it must be accompanied by the required performance and payment Bonds. Bonds may be on the forms provided herein or an equal form containing no substantive changes. 17. Signing of Agreement When Owner gives a Notice of Award to the Successful Bidder, it will be accompanied by the required number of unsigned counterparts of the Agreement with all other written Contract Documents attached. Within fifteen (15) days thereafter Contractor shall sign and deliver the required number of counterparts of the Agreement and attached documents to Owner with the required Bonds. Within ten (10) days thereafter Owner shall deliver one fully signed counterpart to Contractor. Each counterpart is to be accompanied by a complete set of the Drawings with appropriate identification. 18. Prebid Conference A prebid meeting will be held as indicated in the Invitation to Bidders. 19. Retainage Provisions concerning retainage are set forth in the Agreement. END OF SECTION 08/2002 00100-7 CITY OF PEARLAND STANDARD FORM OF AGREEMENT Section 00510 AGREEMENT BETWEEN CITY OF PEARLAND AND CONTRACTOR THIS AGREEMENT is dated as of the day of February in the year 2003 by and between the City of Pearland (hereinafter called OWNER) and Reddico Construction Co., Inc. (hereinafter called CONTRACTOR). OWNER and CONTRACTOR, in consideration of the mutual covenants hereinafter set forth, agree as follows: Article 1. WORK. CONTRACTOR shall complete all Work as specified or indicated in the Contract Documents. The Work is generally described as follows: FM 518 West Sewer & Lift Station City of Pearland, Texas BID NO: 2003-031 Article 2. ENGINEER. The Work has been designed by Carter & Burgess, Inc. who is hereinafter called ENGINEER and who is to act as OWNER's representative, assume all duties and responsibilities and have the rights and authority assigned to ENGINEER in the Contract Documents in connection with completion of the Work in accordance with the Contract Documents. Article 3. CONTRACT TIME. 3.1 The Work will be substantially completed within two hundred seventy (270) calendar days from the date when the Contract Time commences to run in, and completed and ready for final payment within three hundred (300) days from the date when the Contract Time commences to run. No work will be allowed on Sundays. 3.2 Liquidated Damages. OWNER and CONTRACTOR recognize that time is of the essence of this Agreement and that OWNER will suffer financial loss if the Work is not completed within the times specified in paragraph 3.1 above, plus any extensions thereof allowed. They also recognize the delays, expense and difficulties involved in proving in a legal or arbitration proceeding the actual loss suffered by OWNER if the Work is not completed on time. Accordingly, instead of requiring any such proof, OWNER and CONTRACTOR agree that as liquidated damages for delay (but not as a penalty) CONTRACTOR shall pay 08/2002 00510-1 CITY OF PEARLAND STANDARD FORM OF AGREEMENT OWNER five hundred dollars ($500.00) for each day that expires after the time specified in paragraph 3.1 for Substantial Completion until the Work is substantially complete. After Substantial Completion if CONTRACTOR shall neglect, refuse or fail to complete the remaining Work within the Contract Time or any proper extension hereof granted by OWNER, CONTRACTOR shall pay OWNER one hundred dollars ($100.00) for each day that expires after the time specified in paragraph 3.1 for completion and readiness for final payment. 3.3 Early Completion Bonus. Owner agrees to pay the CONTRACTOR an early completion bonus of five hundred ($500.00) for each calendar day that the project is declared substantially complete by the ENGINEER, prior to the time allowed for substantial completion in the contract documents up to a maximum of forty- five (45) calendar days or twenty-two thousand five hundred dollars ($22,500). 3.4 Inspection Time. Working hours for the City of Pearland Inspection personnel are from 7:30 AM to 4:30 PM, Monday through Friday, excluding city approved holidays. The CONTRACTOR shall notify the owner of any required overtime work at least 48 hours in advance. Article 4. CONTRACT PRICE. 4.1 OWNER shall pay CONTRACTOR for completion of the Work in accordance with the Contract Documents in current funds as follows: For all Unit Price Work, an amount equal to the sum of the established unit price for each separately identified item of Unit Price Work times the estimated quantity of that item as indicated in this paragraph. UNIT PRICE WORK ITEM SECTION No. REFERENCE ITEM DESCRIPTION UNITS QTY Unit Cost Total 1 01505 Mobilization (Max. 3% of Total Base Bid) LS 1 $91,360.00 $91,360.00 2 01555 Traffic Control and Regulation LS 1 $21,185.00 $21,185.00 3 01555 Flaggers HR 1,200 $27.50 $33,000.00 4 01564 Control of Ground Water for Open Cut Excavations less than 16 ft deep LF 6,192 $17.00 $105,264.00 5 01564 Control of Ground Water for Open Cut Excavations Greater than 16 ft. deep LF 3,139 $25.00 $78,475.00 6 01565 NPDES Requirements including stabilized construction exits, filter fabric fence and source controls for erosion and sedimentation LS 1 $11,440.00 $11,440.00 7 01570 Trench Safety system LF 10,088 $0.50 $5,044.00 8 02200 Site Preparation: Miller Ranch Lift Station LS 1 $49,150.00 $49,150.00 9 02200 Site Preparation: Cullen Lift Station LS 1 $66,270.00 $66,270.00 10 02220 Site Demolition / Abandonment of Lift Station @ Station 83+21 LS 1 $5,550.00 $5,550.00 11 02318 Extra Machine Excavation CY 100 $10.00 $1,000.00 12 02318 Extra Cement Stabilized Sand CY 100 $25.00 $2,500.00 13 02318 Extra Crushed Concrete or Crushed Stone CY 100 $36.00 $3,600.00 14 02416 Trenchless Construction for 12" Sanitary Sewer With Minimum 18" Steel Casing LF 110 $307.80 $33,858.00 08/2002 00510-2 CITY OF PEARLAND STANDARD FORM OF AGREEMENT ITEM SECTION No. REFERENCE ITEM DESCRIPTION UNITS QTY Unit Cost Total 15 02416 Trenchless Construction for 18" Sanitary Sewer With Minimum 24" Steel Casing LF 525 $379.80 $199,395.00 16 02416 Trenchless Construction for 24" Sanitary Sewer With Minimum 36" Steel Casing LF 180 $500.00 $90,000.00 17 02416 Trenchless Construction for 30" Sanitary Sewer With Minimum 36" Steel Casing LF 240 $555.00 $133,200.00 18 02416 Trenchless Construction for 30" C905 Sanitary Sewer With Minimum 36" Steel Casing LF 60 $596.00 $35,760.00 19 02416 Trenchless 16" Force Main in minimum 24" Steel Casing LF 100 $383.50 $38,350.00 20 02417 Augering 8" Water Lines in Minimum 14" Steel Casing LF 110 $310.00 $34,100.00 21 02510 8" Water Mains LF 82 $32.50 $2,665.00 22 02511 Installation of New 2" Water Meter and Meter Box LS 2 $792.60 $1,585.20 23 02515 2" Water Tap and Service Line (Short Side) LS 2 $1,420.00 $2,840.00 24 02530 12" Gravity Sanitary Sewer 12 to 14 feet deep LF 35 $31.40 $1,099.00 25 02530 18" Gravity Sanitary Sewers 18 to 20 feet deep with wet sand bedding LF 455 $101.50 $46,182.50 26 02530 18" Gravity Sanitary Sewers 20 to 22 feet deep with wet sand bedding LF 1,345 $123.40 $165,973.00 27 02530 18" Gravity Sanitary Sewers 22 to 24 feet deep with wet sand bedding LF 430 $167.10 $71,853.00 28 02530 24" Gravity Sanitary Sewers 10 to 12 feet deep with wet sand bedding LF 1,726 $53.40 $92,168.40 29 02530 24" Gravity Sanitary Sewers 12 to 14 feet deep with wet sand bedding LF 270 $56.90 $15,363.00 30 02530 24" Gravity Sanitary Sewers 22 to 24 feet deep with wet sand bedding LF 465 $66.80 $31,062.00 31 02530 24" Gravity Sanitary Sewers 24 to 26 feet deep with wet sand bedding LF 444 $140.90 $62,559.60 32 02530 30" Gravity Sanitary Sewers 12 to 14 feet deep with wet sand bedding LF 3,671 $94.60 $347,276.60 33 02530 30" Gravity Sanitary Sewers 14 to 16 feet deep with wet sand bedding LF 250 $103.40 $25,850.00 34 02530 30" C905 Gravity Sanitary Sewer (All Depths) with wet sand bedding LF 240 $137.60 $33,024.00 35 02530 12" Stub Out, 20 feet long, 12 to 14 EA 1 $1,160.00 $1,160.00 36 02530 18" Stub Out, 20 feet long, 18 to 20 EA 1 $2,040.00 $2,040.00 37 02530 18" Stub Out, 20 feet long, 22 to 24 EA 1 $2,500.00 $2,500.00 38 02530 8" Stub Out, 20 feet long, 0 to 8 EA 1 $550.00 $550.00 39 02530 6" or 8" Stub Out, <10 feet long, 8 to 10 EA 3 $570.00 $1,710.00 40 02533 8" Sanitary Sewer Force Main LF 135 $31.60 $4,266.00 41 02533 12" Sanitary Sewer Force Main LF 70 $32.50 $2,275.00 42 02533 16" Sanitary Sewer Force Main LF 540 $43.60 $23,544.00 43 02533 8" force main tie in to existing force main EA 2 $1,950.00 $3,900.00 44 02533 8" force main tie in to existing man hole EA 1 $1,260.00 $1,260.00 45 02540 8" Tapping Sleeve and Valve EA 1 $5,800.00 $5,800.00 46 02541 8" Gate Valve EA 5 $1,085.00 $5,425.00 47 02541 8" Plug Valve EA 2 $1,090.00 $2,180.00 48 02542 4 Ft. Dia. Concrete Manholes (0 Ft. to 8 Ft. Deep) w/ Crushed Rock Foundation EA 15 $1,870.00 $28,050.00 49 02542 4 Ft. Dia. Concrete Manholes (0 Ft. to 8 Ft. Deep) w/ Crushed Rock Foundation (Corrosion Resistant) EA 2 $3,030.00 $6,060.00 50 02542 5 Ft. Dia. Concrete Manholes (0 Ft. to 8 Ft. Deep) w/ Crushed Rock Foundation EA 11 $2,880.00 $31,680.00 51 02542 5 Ft. Dia. Concrete Manholes (0 Ft. to 8 Ft. Deep) w/ Crushed Rock Foundation (Corrosion Resistant) EA 3 $4,330.00 $12,990.00 52 02542 6 Ft. Dia. Concrete Manholes (0 Ft. to 8 Ft. Deep) w/ Crushed Rock Foundation Resistant) EA 2 $5,300.00 $10,600.00 53 .(Corrosion 02542 Extra Depth Manhole VF 223 $83.60 $18,642.80 08/2002 00510-3 CITY OF PEARLAND STANDARD FORM OF AGREEMENT ITEM SECTION Reddico Construction Co. No. REFERENCE ITEM DESCRIPTION UNITS QTY Unit Cost Total 54 02542 Extra Depth Manhole (Corrosion Resistant) VF 74 $162.30 $12,010.20 55 02542 8" Internal Force Main Drop EA 1 $2,200.00 $2,200.00 56 02542 12" Internal Force Main Drop EA 1 $3,320.00 $3,320.00 57 02751 New 5" Concrete Pavement @ Lift Station Sites SY 787 $29.10 $22,901.70 58 02751 New 6" to 8" Concrete Curbs @ Lift Station Sites LF 701 $4.70 $3,294.70 59 02811 Landscape Irrigation: Miller Ranch Lift Station LS 1 $7,150.00 $7,150.00 60 02811 Landscape Irrigation: Cullen Lift Station LS 1 $6,050.00 $6,050.00 61 02821 New Chain Link Fences (On lift station sites) LF 620 $22.00 $13,640.00 62 02821 Gates for Chain Link Fence (On lift station sites) EA 2 $550.00 $1,100.00 63 02921 Hydromulch SY 56,044 $0.20 $11,208.80 64 02931 Landscape and Tree Planting: Miller Ranch Lift Station LS 1 $17,600.00 $17,600.00 65 02931 Landscape and Tree Planting: Cullen Lift Station LS 1 $15,950.00 $15,950.00 66 02980 Replacement of Existing Curb LF 863 $4.10 $3,538.30 67 02980 Repair and Resurfacing of Existing Concrete Pavement SY 1,335 $41.00 $54,735.00 68 02980 Repair and Resurfacing of Existing Asphalt Pavement SY 660 $38.00 $25,080.00 69 15030 Miller Ranch Lift Station LS 1 $258,000.00 $258,000.00 70 15030 Cullen Lift Station LS 1 $303,500.00 $303,500.00 71 16000 Electrical Construction of Motor Controls, Feeders, Junction Boxes, Level Transmitter, Electrical Service Equipment, Pump Controller, Transfer Switch, Generator Connector, Autosensory Controls, Lighting, SCADA Devices, Conduit, Conductors, and All Appurtenances for a Complete Working System for the Miller Ranch Lift Station LS 1 $83,550.00 $83,550.00 72 16000 Allowance for Programming SCADA RTU for a Lump Sum of $10,600 for the Miller Ranch Lift Station LS 1 $10,600.00 $10,600.00 73 16000 Electrical Construction of Motor Controls, Feeders, Junction Boxes, Level Transmitter, Electrical Service Equipment, Pump Controller, Transfer Switch, Generator Connector, Autosensory Controls, Lighting, SCADA Devices, Conduit, Conductors, and All Appurtenances for a Complete Working System for the Cullen Lift Station LS 1 $116,135.00 $116,135.00 74 16000 Allowance for Programming SCADA RTU for a Lump Sum of $12,400 for the Cullen Lift Station LS 1 $12,400.00 $12,400.00 75 N/A Allowance for Utility Relocations not covered by the City of Pearland Franchise Agreements. LS 1 $50,000.00 $50,000.00 Al N/A Water Line Crossing at Wooten Road including 12" Water Line, Plug, Blow Off, Tapping Sleeve & Valve, Trenchless and Open Cut construction, Pavement Replacement, Traffic Control and All other Associated items LS 1 $46,000.00 $46,000.00 TOTAL. CONTRACT AMOUNT $ 3,182,598.80 08/2002 00510-4 CITY OF PEARLAND STANDARD FORM OF AGREEMENT Article 5. PAYMENT PROCEDURES. CONTRACTOR shall submit Applications for Payment in accordance with Article 6 of the General Conditions. Application for Payment will be processed by ENGINEER as provided in the General Conditions. 5.1 Progress Payments. OWNER shall make progress payments on account of the Contract Price on the basis of CONTRACTOR's Application for Payment as recommended by ENGINEER, on or about the last day of each month during construction as provided below. All progress payments will be based on the progress of the Work measured by the schedule of values (and in the case of Unit Price Work based on the number of units completed). 5.1.1 Prior to Substantial Completion, progress payments will be made in an amount equal to the percentage of work complete, but, in each case, less the aggregate of payments previously made and less such amounts as ENGINEER shall determine, or OWNER may withhold, in accordance with the General Conditions. 5.1.2 Each partial payment shall be less 5 percent of the amount thereof, which 5 per cent shall be retained until final payment, and further less all previous payments and all further sums that may be retained by the OWNER under the terms of this Agreement. It is understood, however, that in case the whole work be near to completion and some unexpected and unusual delay occurs due to no fault or neglect on the part of the CONTRACTOR, the OWNER may -upon written recommendation of the ENGINEER -pay a reasonable and equitable portion of the retained percentage to the CONTRACTOR, or the CONTRACTOR at the OWNER'S option, may be relieved of the obligation to fully complete the work and, thereupon, the CONTRACTOR shall receive payment of the balance due him under the contract subject only to the conditions stated under "Final Payment." Article 6. INTEREST. Not applicable. Article 7. CONTRACTOR'S REPRESENTATIONS. In order to induce OWNER to enter into this Agreement CONTRACTOR makes the following representations: 7.1 CONTRACTOR has familiarized itself with the nature and extent of the Contract Documents, Work, site, locality, and all local conditions and Laws and Regulations that in any mariner may affect cost, progress, performance or furnishing of the Work. 08/2002 00510-5 CITY OF PEARLAND STANDARD FORM OF AGREEMENT 7.2 CONTRACTOR has studied carefully all reports of explorations and tests of subsurface conditions and drawings of physical conditions which are identified in the Supplementary Conditions, and accepts the determination set forth in the technical data contained in such reports and drawings upon which CONTRACTOR is entitled to rely. 7.3 CONTRACTOR has obtained and carefully studied (or assumes responsibility for obtaining and carefully studying) all such examinations, investigations, explorations, tests, reports and studies (in addition to or to supplement those referred to in paragraph 7.2 above) which pertain to the subsurface or physical conditions at or contiguous to the site or otherwise may affect the cost, progress, performance or furnishing of the Work as CONTRACTOR considers necessary for the performance or furnishing of the Work at the Contract Price, within the Contract Time and in accordance with the other terms and conditions of the Contract Documents, and no additional examinations, investigations, explorations, tests, reports, and studies or similar information or data are or will be required by CONTRACTOR for such purposes. 7.4 CONTRACTOR has reviewed and checked all information and data shown or indicated on the Contract Documents with respect to existing Underground Facilities at or contiguous to the site and assumes responsibility for the accurate location of said Underground Facilities. No additional examinations, investigations, explorations, tests, reports, studies or similar information or data in respect of said Underground Facilities are or will be required by CONTRACTOR in order to perform and furnish the Work at the Contract Price, within the Contract Time and in accordance with the other terms and conditions of the Contract Documents. 7.5 CONTRACTOR has correlated the results of all such observations, examinations, investigations, explorations, tests, reports, and studies with the terms and conditions of the Contract Documents. 7.6 CONTRACTOR has given ENGINEER written notice of all conflicts, errors or discrepancies that they have discovered in the Contract Documents and the written resolution thereof by ENGINEER is acceptable to CONTRACTOR. Article 8. CONTRACT DOCUMENTS. The Contract Documents, which comprise the entire agreement between OWNER and CONTRACTOR concerning the Work, consist of the following: 8.1 This Agreement (Section 00500). 8.2 Performance and other Bonds identified as Sections 00610, 00611, 00612, and 00613. 8.3 Notice of Award. 08/2002 00510-6 CITY OF PEARLAND STANDARD FORM OF AGREEMENT 8.4 General Conditions. 8.5 Supplementary Conditions. 8.7 Specifications consisting of divisions and as numbered pages, as listed in table of contents thereof. 8.8 Drawings, consisting of cover sheet and sheets numbered 1 through 63 inclusive with each sheet bearing the following general title: FM 518 West Sewer & Lift Stations 8.9 Addenda number 1 to 2, inclusive. 8.10 CONTRACTOR's Bid (Section 00300, Bid Proposal). 8.12 Documentation submitted by CONTRACTOR prior to Notice of Award. 8.13 The following which may be delivered or issued after the Effective Date of the Agreement and are not attached hereto: All Written Amendments and other documents amending, modifying, or supplementing the Contract Documents. There are no Contract Documents other than those listed above in this Article 8. The Contract Documents may only be amended, modified or supplemented as provided in the General Conditions. Article 9. MISCELLANEOUS. 9.2 No assignment by a party hereto of any rights under or interests in the Contract Documents will be binding on another party hereto without the written consent of the party sought to be bound; and specifically but without limitation moneys that may become due and moneys that are due may not be assigned without such consent (except to the extent that the effect of this restriction may be limited by law), and unless specifically stated to the contrary in any written consent to an assignment no assignment will release or discharge the assignor from any duty or responsibility under the Contract Documents. 9.3 OWNER and CONTRACTOR each binds itself, its partners, successors, assigns and legal representative to the other party hereto, its partners, successors, assigns and legal representatives in respect of all covenants, agreements and obligations contained in the Contract Documents. 08/2002 00510-7 CITY OF PEARLAND STANDARD FORM OF AGREEMENT IN WITNESS WHEREOF, OWNER and CONTRACTOR have signed this Agreement in triplicate. One counterpart each has been delivered to OWNER, CONTRACTOR, and ENGINEER. All portions of the Contract Documents have been signed or identified by OWNER and CONTRACTOR or by ENGINEER on their behalf. This Agreement will be effective on a }rn r , ; kr, lS , 2003. OWNER City of Pearland sy `1�..�t,'Q,e A.13LA /��• ,,,icy' O� - ->� _. Attest l CONTRACTOR Reddico Construction Co., Inc. i sy Michael A. Gray. Emecutive (Corporate Seal) Attest $iderat Kea Walker. Vice -President Addres = for giving notices Address for giving notices 3519 Liberty Drive Pearland TX 77581 Telephone 281-652-1600 Fax 10083 FM 1.484 _Gin C,c-. "1'c=xns 77303 Telephone 936-441-9500 281-652-1706 Fax 936-760-3846 Agent for service of process SrPDhen C_ Radd END OF SECTION 08/2002 00510-8 Jan-0T-2003 0T:17pm From -CARTER & BURGESS 7138685005 T-233 P.008/022 F-531 CITY OF PEARLAND BID PROPOSAL Section 00300 BID PROPOSAL Date 1/9/03 Bid of Reddico Const _ Co_, Tnr _ , an individual proprietorship/a corporation organized and existing under the laws of the State of Texas/a partnership consisting of , for the construction of: FM 518 West Sewer and Lift Stations City of Pearland, Texas BID NO.: 2003-031 (Submit in Duplicate) To: The Honorable Mayor and City of Council of Pearland City of Pearland 3519 Liberty Drive Pearland, Texas 77581 Pursuant to the published Invitation to Bid, the undersigned bidder hereby proposes to do all the work and furnish all necessary superintendence, labor, machinery, equipment, tools and materials, and whatever else may be necessary to complete all the work included under the General Contract for the construction of the FM 518 West Sewer and Lift Stations as shown on the plans with all related appurtenances, complete, tested and operational, in accordance with the plans, and specifications prepared by the Engineer, Carter & Burgess, Inc., Houston, Texas, under the City of Pearland's inspection for the unit prices set forth on the attached bid sheet which bears our signature for identification. It is understood that, in the event any changes are ordered on any part of the work, the unit prices bid shall apply as additions to or deductions from the total prices for the parts of the work so changed. The bidder binds himself upon acceptance of his proposal to execute a contract and furnish performance bond and payment bond each in the amount of one hundred percent (100%) of the total contract price, according to the specified forms, for performing and completing the said work within the time stated. The undersigned bidder agrees to commence work within ten (10) days after the date of a written notice to commence work. It is understood that the work is to be substantially complete within two hundred seventy (270) calender days and completed and ready for final payment within three hundred (300) calender days. Time for completion shall begin on the date established by the notice to commence work. 01/2003 00300-1 Addendum no. 2 Jan-07-2003 07:17pm From -CARTER 4 BURGESS 7138605005 T-233 P.009/022 F-531 City of Pearland w a -J a 0 F- o Mcc cm 0 N 0 0 M 0 N 0 0 �~7 0 ��i 0 0 49,150.00 66.270.00 0 un W ti a n, H z 0 0 CY) r+ 01 0 In - N tin N- N 0 N 0 v) N 0 0 � rt tun 0 0 0 in 1 Q1 �t 0 0 N \O �D 0 0 � u1 QTY 4- r 0 0 N N 0) r 0) O) r, r 10,088 r r N z J J = J J J J - J J ITEM DESCRIPTION Mobilization (Max 3% of Total Base Bid) Traffic Control and Regulation Flaggers Control of Ground Water for Open Cut Excavations Tess than 16 ft deep Control of Ground Water for Open Cut Excavations Greater than 16 ft. deep NPDES Requirements including stabilized construction exits, filter fabric fence and source controls for erosion and sedimentation Trench Safety system Site Preparation: Miller Ranch Lift Station Site Preparation: Cullen Lift Station Site Demolition / Abandonment of Lift Station © Station 83+21 Z 0 W w REFERENCE 01505 ti) AO r 0 01555 01584 in 0 01565 01570 CD cp N 0 02200 02220 2 • 0 r- N M 'Sr to to I. co 0) o Jan-07-2003 07:17pm From -CARTER i BURGESS 7135695005 T-233 P 010/022 F-531 Bfd Proposal City of Pearfand TOTAL PRICE 0 ••1 O w .-1 o D eli N 3.600.00 a 00 Or. 0 1 M w 01 .-a 0 0 w 0 133,200.00 0 VD w v1 0 M w 00 0 « 0 0 UNIT PRICE 1 CD O • -O CD O • N 0 O M CD CC O 0 CD COO . n M 0 1 O 01 555.00 596.00 CD U1 « on OD 01 CD O « O,4 M O O 0 0 m N CD O V. 0 moolomm UNITS U C) () J J U. J ....1 LL - U. J ITEM DESCRIPTION [Extra Machine Excavation Extra Cement Stabilized Sand Extra Crushed Concrete or Crushed Stone Trenchless Construction for 12" Sanitary Sewer With Minimum 18" Steel Casing Trenchless Construction for 18" Sanitary Sewer With Minimum 24" Steel Casing Trenchless Construction for 24" Sanitary Sewer With Minimum 36" Steel Casing Trenchless Construction for 30" Sanitary Sewer With Minimum 36" Steel Casing Trenchless Construction for 30" C905 Sanitary Sewer With Minimum 36" Steel Casing Trenchless 16" Force Main in minimum 24" Steel Casing Augering 8" Water Lines in Minimum 14" Steel Casing SECTION REFERENCE 00 N O OD (NI O 02318 OD CV O 02416 02416 OD CV 0 02416 OD OCV 0 02417 W0 i— Z r r CV Oh Nt 41 v- OD r A V.T.T. O 0) N Addendum no. 2 Jan-0T-2003 OT:1Tpm From -CARTER & BURGESS 2130695005 T-233 P.011/022 F-531 Cif)/ of Pearfand r UNIT PRICE T TAL PRICE 11 — O u1 vD • N 0 N Ln 0o u^ - 0 0 0 .� 00 N 0 0 on of 0 .-i 0 L1 N o •-i ‘D .t 0 0 M r\ CM u1 40 0 0 M in CO ..i M. 0 .t 00 14:1 A-i N co 0 0 M VD cn u1 .-i 0 0 N VD 0 •-+ M cN cr.' CD v00 N co N 0 CD.t O N .t .-1 CD --i M CD ri co .-d -? . M N .-1 O- . N gD .-I .t . M u'1 CD Cm %D u1 00 00 . VD VD 00 N N on un unCI Nr ~NO N UNITS J J J J J -A U. J _1 J U. ITEM DESCRIPTION 8" Water Mains Installation of New 2" Water Meter and Meter Box 2" Water Tap and Service Line (Short Side) 12" Gravity Sanitary Sewer 12 to 14 feet deep 18" Gravity Sanitary Sewers 18 to 20 feet deep with wet sand bedding 18" Gravity Sanitary Sewers 20 to 22 feet deep with wet sand bedding 18" Gravity Sanitary Sewers 22 to 24 feet deep with wet sand bedding 24" Gravity Sanitary Sewers 10 to 12 feet deep with wet sand bedding 24" Gravity Sanitary Sewers 12 to 14 feet deep with wet sand bedding 24" Gravity Sanitary Sewers 22 to 24 feet deep with wet sand bedding SECTION W v Z W U. 02510 .- o 117 0 O 0 02530 0.0 0 0 o 0 O Ul 0 02530 w Z N N N N N N N N N VI Addendum no. 2 Jan-OT-2003 OT:18pm From -CARTER & BURGESS T138605005 T-233 P.012/022 F-531 w 0 0. 0 a 'fl m City of Pearfand TOTAL. PRICE 4D . Cn uun u1 . 0 N N N M 0 L CO o N 33,024.00 00 o .. 2,040.00 00 o u1 0 N 00 O� v1 1,710.00 0 . vD q) N 0 W a Z Z 140.90 103.40 N .m-� O 0 - 2,040.00 O 0 L1'1 N O • 0 u1 O • 0 u'1 ...1 on d R: co. Ch 0 u) N 0 Nr N .— .-- ..— .... on Lo or) UNITS J J U. U. W W W W W J ITEM DESCRIPTION 24" Gravity Sanitary Sewers 24 to 26 feet deep with wet sand bedding 30" Gravity Sanitary Sewers 12 to 14 feet deep with wet sand bedding 30" Gravity Sanitary Sewers 14 to 16 feet deep with wet sand bedding 30" C905 Gravity Sanitary Sewer (All Depths) with wet sand bedding 12" Stub Out, 20 feet long, 12 to 14 18" Stub Out, 20 feet long, 18 to 20 18" Stub Out, 20 feet long, 22 to 24 8" Stub Out, 20 feet tong, 0 to 8 6" or 8" Stub Out, <10 feet Tong, 8 to 10- 8" Sanitary Sewer Force Main SECTION REFERENCE 02530 02530 02530 02530 02530 02530 02530 O N O 02530 M N O W t No. M Cr)N c*i A M M M 01 CD V' Addendum no. 2 Jan-07-2003 0T:18pa From -CARTER d BURGESS 7138605005 T-233 P 013/022 F-531 iv O a 2 a nO City of Pearland TOTAL PRICE 00'SLZ`Z 23,544.00 3,900.00 co0 o vo N - o 0 o 00 t1l 5,425.00 2,180.00 0 0 un O 00 N 0 0 v0 0 W0 0 o 00 k0 ..--+ M W V U.o Z = o if) on 0 m0 �t 0 0 in1/4o O\ . -4 0 0 N w r1 0 0 0 00 til 1,085.00 o 0 CT• 0 0 .-I 1,870.00 o o hi 0 w M o 0 CA CO 0 N a N M UNITS J LL Q W Q W , W W W W Q W W ITEM DESCRIPTION 112" Sanitary Sewer Force Main 16" Sanitary Sewer Force Main 8" force main tie in to existing force main 8" force main tie in to existing man hole 8" Tapping Sleeve and Valve 8" Gate Valve 8" Plug Valve 4 Ft. Dia. Concrete Manholes (0 Ft. to 8 Ft. Deep) IN/ Crushed Rock Foundation 4 Ft. Dia. Concrete Manholes (0 Ft. to 8 Ft. Deep) w/ Crushed Rock Foundation (Corrosion Resistant) 5 Ft. Dia. Concrete Manholes (0 Ft. to 8 Ft. Deep) w/ Crushed Rock Foundation 1 Z W do REFERENCE or) 0 02533 02533 02533 0 0 0 Ct 0 02542 0 w t~ Z a- v a v v v v co Addendum no. 2 Jan-07-2003 07:18pm From -CARTER & BURGESS 7138695005 T-233 P.014/022 F-531 0 0. 0 a. . 03 City of Pearfand Lu C) a acm O o o o CV 10,600.00 0 CO N vo CO 0 N 0 0 0 o 0 0 N� 0 o 0 ce: cr1 0 r - 0 N 0 r - N enr. 0 o 0 1/1 00'050`9 00'050`9 UNIT PRICE o O M M w 4t 00 o M . u1 CO O VD •-4 00'00Z'Z 0d 0 N M M 0 N 0 C in .-+ N. . CD cv) N N r- r- ti (0 r UNITS W W > > W W CO U. J J ITEM DESCRIPTION 5 FL Dia. Concrete Manholes (0 FL to 8 Ft. Deep) w/ Crushed Rock Foundation (Corrosion Resistant) 6 Ft. Dia. Concrete Manholes (0 Ft. to 8 Ft. Deep) wl Crushed Rock Foundation (Corrosion Resistant) Extra Depth Manhole Extra Depth Manhole (Corrosion Resistant) 8" Intemal Force Main Drop 12" Internal Force Main Drop New 5" Concrete Pavement © Lift Station Sites New 6" to 8" Concrete Curbs © Lift Station Sites Landscape Irrigation: Miller Ranch Lift Station Landscape Irrigation: Cullen Lift Station (W W. W oC 0 0 0 0 0 02542 02751 02751 02811 0 811 W 1` G Z u� 0 0 g in uui 1 UD LO 0 Addendum no. 2 Jan-0T-2003 0T:18pe From -CARTER & BURGESS 7130625005 T-233 P.015/022 F-531 Bid Proposal City of Pearland TOTAL PRICE II O O O .t 01 0 O ••• O CD- O CO CO N rl O CD O lO r t\ -" 4 O CD O Ls, w ul _4 O on 03 u1 w M 54,735.00 0 CD CD CD I. ul N O O • O CD 00 on N UNIT PRICE I O N CD un oil 0 CD O vD n ^4 15,950.00 • CD • .-i .7 CD0 0 00 M O CD O O O W N La...5.02aL Q 0 O N G Lo r r m OD 0 eq. r- CD 2 �uf'� r" UNITS J J J CI) Vim) J ITEM DESCRIPTION New Chain Link Fences (On lift station sites) Gates for Chain Link Fence (On lift station sites) E 0 v = Landscape and Tree Planting: Miller Ranch Lift Station Landscape and Tree Planting: Cullen Lift Station Replacement of Existing Curb Repair and Resurfacing of Existing Concrete ,Pavement Repair and Resurfacing of Existing Asphalt Pavement Miller Ranch Lift Station Cullen Lift Station Z 0 W N REFERENCE 02821 02821 02921 rn NO rn o 02980 CO NCl CO CV o o Lr) v- 15030 t NO- Addendum no. 2 0 0 Jan-07-2003 07:16pm From -CARTER t BURGESS 7136665005 T-233 P 016/022 F-531 City of Peartand TOTAL PRICE ll r O O O 01 00 o 0 0 O C v0 0 CV 69 UJ C) Q = Z O O o Lin . C o 0 coc 0 p . M ,- 4 w rl O 0 VO_ cv Q cn Z M J J J -J ITEM DESCRIPTION j Electrical Construction of Motor Controls, Feeders, Junction Boxes, Level Transmitter, Electrical Service Equipment, Pump Controller, Transfer Switch, Generator Connector, Autosensory Controls, Lighting, SCADA Devices, Conduit, Conductors, and All Appurtenances for a Complete Working System for the Miller Ranch Lift Station Allowance for Programming SCADA RTU for a Lump Sum of $10,600 for the Miller Ranch Lift Station Electrical Construction of Motor Controls, Feeders, Junction Boxes, Level Transmitter, Electrical Service Equipment, Pump Controller, Transfer Switch, Generator Connector, Autosensory Controls, Lighting, SCADA Devices, Conduit, Conductors, and All Appurtenances for a Complete Working System for the Cullen Lift Station Allowance for Programming SCADA RTU for a Lump Sum of $12,400 for the Cullen Lift Station Z 0 LU N W v Z w W IZ o coO 0 CD o OD 0 co ^W C C Z N n VD ti Addendum no. 2 Jan-07-2003 07:19pm From -CARTER L BURGESS 7138695005 T-233 P.017/022 F-531 To in 0 a 2 a. it City of Peartand TOTAL PRICE A o a p0 Ci in c0 Q, in rO M M w V a a F- 2 o o o Q o in J Q F- 0, Fes- 2 D cn —J ITEM DESCRIPTION Allowance for Utility Relocations not covered by the City of Pearland Franchise Agreements. ( z 0 V w N REFERENCE Q Z TOTAL BASE BID 2 ta C to n 1~ UNIT PRICE !I 0 0O 0 0 %o 00 ,.O 0 ao 0 0 --4 QTY I Nf 1- m cn J u. J L4. J ts. ITEM DESCRIPTION Water Line, Plug, Blow Off, Tapping Sleeve & Valve, Trenchless and Open Cut construction, Pavement Replacement, Traffic Control and All Deduct for Bank Sand Bedding for 18" Gravity Sanitary Sewers Deduct for Bank Sand Bedding for 24" Gravity Sanitary Sewers Deduct for Bank Sand Bedding for 30" Gravity Sanitary Sewers SECTION w t. Z w er � w; °C z z z 2 H c Z Addendum no. 2 Jan-07-2003 07:18pm From -CARTER 6 BURGESS 7138685005 T-233 P 018/022 F-531 CITY OF PEARLAND BID PROPOSAL It is agreed that the contract price may be increased or decreased to cover work added or deleted by order of the Engineer, in accordance with the provisions of the General Conditions of Agreement. The undersigned agrees that the amounts bid in this proposal will not be withdrawn or modified for sixty (60) days following date of bid opening. It is understood that in the event the successful bidder fails to enter into the Contract within ten (10) days of the Notice of Award and fails to furnish a Performance Bond and Payment Bond in the amount of one hundred (100) percent of the Contract for all parts of the work, the successful bidder will forfeit the Bid Security as provided in the Specifications submitted with his bid proposal. The following Addenda have been received. The modifications to the Bid documents noted therein have been considered and all costs thereto are included in the Bid price. Addendum No. One Dated 12/23/02 Addendum No. Two Dated 7 / 07 / 03 Addendum No. Dated Firm Name: Reddi Signed: Mic ae Executive Vice-Pre.si t n Address: t ()owl FM 1484, Cnnrne_ Tg 77103 Phone No: 936-441-9500 ATTEST: Ken Walker, Vice -President (Seal, if Bidder is a Corporation) Date: uariAl Signature January 9, 2003 Date 01/2003 END OF SECTION Addendum no. 2 00300-11 „ME LL&wr FORD Inquiries Regarding Claims Hartford Fire Insurance Company Hartford Casualty Insurance Company Hartford Accident and Indemnity Company Hartford Underwriters Insurance Company Twin City Insurance Company Hartford Insurance Company of Illinois Hartford insurance Company of the Midwest Hartford Insurance Company of the Southeast Please address inquiries regarding Claims for all surety and fidelity products issued by The Hartford's underwriting companies to the following: Phone Number Fax - Claims E-mail Mailing Address • • • • • • 888-266-3488 860-757-5835 or 860-547-8265 claims@lstepsurety.com The Hartford The Hartford Fidelity & Bonding (BOND) Hartford Plaza 690 Asylum Avenue Hartford, CT 06115 CITY OF PEARLAND PERFORMANCE BOND Section 00610 BOND NO. 61BCSBY5321 PERFORMANCE BOND STATE OF TEXAS COUNTY OF BRAZORIA KNOW ALL MEN BY THESE PRESENTS: That Reddico Construction Co., Inc. of the City of Conroe, County of Montgomery, and State of Texas, as principal, and Hartford Fire Insurance Company authorized under the laws of the State of Texas to act as surety on bonds for principals, are held and firmly bound unto City of Pearland (Owner), in the penal sum of Three Million, One Hundred Eighty Two Thousand, Five Hundred Ninety Eight Dollars and Eighty Cents ($3,182,598.80) for the payment whereof, the said Principal and Surety bind themselves, and their heirs, administrators, executors, successors and assigns, jointly and severally, by these presents: WHEREAS, the Principal has entered into a certain written contract with the Owner, dated the day of February 2003 to commence and complete the construction of certain improvements described as follows: FM 518 West Sewer & Lift Stations City of Pearland, Texas BID NO: 2003-031 which contract is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein. NOW THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall faithfully perform said Contract and shall in all respects duly and faithfully observe and perform all and singular the covenants, conditions and agreements in and by said contract agreed and covenanted by the Principal to be observed and performed, and according to the true intent and meaning of said Contract and Plans and Specifications hereto annexed, then this obligation shall be void; otherwise to remain in full force and effect at least until one year after the date when final payment becomes due; "PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Chapter 2253 of the Texas Government Code as amended and all liabilities on this bond shall be determined in accordance with the provisions of said Statute to the same extent as if it were copied at length herein. Surety, for value received, stipulates and agrees that no change, extension of time, alteration or addition to the terms of the contract, or to the work performed thereunder, or the plans, specifications, or drawings accompanying the same, shall in any way affect its obligation on this bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the contract, or to the work to be performed thereunder. 08/2002 00610-1 CITY OF PEARLAND PERTORMANCE BOND IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this instrument this `a) day of .�S .urAny 2003. Principal: Surety: Reddico Construction Company, Inc. Hartford Fire Insurance Company B Title: Ptichael A. Gruy, Executive Vice President Address: 10083 Fri 1484 Conroe. Texas 77303 Telephone: 936-441-9500 Fax: 936-760-3846 Title: Nancy T. Tanko Attorney -In -Fact Address: 785 Greens Parkway, Suite 200 Houston. Texas 77067 Telephone: 713-934-2010 Fax: 713-934-2020 The name and address of the Resident Agent of Surety is: Guaranty Insurance Services, Inc. (Nancy T. Tanko #1130108) 13101 Northwest Freeway, Suite 220 Houston, Texas 77040 END OF SECTION 08/2002 00610-2 CITY OF PEARLAND PAYMENT BOND Section 00611 PAYMENT BOND STATE OF TEXAS COUNTY OF BRAZORIA BOND NO. 61BCSBY5321 KNOW ALL MEN BY THESE PRESENTS: That Reddico Construction Co., Inc. of the City of Conroe, County of Montgomery, and State of Texas, as principal, and Hartford Fi re Insurance Company authorized under the laws of the State of Texas to act as surety on bonds for principals, are held and firmly bound unto City of Pearland (Owner), in the penal sum of Three Million, One Hundred Eighty Two Thousand, Five Hundred Ninety Eight Dollars and Eighty Cents ($3,182,598.80) for the payment whereof, the said Principal and Surety bind themselves, and their heirs, administrators, executors, successors and assigns, jointly and severally, by these presents: WHEREAS, the Principal has entered into a certain written contract with the Owner, dated the day of February 2003, to commence and complete the construction of certain improvements described as follows: FM 518 West Sewer & Lift Stations City of Pearland, Texas BID NO: 2003-031 which contract is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein. NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall pay all claimants supplying labor and material to him or a subcontractor in the prosecution of the work provided for in said contract, then, this obligation shall be void; otherwise to remain in full force and effect at least until one year after the date when final payment becomes due; PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Chapter 2253 of the Texas Government Code as amended and all liabilities on this bond shall be determined in accordance with the provisions of said Statute to the same extent as if it were copied at length herein. Surety, for value received, stipulates and agrees that no change, extension of time, alteration or addition to the terms of the contract, or to the work performed thereunder, or the plans, specifications or drawings accompanying the same, shall in anywise affect its obligation on this bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the contract, or to the work to be performed thereunder. 08/2002 00611-1 CITY OF PEARLAND PAYMENT BOND IN WITNESS W�REOF, the said Principal and Surety have signed and sealed this instrument this�ll day of rn ost NA 2003. Principal: Surety: Reddico Construction Company, Inc. Hartford Fire Insurance Company Title: Michael A. Gruy, Executive Vice President Address: 10083 FM 1484 Conroe. Texas 77303 Telephone: 936-441-9500 Fax: 936-760-3846 Title: Address: Nancy T. Tanko Attorney -In -Fact 785 Greens Parkway. Suite 200 Houston. Texas 77067 Telephone: 71 3 - 9 34 - 2 01 0 Fax: 713-934-2020 The name and address of the Resident Agent of Surety is: Nancy T. Tanko (TDI #1130108) Guaranty Insurance Services, Inc. 13101 Northwest Freeway, Suite 220 Houston, Texas 77040 END OF SECTION 08/2002 00611-2 CITY OF PEARLAND STATE OF TEXAS COUNTY OF BRAZORIA ONE-YEAR MAINTENANCE BOND Section 00612 BOND NO. 61BCSBY5321 ONE-YEAR MAINTENANCE BOND KNOW ALL MEN BY THESE PRESENTS: That Reddico Construction Co., Inc. of the City of Conroe, County of Montgomery, and State of Texas, as principal, and Hartford Fi re Insurance Company authorized under the laws of the State of Texas to act as surety on bonds for principals, are held and firmly bound unto City of Pearland (Owner), in the penal sum of Three Million, One Hundred Eighty Two Thousand, Five Hundred Ninety Eight Dollars and Eighty Cents ($3,182,598.80) for the payment whereof, the said Principal and Surety bind themselves, and their heirs, administrators, executors, successors and assigns, jointly and severally, by these presents: WHEREAS, the Principal has entered into a certain written contract with the Owner, dated the day of February 2003 to commence and complete the construction of certain improvements described as follows: FM 518 West Sewer & Lift Station City of Pearland, Texas BID NO: 2003-031 which contract is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein. NOW THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall faithfully correct all such work not in accordance with the Contract Documents discovered within the one-year period from the date of substantial completion, then this obligation shall be void; otherwise to remain in full force and effect; "PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Chapter 2253 of the Texas Government Code as amended and all liabilities on this bond shall be determined in accordance with the provisions of said Statute to the same extent as if it were copied at length herein." Surety, for value received, stipulates and agrees that no change, extension of time, alteration or addition to the terms of the contract, or to the work performed thereunder, or the plans, specifications, or drawings accompanying the same, shall in any way affect its obligation on this bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the contract, or to the work to be performed thereunder. 08/2002 00612-1 CITY OF.PEAI2LAN17 ONE-YEAR MAINTENANCE BOND EN' WITNESS WIJLEREOF, the said Principal and Surety have signed and sealed this instrument this0 day of ) rnn Nam' 2003. Principal: Surety: Reddtco Construction Company, Inc. Hartford Fire Insurance Company By: Michael A. Gruy Nancy T. Tanko Title: Executi ve Vice President Title: Attorney -In -Fact Address: Address: 10083 FM 1484 785 Greens Parkway. Suite 200 Conroe. Texas 77303 Houston. Texas 77067 Telephone: 936-441-9500 Fax: 936-760-3846 Telephone: 713-934-2010 Fax: 713-934-2020 The name and address of the Resident Agent of Surety is: Nancy T. Tanko (TDI #1130108) Guaranty Insurance Services, Inc. 13101 Northwest Freeway, Suite 220 Houston, Texas 77040 END OF SECTION 08/2002 0061 2-2 CITY OF PEARLAND ONE-YEAR SURFACE CORRECTION BOND Section 00613 BOND NO. 61BCSBY5321 ONE-YEAR SURFACE CORRECTION BOND STATE OF TEXAS COUNTY OF BRAZORIA KNOW ALL MEN BY THESE PRESENTS: That Reddico Construction Co., Inc. of the City of Conroe, County of Montgomery, and State of Texas, as principal, and Hartford Fire Insurance Company authorized under the laws of the State of Texas to act as surety on bonds for principals, are held and firmly bound unto the Texas Department of Transportation, in the penal sum of One Hundred Twenty Seven Thousand, Three Hundred and Three Dollars and Ninety Five Cents ($127,303.95), such sum being equal to 4 percent of the total Contract Amount, for the payment whereof, the said Principal and Surety bind themselves, and their heirs, administrators, executors, successors and assigns, jointly and severally, by these presents: WHEREAS, the Principal has entered into a certain written contract with the Owner, dated the day of February 2003 to commence and complete the construction of certain improvements described as follows: FM 518 West Sewer & Lift Station City of Pearland, Texas BID NO: 2003-031 which contract is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein. NOW THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal shall repair, replace, restore, and correct surface work associated with construction operations located within Texas Department of Transportation rights -of -way determined not in accordance with the Contract Documents or Texas Department of Transportation Standard requirements discovered within one year from the date of substantial completion, then this obligation shall become null and void, and shall be of no further force and effect; otherwise, the same is to remain in full force and effect. Notices required or permitted hereunder shall be in writing and shall be deemed delivered when actually received or, if earlier, on the third day following deposit in a United States Postal Service post office or receptacle, with proper postage affixed (certified mail, return receipt requested), addressed to the respective other party at the address prescribed in the Contract Documents, or at such other address as the receiving party may hereafter prescribe by written notice to the sending party. 08/2002 00613-1 CITY OF PEARLANZ7 ONE-YEAR SURFACE CORRECTION BOND IN WITNESS WUpREOF, the said Principal and Surety have signed and sealed this instrument this�n day of - )6.4. c tit 2003_ Principal: Surety: Reddico Construction Company, Inc. Hartford Fire Insurance Company By: Michael A. Gruy Title: Executive Vice President 13Y: Nancy T. Tanko Attorney -In -Fact Title: Address: Address: 10083 FM 1484 785 Greens Parkway, Suite 200 Conroe. Texas 77303 Houston. Texas 77067 Telephone: 936-441-9500 713-934-2010 Fax: 936-760 3846 Telephone: Fax: 713-934-2020 The name and address of the Resident Agent of Surety is: Nancy T. Tanko (TDI #1130108) Guaranty Insurance Services, Inc. 13101 Northwest Freeway, Suite 220 Houston, Texas 77040 END OF SECTION 08r2002 00613-2 POWER OF ATTORNEY THE HARTFORD HARTFORD PLAZA HARTFORD, CONNECTICUT 06115 X IX Hartford Fire Insurance Company Hartford Casualty Insurance Company Hartford Accident and Indemnity Company Hartford Underwriters Insurance Company Twin City Fire Insurance Company Hartford Insurance Company of Illinois Hartford Insurance Company of the Midwest Hartford Insurance Company of the Southeast KNOW ALL PERSONS BY THESE PRESENTS THAT the Hartford Fire Insurance Company, Hartford Accident and Indemnity Company and Hartford Underwriters Insurance Company, corporations duly organized under the laws of the State of Connecticut; Hartford Insurance Company of Illinois, a corporation duly organized under the laws of the State of Illinois; Hartford Casualty Insurance Company, Twin City Fire Insurance Company and Hartford Insurance Company of the Midwest, corporations duly organized under the laws of the State of Indiana; and Hartford Insurance Company of the Southeast, a corporation duly organized under the laws of the State of Florida; having their home office in Hartford, Connecticut, (hereinafter collectively referred to as the "Companies") do hereby make, constitute and appoint, up to the amount of unlimited: Richard H. Heidbrink, Kimberly J. Smith, Richard D. Bright, Steven W. Berry, Nancy T. Tanko of Houston, TX their true and lawful Attorney(s)-in-Fact, each in their separate capacity if more than one is named above, to sign its name as surety(ies) only as delineated above by ®, and to execute, seal and acknowledge any and all bonds, undertakings, contracts and other written instruments in the nature thereof, on behalf of the Companies in their business of guaranteeing the fidelity of persons, guaranteeing the performance of contracts and executing or guaranteeing bonds and undertakings required or permitted in any actions or proceedings allowed by law. In Witness Whereof, and as authorized by a Resolution of the Board of Directors of the Companies on September 12th, 2000, the Companies have caused these presents to be signed by its Assistant Vice President and its corporate seals to be hereto affixed, duly attested by its Assistant Secretary. Further, pursuant to Resolution of the Board of Directors of the Companies, the Companies hereby unambiguously affirm that they are and will be bound by any mechanically applied signatures applied to this Power of Attorney. Paul A. Bergenholtz, Assistant Secretary STATE OF CONNECTICUT ss. COUNTY OF HARTFORD On this 25th day of October, 2002, before me personally came Colleen Mastroianni, to me known, who being by me duly sworn, did depose and say: that she resides in the County of Hartford, State of Connecticut; that she is the Assistant Vice President of the Companies, the corporations described in and which executed the above instrument; that she knows the seals of the said corporations; that the seals affixed to the said instrument are such corporate seals; that they were so affixed by authority of the Boards of Directors of said corporations and that she signed her name thereto by like authority. Hartford Colleen Mastroianni, Assistant Vice President CERTIFICATE 17 Scott E. Paseka Notary Public My Commission Expires October 31, 2007 I, the undersigned, Assistant Vice President of the Companies, CO HEREBY CERTIFY that the above and foregoing is a true and correct copy of the Power of Attorney executed by said Companies, which is still in full force effective as of Signed and sealed at the City of Hartford. Yves Cantin, Assistant Vice President POA 2002 ACORD,„ CERTIFICATE OF LIABILITY INSURANCE OP ID NT DATE(MM/DD/YY) EDD-C2 02/05/03 PRODUCER Guaranty Insurance Services P O. Box 4745 iston TX 77210-4745 riione:713-939-9898 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. INSURERS AFFORDING COVERAGE INSURED Reddico Construction Company, 10083 FM 1484 Conroe TX 77303 NSURER A: First Specialty Insurance Corp INSURERB: American Empire Surplus Lines INSURER C: Southern County Mutual Ins . Co INSURER D: Texas Mutual Ins. Co INSURER E: COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. ILTR TYPE OF INSURANCE POLICY NUMBER E DATE (MMID EFFECTIVE DATE ( EXPIRATION LIMITS A GENERAL LIABILITY COMMERCIAL GENERAL LIABILITY IRG30229 10/01/02 10/01/03 EACH OCCURRENCE $1000000 X FIRE DAMAGE (Any one fire) $ 50000 CLAIMS MADE X OCCUR MED EXP (Any one person) $ 10 0 0 X per proj agg PERSONAL&ADVINJURY $ 1000000 GENERAL AGGREGATE $ 2000000 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS - COMP/OP AGG $ 2000000 POLICY PRO- JECT C AUTOMOBILE LIABILITY ANY AUTO ALL OWNED AUTOS SCHEDULED AUTOS HIRED AUTOS NON -OWNED AUTOS STC552601-0 10/01/02 10/01/03 COMBINED SINGLE LIMIT (Ea accident) $ 10 0 0 0 01 BODILY INJURY (Per person) $ X BODILY INJURY (Per accident) $ PROPERTY DAMAGE (Per accident) $ GARAGE LIABILITY ANY AUTO AUTO ONLY - EA ACCIDENT $ OTHER THAN EA ACC $ AUTO ONLY: AGG $ B EXCESS LIABILITY 2EX04628 10/01/02 10/01/03 EACH OCCURRENCE $ 5 0 0 0 0 0 0 X OCCUR CLAIMSMADE AGGREGATE $ 5000000 DEDUCTIBLE RETENTION $ 10000 $ $ X $ D WORKERS COMPENSATION AND EMPLOYERS' LIABILITY TSF0001109878 10/01/02 10/01/03 WC STATU- OTH- TORY LIMITS ER E.L. EACH ACCIDENT $1000000 E.L. DISEASE - EA EMPLOYEE $ 1000000 E.L. DISEASE - POLICY LIMIT $ 1000000 OTHER DESCRIPTION OF OPERATIONSILOCATIONSNEHICLES/EXCLUSIONS ADDED BY ENDORSEMENT/SPECIAL PROVISIONS City of Pearland and Carter & Burgess, Inc. are named as Additional Insured as respects General Liability and Automobile Liability as required by written contract. A Waiver of Subrogation is also in favor of Owner & Engineer as respects General Liability, Automobile Liability and Workers' Compensation where required by written contract. Umbrella follows form. CERTIFICATE HOLDER N ADDITIONAL INSURED; INSURER LETTER: CANCELLATION CITPEA6 City of Pearland c/o Carter & Burgess, Inc. 55 Waugh Drive, Suite 800 Houston TX 77007 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL 30 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT FAILURE TO DO SO SHALL IMPOSE NO OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, ITS AGENTS OR REPRESENTATIVES. ACORD 25-S (7/97) AUTRIZED REPRESENT ,,/l. ©ACORD CORPORATION 1988 CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT GENERAL CONDITIONS OF AGREEMENT TABLE OF CONTENTS Page No. 1.0 DEFINITIONS AND INTERPRETATIONS 1 1.01 Owner, Contractor and Engineer 1 1.02 Contract Documents 1 1.03 Subcontractor 1 1.04 Written Notice 1 1.05 Work 1 1.06 Extra Work 2 1.07 Working Day 2 1.08 Calender Day 2 1.09 Substantially Completed 2 1.10 Interpretation of Words and Phrases 2 1.11 Referenced Standards 3 1.12 Special Conditions 3 2.0 RIGHTS AND RESPONSIBILITIES OF THE OWNER 3 2.01 Adequacy of Design 3 2.02 Right of Entry 3 2.03 Ownership of Drawings 3 2.04 Changes and Alterations 3 2.05 Damages 4 08/2002 00700-i CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 3.0 RIGHTS AND RESPONSIBILITIES OF THE ENGINEER 4 3.01 Owner -Engineer Relationship 4 3.02 Keeping of Plans and Specifications Accessible 4 3.03 Preliminary Approval 4 3.04 Inspection by Engineer 5 3.05 Determination of Questions and Disputes 5 3.06 Objections 6 3.07 Recommendation of Payment 6 4.0 RIGHTS AND RESPONSIBILITIES OF THE CONTRACTOR 6 4.01 Independent Contractor 6 4.02 Contractor's Understanding 7 4.03 Laws and Ordinances 7 4.04 Assignment and Subletting 7 4.05 Performance and Payment Bonds 7 4.06 Insurance 8 4.07 Certificate of Insurance 9 4.08 Permits and Fees 10 4.09 Texas State Sales Tax 10 4.10 Contractor=s Duty and Superintendence 10 4.11 Character of Workers 10 4.12 Labor, Equipment, Materials, Construction Plant and Buildings 11 4.13 Sanitation 11 4.14 Cleaning and Maintenance 11 08/2002 00700-ii CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 4.15 Performance of Work 11 4.16 Right of Owner to Modify Methods and Equipment 12 4.17 Layout of Work 12 4.18 Shop Drawings 12 4.19 Engineer -Contractor Relationship; Observations 13 4.20 Observation and Testing 13 4.21 Defects and Their Remedies 14 4.22 Liability for Proper Performance 14 4.23 Protection Against Accident To Employees and the Public 15 4.24 Protection of Adjoining Property 15 4.25 Protection against Claims of Subcontractors, Laborers, Materialmen and Furnishers of Machinery and Supplies 15 4.26 Protection Against Royalties or Patented Invention 16 4.27 Indemnification 16 4.28 Losses From Natural Causes 17 4.29 Guarantee 17 5.0 PROSECUTION AND PROGRESS 18 5.01 Time and Order of Completion 18 5.02 Extension of Time 18 5.03 Hindrances and Delays 18 5.04 Liquidated Damages for Delay 19 6.0 MEASUREMENT AND PAYMENT 19 6.01 Discrepancies and Omissions 19 6.02 Quantities and Measurements 19 08/2002 00700-iii CITY OF PEARLAND GENERAL CONDITIONS OF AGREEMENT 6.03 Estimated Quantities 20 6.04 Price of Work 20 6.05 Payments 20 6.06 Partial Payments 20 6.07 Use of Completed Portions 21 6.08 Final Completion and Acceptance 22 6.09 Final Payment 22 6.10 Correction of Work Before Final Payment 22 6.11 Correction of Work After Final Payment 23 6.12 Payments Withheld 23 6.13 Delayed Payments 23 7.0 EXTRA WORK AND CLAIMS 24 7.01 Change Orders 24 7.02 Minor Changes 24 7.03 Extra Work 24 7.04 Time of Filing Claims 26 8.0 ABANDONMENT OF CONTRACT 26 8.01 Abandonment by Contractor 26 8.02 Abandonment by Owner 28 9.0 ARBITRATION 28 9.01 Arbitration 28 ATTACHMENT NO. 1 - WORKER=S COMPENSATION INSURANCE COVERAGE Al ATTACHMENT NO. 2 - AGREEMENT FOR FINAL PAYMENT AND CONTRACTOR=S SWORN RELEASE B 1 08/2002 00700-iv CITY OF PEARLAND GENERAL CONDITIONS Section 00700 GENERAL CONDITIONS OF AGREEMENT 1.0 DEFINITIONS AND INTERPRETATION 1.01 OWNER, CONTRACTOR AND ENGINEER. The OWNER, the CONTRACTOR and the ENGINEER are those persons or organizations identified as such in the Agreement. The term ENGINEER means a person authorized to act as a representative of the entity designated by the OWNER to provide engineering services required in connection with the preparation and performance of this Contract. 1.02 CONTRACT DOCUMENTS. The contract documents shall consist of all of the documents contained, assembled and bound with these General Conditions of Agreement, including, whether or not labeled as such, Notice to Bidders (Advertisement), General Instructions to Bidders, Proposal, Addenda, signed Agreement, Performance and Payment Bonds (if required), Special Bonds (when required), General Conditions of Agreement, Special Conditions of Agreement (if any), Insurance Certificate, Technical Specifications, Plans and all modifications thereof incorporated in any of the documents before the execution of the Agreement, and any other document, whether or not labeled, which shall become a part of the set of documents bound together with the General Conditions of Agreement. The contract documents are complementary, and what is called for by any one shall be as binding as if called for by all. Any conflicts between any of the contract documents shall be resolved first by reference to these General Conditions of Agreement; and in the event the General Conditions of Agreement do not address such conflict, then the designated ENGINEER shall resolve any conflict by a written interpretation, copies of which shall be forwarded to all parties to the Contract, and the original shall be attached to and shall become a part of these General Conditions of Agreement and thus a part of the contract documents. 1.03 SUBCONTRACTOR. The term "subcontractor", as employed herein, includes only those having a direct contract with the CONTRACTOR for performance of work on the project contemplated by these contract documents. OWNER shall have no responsibility to any subcontractor employed by CONTRACTOR for performance of work on the project contemplated by these contract documents, and any such subcontractor shall look exclusively to CONTRACTOR for any payments due subcontractor. 1.04 WRITTEN NOTICE. Written Notice shall be deemed to have been duly served if delivered in person to the individual or to a member of the firm or to an officer of the corporation for whom it is intended, or if delivered at or sent by Certified Mail, Return Receipt Requested, to the last known business address or registered office of such individual, firm or corporation. 1.05 WORK. Unless otherwise stipulated, the CONTRACTOR shall provide and pay for all materials, supplies, machinery, equipment, tools, superintendence, labor, services, insurance, and all water, light, power, fuel, transportation and all other facilities or services of any nature whatsoever 08/2002 00700-1 CITY OF PEARLAND GENERAL CONDITIONS necessary for the execution and completion of the work covered by the contract documents. Unless otherwise specified, all materials shall be new, and both workmanship and materials shall be of good quality. The CONTRACTOR shall, if required by the ENGINEER as representative of the OWNER, furnish satisfactory evidence as to the kind and quality of materials. Materials or work described in words which so applied have well-known, technical or trade meaning shall be held to refer to such recognized standards. All work shall be done and all materials shall be furnished in strict conformity with the contract documents. 1.06 EXTRA WORK. The term "Extra Work", as used in this Contract, shall be understood to mean and include all work that may be required by the ENGINEER as representative of the OWNER, to be done by the CONTRACTOR to accomplish any change, alteration or addition to the work shown upon the plans or reasonably implied by the specifications, and which shall, prior to the commencement of such work, be authorized in writing by the ENGINEER. 1.07 WORKING DAY. A "working day" is defined as any day not including Saturdays, Sundays or any legal holidays, in which weather or other conditions not under the control of the CONTRACTOR, will permit construction of the principal units of the work for a period of not less than seven (7) hours between 7:00 a.m. and 6:00 p.m. 1.08 CALENDAR DAY. A "calendar day" is any day of the week or month, no days being excepted. 1.09 SUBSTANTIALLY COMPLETED. The term "substantially completed", as used in this Contract, means that the structure or project contemplated by the contract documents has been made suitable for use or occupancy or the facility is in a condition to serve its intended purpose, but shall require minor miscellaneous work and adjustment. 1.10 INTERPRETATION OF WORDS AND PHRASES. Whenever the words Adirected@, Apermitted@, Adesignated@, Arequired@, Aconsidered necessary@, Aprescribed@ or words of like import are used, it shall be understood that the direction, requirement, permission, order, designation or prescription of the ENGINEER as the OWNER=s representative is intended. Similarly, the words Aapproved@, Aacceptable@, Asatisfactory@ or words of like import shall mean that no exception is taken, but does not relieve CONTRACTOR of responsibility for performance of project requirements. Whenever in the Specifications or drawings accompanying this Agreement, the terms of description of various qualities relative to finish, workmanship or other qualities of similar kind which cannot, from their nature, be specifically and clearly described and specified, but are necessarily described in general terms, the fulfillment of which must depend on individual judgment, then, in all such cases, any question of the fulfillment of said Specifications shall be decided by the ENGINEER as the OWNER=s representative, and said work shall be done in accordance with his interpretations of the meaning of the words, terms or clauses defining the character of the work. 08/2002 00700-2 CITY OF PEARLAND GENERAL CONDITIONS 1.11 RErbRENCED STANDARDS. No provision of any referenced standard specification, or manual shall be effective to change the duties and responsibilities of the Owner, Engineer, Contractor, or their consultants, employees, or representatives from those set forth in the Contract Documents, nor shall it be effective to assign to the Engineer or its consultants, employees, or representatives any duty or authority to supervise or direct the furnishing or performance of the Work or any duty or authority to undertake responsibilities contrary to provisions of the Contract Documents. 1.12 SPECIAL CONDITIONS. In the event special conditions are contained herein as part of the contract documents and said special conditions conflict with any of the general conditions contained in this Contract, then in such event the special conditions shall control. 2.0 RIGHTS AND RESPONSIBILITIES OF THE OWNER 2.01 ADEQUACY OF DESIGN. It is understood that the OWNER believes it has employed competent engineers and/or designers. It is, therefore, agreed that the OWNER shall be responsible for the adequacy of the design, sufficiency of the contract documents, the safety of the structure and the practicability of the operations of the completed project, provided that the CONTRACTOR has complied with the requirements of the said contract documents, all approved modifications thereof and additions and alterations thereto approved in writing by the OWNER. The burden of proof of such compliance shall be upon the CONTRACTOR to show that he has complied with the requirements of the contract documents and approved modifications thereof and all approved additions and alterations, thereto, as the same shall have been interpreted by the ENGINEER. 2.02 RIGHT OF ENTRY. The OWNER reserves the right to enter the property or location on which the work herein contracted for is to be constructed or installed, for itself or such agent or agents as it may select, for the purpose of inspecting the work, or for the purpose of constructing or installing such collateral work as the OWNER may desire. The OWNER shall have the right to make inspections at all reasonable times, and the CONTRACTOR shall have no cause to complain if his work shall be delayed by reason of such inspection, construction or installation of collateral work. 2.03 OWNERSHIP OF DRAWINGS. All drawings, specifications and copies thereof furnished by the OWNER shall not be reused on other work and, with the exception of the sets forming the part of the signed contract documents, are to be returned to the OWNER on request at the completion of the work. All drawings and models are the property of the OWNER. 2.04 CHANGES AND ALTERATIONS. The CONTRACTOR further agrees that the Owner may make such changes and alterations as the OWNER may see fit, in the line, grade, form, dimensions, plans or materials for the work herein contemplated, or any part thereof, either before or after the beginning of construction, without affecting the validity of this Contract and the accompanying Performance and Payment Bonds. If such changes or alterations diminish the quantity of the work to be done, they shall not constitute the basis for a claim for damages or anticipated profits on the work that may be dispensed with. If the 08/2002 00700-3 CITY OF PEARLAND GENERAL CONDITIONS amount of work is increased and the work can fairly be classified under the specifications, such increase shall be paid for according to the quantity actually done and at the unit price, if any, established for such work under this Contract, except as hereinafter provided for unit price items under Article 6 of this Contract; otherwise, such additional work shall be paid for as provided under Article 7 hereof for Extra Work. In case the OWNER shall make such changes or alterations as shall make useless any work already done or material already furnished or used in said work, then the OWNER shall compensate the CONTRACTOR for any material or labor so used and for any actual loss occasioned by such change due to actual expenses incurred in preparation for the work as originally planned. 2.05 DAMAGES. In the event the CONTRACTOR is damaged in the course of the completion of the work by the act, negligence, omission, mistake or default of the OWNER, thereby causing loss to the CONTRACTOR, the OWNER agrees that he will reimburse the CONTRACTOR for such loss. In the event the OWNER is damaged in the course of the work by the act, negligence, omission, mistake or default of the CONTRACTOR, or should the CONTRACTOR unreasonably delay the progress of the work being done by others on the job so as to cause loss for which the OWNER becomes liable, then the CONTRACTOR shall reimburse the OWNER for such loss. 3.0 RIGHTS AND RESPONSIBILITIES OF THE ENGINEER 3.01 OWNER -ENGINEER RELATIONSHIP. The ENGINEER shall serve as the OWNER'S representative during construction. The duties, responsibilities and limitations on the authority of the ENGINEER as the OWNER's representative during construction are set forth in the contract documents; and the ENGINEER shall not have authority to extend the OWNER's liability or to bind the OWNER for any additional liability of any nature whatsoever without the written consent of the OWNER. The ENGINEER shall advise the OWNER as to the progress of the work, and any instructions by the OWNER to the CONTRACTOR shall be issued through the ENGINEER. It is the intent of this Agreement that there shall be no delay in the execution of the work; therefore, written decisions or directions rendered by the ENGINEER as the OWNER=s representative shall be promptly carried out, and any claim arising therefrom shall be adjusted as hereinafter provided. Unless otherwise specified, it is mutually agreed between the parties to this Agreement that the ENGINEER shall review all work included herein and shall have the authority to issue written stop work orders whenever such stoppage may be necessary to insure the proper execution of this Contract. 3.02 KEEPING OF PLANS AND SPECIFICATIONS ACCESSIBLE. The ENGINEER shall furnish the CONTRACTOR with an adequate and reasonable number of copies of all Plans and Specifications without expense to the CONTRACTOR, and the CONTRACTOR shall keep one copy of the same constantly accessible on the job site, with the latest revisions noted thereon. The CONTRACTOR shall be responsible for preserving the Plans and Specifications for reference and review by the OWNER or the ENGINEER. 3.03 PRELIMINARY APPROVAL. The ENGINEER shall not have the power to waive the obligations imposed under this Contract for the furnishing by the CONTRACTOR of good material, and for performing good work as herein described, and in full accordance with the Plans and Specifications, 08/2002 00700-4 CITY OF PEARLAND GENERAL CONDITIONS without alteration, deletion or change. No failure or omission of the ENGINEER to discover, object to or condemn any defective work or material shall release the CONTRACTOR from the obligation to fully and properly perform the Contract, including without limitation, the obligation to at once tear out, remove and properly replace any defective work or material at any time prior to final acceptance, upon discovery of such defective work or material; provided, however, that the ENGINEER shall, upon request of the CONTRACTOR, inspect and accept or reject any material furnished, and in the event the material has been once accepted by the ENGINEER, such acceptance shall be binding on the OWNER, unless it can be clearly shown that such material furnished does not meet the specifications for this work. Any questioned work may be ordered taken up or removed for re-examination by the ENGINEER prior to final acceptance, and if found not to be in accordance with the specifications for said work, all expense of removing, re-examination and replacement shall be borne by the CONTRACTOR; otherwise the expense thus incurred shall be allowed as Extra Work and shall be paid for by the OWNER, provided that where inspection or approval is specifically required by the Specifications prior to performance of certain work, should the CONTRACTOR proceed with such work without requesting prior inspection or approval, he shall bear all expense of taking up, removing and replacing this work if so directed by the ENGINEER. 3.04 INSPECTION BY ENGINEER. The ENGINEER shall make periodic visits to the site to observe the progress and quality of the executed work and to determine if such work generally meets the essential performance and design features and the technical, functional and/or engineering requirements of the contract documents, and is in all other respects being performed in compliance with the contract documents. However, the ENGINEER shall not be responsible for making any detailed, exhaustive, comprehensive or continuous on -site inspections to check the quality and/or quantity of the work, nor shall the ENGINEER be in any way responsible, directly or indirectly, for the construction means, methods, techniques, sequences, quality, procedures, programs, safety precautions or lack of same incident to the work being performed or any part thereof. The ENGINEER shall use reasonable care to prevent deviation from the intent and substance of the contract documents by the CONTRACTOR in the performance of the work and any part thereof and, on the basis of such on -site observations, will keep the OWNER informed of the progress of the work and will endeavor to guard the OWNER against defects and deficiencies in the work of the CONTRACTOR. Notwithstanding any other provision of this Agreement or any other contract document, the ENGINEER shall not be in any way responsible or liable for any acts, errors, omissions or negligence of the CONTRACTOR, any subcontractor's agents, servants or employees or any other person, firm or corporation performing or attempting to perform any of the work. 3.05 DETERMINATION OF QUESTIONS AND DISPUTES. In order to prevent delays and disputes and to discourage litigation, it is agreed that the ENGINEER shall, in all cases, determine the amounts and quantities of the several kinds of work which are to be paid for under this Contract. The ENGINEER shall determine all questions in relation to said work and the construction thereof, as well as all claims, disputes and other matters in question between the CONTRACTOR and the OWNER relating to the execution or progress of the work or the interpretation of the contract documents. In the event the ENGINEER shall become aware of or shall receive information that there is a dispute or a possible dispute as to the reasonable interpretation of the terms and conditions of the contract documents, or any 08/2002 00700-5 CITY OF PEARLAND GENERAL CONDITIONS other dispute, claim or question, the ENGINEER shall, within a reasonable time, provide a written interpretation of the contract documents or a written decision on all claims of the parties hereto and on all questions arising relative to the execution of the work, copies of which shall be delivered to all parties to the Contract, and the original thereof shall become a part of the contract documents and shall be binding and final as to all parties to the Contract. 3.06 OBJECTIONS. In the event the ENGINEER renders any decision which, in the opinion of either the OWNER or the CONTRACTOR, is not in accordance with the meaning and intent of this Contract, either party may, within thirty (30) days of receipt of such decision, file its written objection to the decision with the ENGINEER; and the ENGINEER shall, upon receipt of such written objection and within twenty (20) days thereafter, review the same and render a written affirmation or modification of the original interpretation, which shall become a part of the contract documents. Either party who shall remain aggrieved after the ENGINEER has rendered his affirmation or modification of his previous decision, shall have the right, within a period not to exceed sixty (60) days after the ENGINEER has filed his affirmation or modification of the decision with the District Secretary, to file suit in the District Court, seeking a declaratory judgment or other relief to determine the intent of the contract documents. If any aggrieved party shall fail to file such a petition with the District Court within the time specified, the decision of the ENGINEER shall become final and binding and non -appealable. 3.07 RECOMMENDATION OF PAYMENT. The ENGINEER shall review the CONTRACTOR's application for payment and supporting documents, shall determine the amount owed to the CONTRACTOR and shall provide written recommendation to the OWNER for payment to the CONTRACTOR in such amount. Such recommendation of payment to CONTRACTOR shall constitute a representation to the OWNER of the ENGINEER's judgment that the work has progressed to the point indicated, to the best of his knowledge, information and belief; however, such recommendation of an application for payment to CONTRACTOR shall not be deemed to be a representation by the ENGINEER that any examination has been made to determine how or for what purpose CONTRACTOR has used the monies paid on account of the contract price. As a condition of final payment, the CONTRACTOR shall execute an Agreement for Final Payment and Contractor=s Sworn Release, in a form as included herein and made a part of these contract documents, being its agreement to accept the amount recommended by the ENGINEER as full payment for the work that has been completed as set out in the CONTRACTOR's application for payment and supporting data. 4.0 RIGHTS AND RESPONSIBILITIES OF THE CONTRACTOR 4.01 INDEPENDENT CONTRACTOR. CONTRACTOR is, and shall remain, an independent contractor, solely responsible for the manner and method of completing the work under this Contract, with full and exclusive power and authority to direct, supervise and control his own employees and to determine the means, method and manner of performing such work, so long as such methods do not adversely affect the completed improvements or any other property abutting or adjoining the work area, the OWNER and ENGINEER being interested only in the result obtained and conformity of such completed improvements to the Plans, Specifications and Contract. The fact that the OWNER or ENGINEER as the Owner=s representative shall have the right to observe CONTRACTOR=s work during his performance and to carry out the other prerogatives which are expressly reserved to and vested 08/2002 00700-6 CITY OF PEARLAND GENERAL CONDITIONS in the OWNER and the ENGINEER hereunder, is not intended to and shall not at any time change or affect the status of the CONTRACTOR as an independent contractor with respect to either the OWNER or the ENGINEER as the OWNER=s representative or to the CONTRACTOR=s own employees or to any other person, firm or corporation. 4.02 CONTRACTOR'S UNDERSTANDING. It is understood and agreed that the CONTRACTOR has, by careful examination, satisfied himself as to the nature and location of the work, the conformation of the ground, the character, quality and quantity of the materials to be encountered, the character of equipment and facilities needed preliminary to and during the prosecution of the work, the general and local conditions, and all other matters which in any way affect the work under this Contract. It is further understood that the CONTRACTOR has satisfied himself as to the teens, meaning and intent of all of the contract documents and understands the meanings of all parts of such documents or other factors affecting the work, which were not previously understood. No verbal agreement or conversation with any officer, agent or employee of the OWNER or the ENGINEER, either before or after the execution of this Contract, shall affect or modify any of the terms or obligations herein contained. 4.03 LAWS AND ORDINANCES. The CONTRACTOR shall at all times observe and comply with all federal, state or local laws, ordinances and regulations, regardless of whether the same are adopted before or after the execution of this Contract, which in any manner affect the Contract or the work, and shall indemnify, save and hold harmless the OWNER and the ENGINEER against any claim arising out of the violation of any such laws, ordinances and regulations, whether by the CONTRACTOR or his employees. If the CONTRACTOR observes that the Plans and Specifications are at variance with federal or state laws or the ordinances or regulations of the City, he shall promptly notify the ENGINEER in writing, and any necessary changes shall be made as provided in the Contract for changes in the work. If the CONTRACTOR performs any work knowing it to be contrary to such laws, ordinances, rules and regulations, and without such notice to the ENGINEER, he shall bear all costs arising therefrom. The OWNER is a Political Subdivision of the State of Texas, and the law from which it derives its powers, insofar as the same regulates the objects for which, or the manner in which, or the conditions under which the OWNER may enter into contracts, shall be controlling and shall be considered as part of this Contract to the same effect as though embodied herein. The Code of Ordinances and other applicable regulations of the OWNER shall be deemed to be embodied in this Contract. 4.04 ASSIGNMENT AND SUBLETTING. The CONTRACTOR further agrees that he will retain personal control and will give his personal attention to the fulfillment of this Contract and that he will not assign, by power of attorney or otherwise, or sublet said Contract without the written consent of the ENGINEER, and that no part or feature of the work will be sublet to anyone objectionable to the ENGINEER or the OWNER. In addition, the OWNER reserves the right to disapprove the subletting of this Contract or any portion hereof on any basis whatsoever. The CONTRACTOR further agrees that the subletting of any portion or feature of the work or materials required in the performance of this Contract shall not relieve the CONTRACTOR from his obligations to the OWNER, as provided for by this Agreement. 4.05 PERFORMANCE AND PAYMENT BONDS. In the event the contract price shall be in 08/2002 00700-7 CITY OF PEARLAND GENERAL CONDITIONS excess of $25,000.00, the CONTRACTOR shall execute separate Performance and Payment Bonds, each in the sum of one hundred percent (100%) of the total contract price, which shall be increased at any time to cover any change orders, additives or add-ons, in accordance with the provisions of Chapter 2253 of the Texas Government Code. If the contract price does not exceed $25,000.00, the statutory bonds will not be required. All required bonds shall be submitted on forms approved by the OWNER for this purpose, guaranteeing the faithful performance of the work and fulfillment of any guarantees required, and further guaranteeing payment to all persons supplying labor and materials or furnishing him any equipment in the execution of the Contract. It is agreed that the Contract shall not be in effect until such Performance and Payment Bonds are furnished and approved by the OWNER. Each such bond shall be executed by a corporate surety or corporate sureties duly authorized to do business in the State of Texas. The cost of the premium for the Performance and Payment Bonds shall be included in the CONTRACTOR's Proposal. 4.06 INSURANCE. The CONTRACTOR, at his own expense, shall procure, maintain and keep in force throughout the life of this Contract, and for one additional year, insurance as hereinafter specified. Such insurance shall be carried with an insurance company licensed to transact business in the State of Texas and shall cover all operations in connection with this Contract, whether performed by the CONTRACTOR or a subcontractor, or separate policies shall be provided covering the operation of each subcontractor. No policy shall be written on a Aclaims made@ form. The OWNER, the ENGINEER, their agents and employees shall be named as additional insureds on CONTRACTOR=S Commercial General Liability, Automobile Liability and excess or Umbrella Liability policies. OWNER may waive the additional insured requirement under the Commercial General Liability policy if an owner=s and contractor=s Protective Liability policy with general aggregate limits of $2,000,000.00, with $1,000,000.00 per occurrence limit, is provided. The contractual liability coverage in the Commercial General Liability policy shall not be excluded. The following insurance coverages will be carried and certified. (1) Worker's Compensation Insurance and Employer=s Liability Insurance. Attachment No. 1 to these General Conditions contains statutory requirements for Worker=s Compensation Insurance. The Employer=s Liability Insurance shall have limits as follows: Bodily injury by accident: $500,000 each accident Bodily injury by disease: $500,000 policy limit Bodily injury by disease: $500,000 each employee (2) Commercial General Liability Insurance: Including Contractor=s Protective Liability, Broad 08/2002 00700-8 CITY OF PEARLAND GENERAL CONDITIONS (3) Faun Property Damage, Contractual Liability, Bodily Injury, Personal Injury, and Products and Completed Operations (for a period of one year following completion of the Work under this Agreement) Combined single limit of $1,000,000 each occurrence, Subject to general aggregate $2,000,000; Products and Completed Operations, $1,000,000 aggregate Automobile Liability Insurance: Bodily injury per person: $250,000 Bodily injury per accident: $500,000 Property damage $250,000 Or a policy providing combined single limits of $750,000. (4) OWNER, at its own discretion, may require an umbrella or excess limits liability policy. (5) All coverages shall be endorsed to waive the carrier=s right of subrogation against the Owner. In the event the CONTRACTOR shall fail to provide insurance as herein required, or be subject to claim, demand or litigation growing out of or arising from a claim not contemplated herein, such failure on the part of the CONTRACTOR shall not serve to release or in any way discharge or shift the liability of the CONTRACTOR to the ENGINEER or OWNER; BUT THE CONTRACTOR DOES HEREIN AGREE TO INDEMNIFY AND HOLD THE ENGINEER AND OWNER HARMLESS FROM ANY AND ALL CLAIMS GROWING OUT OF OR ARISING BY REASON OF ANY OF THE CIRCUMSTANCES HEREIN ENUMERATED, OR ANY OTHER CLAIMS OR DEMANDS MADE BY ANY PERSON, GROWING OUT OF OR ARISING BY REASON OF THE WORK PERFORMED BY THE CONTRACTOR. 4.07 CERTIFICATE OF INSURANCE. Within ten (10) days after notification of award of Contract, the CONTRACTOR and each subcontractor shall submit to the OWNER for approval, certificates of insurance covering each insurance policy carried and offered as evidence of compliance with the above insurance requirements, signed by an authorized representative of the insurance company, setting forth: (1) The name and address of the insured; (2) The location of the operations to which the insurance applies; (3) The name of the policy and type or types of insurance in force thereunder on the date borne by such certificate. 08/2002 00700-9 CITY OF PEARLAND GENERAL CONDITIONS (4) The expiration date of the policy and the limit or limits of liability thereunder on the date borne by such certificates. A statement that the insurance of the type afforded by the policy applies to all of the operations of whatever character, which are undertaken by the insured during the performance of this Contract, provided such operations are required in the performance of the Contract; (5) (6) A provision that the policy may be canceled or materially changed only by mailing written notice to the named insured at the address shown in the policy, stating when, not less than thirty (30) days thereafter, cancellation or change of such policy shall be effective, with a copy of such letter of intent to the OWNER. 4.08 PERMITS AND FEES. Unless otherwise provided in the Contract Documents, the Contractor shall secure and pay for all construction permits, licenses, and inspections necessary for proper execution and completion of the Work and which are legally required at the time bids are received. 4.09 TEXAS STATE SALES TAX. Materials incorporated into this project are exempt from State Sales according to provisions of the Texas Tax Code, Chapter 151, Subsection H. The Contractor must obtain a limited sales, excise and use tax permit or exemption certificate which shall enable him to buy the materials to be incorporated into the work without paying tax at the time of purchase. 4.10 CONTRACTOR=S DUTY AND SUPERINTENDENCE. The CONTRACTOR shall give adequate attention to the faithful prosecution and completion of this Contract and shall keep on the work, during its progress, a competent superintendent and any necessary assistants, all satisfactory to the ENGINEER as the OWNER=S representative. The superintendent shall represent the CONTRACTOR in his absence and shall act as the employee or agent of the CONTRACTOR, and all directions given to him shall be binding as if given to the CONTRACTOR. Adequate supervision by competent and reasonable representatives of the CONTRACTOR is essential to the proper performance of the work, and lack of such supervision shall be grounds for suspending operations of the CONTRACTOR. The work, from its commencement to completion, shall be under the exclusive charge and control of the CONTRACTOR, and all risk in connection therewith shall be borne by the CONTRACTOR. Neither the OWNER nor the ENGINEER as the OWNER=s representative will be responsible for the acts or omissions of the CONTRACTOR, its subcontractors or any of its agents or employees, or any other persons performing any of the work. 4.11 CHARACTER OF WORKERS. The CONTRACTOR agrees to employ only orderly and competent workers, skillful in the performance of the type of work required under this Contract, to do the work, and agrees that whenever the ENGINEER shall inform him in writing that any worker or workers on the work are, in his opinion, incompetent, unfaithful or disorderly, or in the ENGINEER's opinion, are not using their best efforts for the progress of the work, such worker or workers shall be discharged from 08/2002 00700-10 CITY OF PEARLAND GENERAL CONDITIONS the work and shall not again be employed on the work without the ENGINEER's written consent. 4.12 EQUIPMENT, MATERIALS, CONSTRUCTION PLANT AND BUILDINGS. The CONTRACTOR shall provide all labor, tools, equipment, machinery and materials necessary in the prosecution and completion of this Contract where it is not otherwise specifically provided that the OWNER shall furnish same; and further, the CONTRACTOR shall be responsible for the care, preservation, conservation and protection of all materials, supplies, machinery, equipment, tools, apparatus, accessories, facilities, all means of construction and any and all parts of the work, whether the CONTRACTOR has been paid, partially paid or not paid for such work, until the entire work is completed and accepted. The building of structures for housing workers, or the erection of tents or other forms of protection, will be permitted only at such places as the ENGINEER shall direct, and the sanitary conditions of the grounds in or about such structures shall at all times be maintained in a manner satisfactory to the ENGINEER. Any structures of any nature constructed or erected by the CONTRACTOR for the purposes herein set out, shall be the sole responsibility of the CONTRACTOR as to the proper erection or construction thereof; and the CONTRACTOR agrees to indemnify and hold the ENGINEER or OWNER harmless from any claims of any nature whatsoever brought against either of them for damages allegedly sustained by anyone by reason of the erection, construction or maintenance of CONTRACTOR'S buildings. 4.13 SANITATION. Necessary sanitary conveniences for the use of laborers on the work site, properly secluded from public observation, shall be constructed and maintained by the CONTRACTOR in such manner and at such points as shall be approved by the ENGINEER, and their use shall be strictly enforced. Any structures of any nature constructed or erected by the CONTRACTOR for the purposes herein set out, shall be the sole responsibility of the CONTRACTOR as to the proper erection or construction thereof, and the CONTRACTOR agrees to indemnify and hold the ENGINEER or OWNER harmless from any claims of any nature whatsoever brought against either of them for damages allegedly sustained by anyone by reason of the erection, construction or maintenance of CONTRACTOR's buildings. 4.14 CLEANING AND MAINTENANCE. The CONTRACTOR shall at all times keep and maintain the premises free from accumulation of debris caused by the work, and at the completion of the work, he shall remove all such debris and also his tools, scaffolding and surplus materials and shall leave the work broom -clean or its equivalent. The work shall be left in good order and condition. In case of dispute, the OWNER may remove the debris and charge the cost to the CONTRACTOR. 4.15 PERFORMANCE OF WORK. It is further agreed that it is the intent of this Contract that all work must be done and all material must be furnished in accordance with the generally accepted practice for such materials furnished or work completed. 08/2002 00700-11 CITY OF PEARLAND GENERAL CONDITIONS 4.16 RIGHT OF OWNER TO MODIFY METHODS AND EQUIPMENT. If at any time the methods or equipment used by the CONTRACTOR are found to be inadequate to secure rate of progress required under this Contract, the OWNER or the ENGINEER as the OWNER=s representative may order the CONTRACTOR in writing to improve their efficiency, and the CONTRACTOR shall comply with such order. If at any time the working force of the CONTRACTOR is inadequate for securing the progress herein specified, the CONTRACTOR shall, if so ordered in writing, increase his force or equipment, or both, to such an extent as to give reasonable assurance of compliance with the schedule of progress. 4.17 LAYOUT OF WORK. Except as specifically provided herein, the CONTRACTOR shall be responsible for laying out work and shall accomplish this work in a manner acceptable to the ENGINEER. 4.18 SHOP DRAWINGS. The CONTRACTOR shall submit to the ENGINEER, with such promptness as to cause no delay in his own work or in that of any other contractor, six (6) checked copies, unless otherwise specified, of all shop and/or setting drawings and schedules required for the work of the various trades. Contractor will check and approve shop drawings for compliance with requirements of Contract and will so certify by stamp on each drawing prior to submittal to ENGINEER. Any drawings submitted without Contractor's stamp of approval will not be considered and will be returned to him for proper submission. The ENGINEER shall pass upon them with reasonable promptness, indicating desired corrections. The CONTRACTOR shall make any corrections required by the ENGINEER, file with him two (2) corrected copies and furnish such other copies as may be needed. The ENGINEER's approval of such drawings or schedules shall not relieve the CONTRACTOR from responsibility for deviations from drawings or specifications, unless he has, in writing, called the ENGINEER's attention to such deviations at the time of the submission, and the ENGINEER has acknowledged such deviations in writing, nor shall it relieve him from responsibility for errors of any sort in shop drawings or schedules. It shall be the CONTRACTOR's responsibility to fully and completely review all shop drawings to ascertain their effect on his ability to perform the required contract work in accordance with the Plans and Specifications and within the contract time. Such review by the ENGINEER shall be for the sole purpose of determining the sufficiency of said drawings or schedules to result in finished improvements in conformity with the Plans and Specifications, and shall not relieve the CONTRACTOR of his duty as an independent contractor as previously set forth, it being expressly understood and agreed that the ENGINEER does not assume any duty to pass upon the propriety or adequacy of such drawings or schedules, or any means or methods reflected thereby, in relation to the safety of either person or property during CONTRACTOR's performance hereunder, and any action taken by the ENGINEER shall not relieve the CONTRACTOR of his responsibility and liability, as set out in the contract documents. 08/2002 00700-12 CITY OF PEARLAND GENERAL CONDITIONS 4.19 ENGINEER -CONTRACTOR RELATIONSHIP; OBSERVATIONS. It is agreed by the CONTRACTOR that the ENGINEER, as the OWNER=s representative, shall be and is hereby authorized to appoint such subordinate engineers, supervisors or observers as the said ENGINEER may from time to time deem proper to observe the materials furnished and the work done under this Agreement, and to see that said material is furnished and said work is done in accordance with the specifications therefor. The CONTRACTOR shall furnish all reasonable aid and assistance required by the subordinate engineers, supervisors or observers for the proper observation and examination of the work. The CONTRACTOR shall regard and obey the directions and instructions of any subordinate engineers, supervisors or observers so appointed, when such directions and instructions are consistent with the obligations of this Agreement and accompanying Plans and Specifications, provided, however, should the CONTRACTOR object to any orders by any subordinate engineer, supervisor or observer, the CONTRACTOR may, within six (6) days, make written appeal to the ENGINEER for his decision. 4.20 OBSERVATION AND TESTING. The OWNER or the ENGINEER as the OWNER=s representative shall have the right at all reasonable times to observe and test the work. The CONTRACTOR shall make all necessary arrangements and provide proper facilities and access for such observation and testing at any location wherever work is in preparation or progress. The CONTRACTOR shall ascertain the scope of any observation which may be contemplated by the OWNER or the ENGINEER and shall give ample notice as to the time each part of the work will be ready for such observation. The OWNER or the ENGINEER may reject any work found to be defective or not in accordance with the contract documents, regardless of the stage of its completion or the time or place of discovery of such errors, and regardless of whether the ENGINEER has previously accepted the work through oversight or otherwise. If any work is covered without approval or consent of the OWNER, it must, if requested by the OWNER or the ENGINEER, be uncovered for examination, at the sole expense of the CONTRACTOR. In the event that any part of the work is being fabricated or manufactured at a location where it is not convenient for the OWNER or the ENGINEER to make observations of such work or require testing of said work, then in such event, the OWNER or the ENGINEER may require the CONTRACTOR to furnish the OWNER or the ENGINEER with certificates of inspection, testing or approval made by persons competent to perform such tasks at the location where that part of the work is being manufactured or fabricated. All such tests will be in accordance with the methods prescribed by the American Society for Testing and Materials or such other applicable organization as may be required by law or the contract documents. If any work which is required to be inspected, tested or approved is covered up without written approval or consent of the OWNER or the ENGINEER, it must, if requested by the OWNER or the ENGINEER, be uncovered for observation and testing, at the sole expense of the CONTRACTOR. The cost of all such inspections, tests and approvals shall be borne by the CONTRACTOR unless otherwise provided herein. Any work which fails to meet the requirements of such tests, inspections or approval, and any work which meets the requirements of any such tests or approval but does not meet the requirements of the contract documents shall be considered defective. Such defective work shall be corrected at the CONTRACTOR=S expense. 08/2002 00700-13 CITY OF PEARLAND GENERAL CONDITIONS Neither observations by the OWNER or by the ENGINEER, nor inspections, tests or approvals made by the OWNER, the ENGINEER or other persons authorized under this Agreement to make such inspections, tests or approvals, shall relieve the CONTRACTOR from his obligation to perform the work in accordance with the requirements of the contract documents. 4.21 DEFECTS AND THEIR REMEDIES. It is further agreed that if the work or any part thereof, or any material brought on the site of the work for use in the work or selected for the same, shall be deemed by the ENGINEER as unsuitable or not in conformity with the Plans and Specifications, the CONTRACTOR shall, after receipt of written notice thereof from the ENGINEER, forthwith remove such material and rebuild or otherwise remedy such work so that it shall be in full accordance with this Contract. It is further agreed that any such remedial action contemplated herein shall be at CONTRACTOR=s expense. 4.22 LIABILITY FOR PROPER PERFORMANCE. Engineering construction drawings and specifications, as well as any additional instructions and information concerning the work to be performed, passing from or through the ENGINEER, shall not be interpreted as requiring or allowing the CONTRACTOR to deviate from the Plans and Specifications contained as a part of the contract documents, the intent of such drawings, specifications and any other such instructions being to define with particularity the agreement of the parties as to work the CONTRACTOR is to perform. CONTRACTOR shall be fully and completely liable and contractually bound, at his own expense, for design, construction, installation and use or non-use of all items and methods instant to the performance of the Contract, including, without limitation, the adequacy of all temporary supports, shoring, bracing, scaffolding, machinery or equipment, safety precautions or devices, similar items or devices used by him during construction, and work performed either directly or incident to construction, and for all loss, damage or injury incident thereto, either to person or property, whether such damage be suffered by the ENGINEER, the OWNER or any other person not a party to this Contract. Any review of work in progress or any visit or observation during construction, or any clarification of Plans and Specifications by the ENGINEER or OWNER, or any agent, employee or representative of either of them, whether through personal observation on the project site or by means of approval of shop drawings for construction or construction processes, or by other means or methods, is agreed by the CONTRACTOR to be for the purpose of observing the extent and nature of work completed or being performed, as measured against the drawings and specifications which are part of the Contract, or for the purpose of enabling the CONTRACTOR to more fully understand the Plans and Specifications so that the completed construction work will conform thereto, and shall in no way relieve the CONTRACTOR from full and complete responsibility for proper performance of his work on the project, including, without limitation, the propriety of means and methods of the CONTRACTOR in performing said Contract, and the adequacy of any designs, plans or other facilities for accomplishing such performance. Any action by the ENGINEER or the OWNER in visiting or observing during construction, or any clarification of Plans and Specifications shall not constitute a waiver of CONTRACTOR'S liability for damages as herein set out. Deviation by the CONTRACTOR from Plans and Specifications, whether called to the CONTRACTOR's attention or not, shall in no way relieve CONTRACTOR from his responsibility to complete all work in accordance with said Plans and Specifications, and further shall 08/2002 00700-14 CITY OF PEARLAND GENERAL CONDITIONS not relieve CONTRACTOR of his liability for loss, damage or injury as herein set out. 4.23 PROTECTION AGAINST ACCIDENT TO EMPLOYEES AND THE PUBLIC. The CONTRACTOR shall take out and procure a policy or policies of Worker=s Compensation Insurance with an insurance company licensed to transact business in the State of Texas, which policy shall comply with the Worker=s Compensation laws of the State of Texas. The CONTRACTOR shall at all times exercise reasonable precautions for the safety of employees and others on or near the work and shall comply with all applicable provisions of federal, state and municipal laws and building and construction codes. All machinery and equipment and other physical hazards shall be guarded in accordance with the "Manual of Accident Prevention in Construction" of the Associated General Contractors of America, except where incompatible with federal, state or municipal laws or regulations. The CONTRACTOR shall provide such machinery guards, safe walkways, ladders, bridges, gangplanks and other safety devices. All accidents or injuries to CONTRACTOR=s employees working on the job site must be reported to the ENGINEER immediately. The safety precautions actually taken and their adequacy shall be the sole responsibility of the CONTRACTOR, in his sole discretion as an independent contractor. Inclusion of this paragraph in the Agreement, as well as any notice which may be given by the OWNER or the ENGINEER as the OWNER=s representative concerning omissions under this paragraph as the work progresses, are intended as reminders to the CONTRACTOR of his duty and shall not be construed as any assumption of duty to supervise safety precautions by either the CONTRACTOR or any of his subcontractors. 4.24 PROTECTION OF ADJOINING PROPERTY. The CONTRACTOR shall employ proper means to protect the adjacent or adjoining property or properties in any way encountered, which might be injured or seriously affected by any process of construction to be undertaken under this Agreement, from any damage or injury by reason of said process of construction; and he shall be liable for any and all claims for such damage on account of his failure to fully protect all adjoining property. THE CONTRACTOR AGREES TO INDEMNIFY, SAVE AND HOLD HARMLESS THE OWNER AND ENGINEER AGAINST ANY CLAIM OR CLAIMS FOR DAMAGES DUE TO ANY INJURY TO ANY ADJACENT OR ADJOINING PROPERTY, ARISING OR GROWING OUT OF THE PERFORMANCE OF THE CONTRACT. 4.25 PROTECTION AGAINST CLAIMS OF SUBCONTRACTORS, LABORERS, MATERIALMEN AND FURNISHERS OF MACHINERY, EQUIPMENT AND SUPPLIES. THE CONTRACTOR AGREES THAT HE WILL INDEMNIFY, SAVE AND HOLD THE OWNER AND THE ENGINEER HARMLESS FROM ALL CLAIMS GROWING OUT OF THE LAWFUL DEMANDS OF SUBCONTRACTORS, LABORERS, WORKERS, MECHANICS, MATERIALMEN AND FURNISHERS OF MACHINERY AND PARTS THEREOF, EQUIPMENT, POWER TOOLS AND ALL SUPPLIES, INCLUDING COMMISSARY, INCURRED IN THE FURTHERANCE OF THE PERFORMANCE OF THIS CONTRACT. When so desired by the OWNER, the CONTRACTOR shall furnish satisfactory evidence that all obligations of the nature hereinabove designated have been paid, discharged or waived. 08/2002 00700-15 CITY OF PEARLAND GENERAL CONDITIONS If the CONTRACTOR fails to do so, then the OWNER may, at the option of the OWNER, either pay directly any unpaid bills of which the OWNER has written notice, or withhold from the CONTRACTOR's unpaid compensation a sum of money deemed reasonably sufficient to liquidate any and all such lawful claims until satisfactory evidence is furnished that all liabilities have been fully discharged, whereupon payments to the CONTRACTOR shall be resumed in full, in accordance with the terms of this Contract. Any and all communications between any parties under this paragraph shall be in writing. 4.26 PROTECTION AGAINST ROYALTIES OR PATENTED INVENTION. The CONTRACTOR shall pay all royalties and license fees and shall provide for the use of any design, device, material or process covered by letters patent or copyright, by suitable legal agreement with the patentee or owner thereof. THE CONTRACTOR SHALL DEFEND ALL SUITS OR CLAIMS FOR INFRINGEMENT OF ANY PATENT OR COPYRIGHT AND SHALL INDEMNIFY, SAVE AND HOLD THE OWNER AND THE ENGINEER HARMLESS FROM ANY LOSS ON ACCOUNT THEREOF, EXCEPT THAT THE OWNER SHALL DEFEND ALL SUCH SUITS AND CLAIMS AND SHALL BE RESPONSIBLE FOR ALL SUCH LOSS WHEN A PARTICULAR DESIGN, DEVICE, MATERIAL OR PROCESS OR THE PRODUCT OF A PARTICULAR MANUFACTURER OR MANUFACTURERS IS SPECIFIED OR REQUIRED BY THE OWNER; PROVIDED, HOWEVER, IF CHOICE OF ALTERNATE DESIGN, DEVICE, MATERIAL OR PROCESS IS ALLOWED TO THE CONTRACTOR, THEN THE CONTRACTOR SHALL INDEMNIFY, SAVE AND HOLD THE OWNER HARMLESS FROM ANY LOSS ON ACCOUNT THEREOF. In addition, if the material or process specified or required by the OWNER is an infringement, the CONTRACTOR shall be responsible for such loss unless he promptly advises the OWNER of such infringement. 4.27 INDEMNIFICATION. The CONTRACTOR shall be solely responsible for the safety of himself, his employees and all other persons, as well as for the protection of the improvements being erected and the property of himself or any other person, as a result of his operations hereunder. THE CONTRACTOR AGREES TO INDEMNIFY AND HOLD THE ENGINEER AND THE OWNER HARMLESS FROM ANY CLAIMS OR DEMANDS OF ANY NATURE WHATSOEVER MADE BY ANY EMPLOYEE, EMPLOYEES, AGENTS OR SUBCONTRACTORS OF CON TRACTOR, OR BY ANY UNION, TRADE ASSOCIATION, WORKER=S ASSOCIATION OR OTHER GROUPS, ASSOCIATIONS OR INDIVIDUALS, ALLEGEDLY REPRESENTING EMPLOYEES OF THE CONTRACTOR, IN ANY DISPUTE BETWEEN THE CONTRACTOR AND HIS EMPLOYEES, DIRECTLY OR INDIRECTLY INVOLVING, GROWING OUT OF OR ARISING FROM CLAIMS BY SUCH EMPLOYEES FOR WAGES, SALARY, WORKING CONDITIONS OR ANY OTHER COMPLAINT OR CLAIM WHICH MAY BE MADE. THE CONTRACTOR, HIS SURETIES AND INSURANCE CARRIERS SHALL DEFEND, INDEMNIFY AND HOLD HARMLESS THE OWNER AND THE ENGINEER AND THEIR RESPECTIVE OFFICERS, AGENTS AND EMPLOYEES FROM AND AGAINST ALL DAMAGES, CLAIMS, LOSSES, DEMANDS, SUITS, JUDGMENTS AND COSTS OF ANY CHARACTER WHATSOEVER, INCLUDING REASONABLE ATTORNEY=S FEES AND EXPENSES, AND SHALL BE REQUIRED TO PAY ANY JUDGMENT THEREFOR, WITH COSTS, WHICH MAY BE 08/2002 00700-16 CITY OF PEARLAND GENERAL CONDITIONS OBTAINED AGAINST THE OWNER AND/OR THE ENGINEER OR ANY OF THEIR OFFICERS, AGENTS OR EMPLOYEES, ARISING OUT OF OR RESULTING FROM THE PERFORMANCE OF THE WORK, PROVIDED THAT ANY SUCH DAMAGES, CLAIM, LOSS, DEMAND, SUIT, JUDGMENT, COST OR EXPENSE: (1) IS ATTRIBUTABLE TO BODILY INJURY, SICKNESS, DISEASE OR DEATH OR INJURY TO OR DESTRUCTION OF TANGIBLE PROPERTY, INCLUDING THE LOSS OF USE RESULTING THEREFROM; AND (2) IS CAUSED IN WHOLE OR IN PART BY ANY NEGLIGENT ACT OR OMISSION OF THE CONTRACTOR, ANY SUBCONTRACTOR, THEIR AGENTS OR EMPLOYEES OR ANYONE DIRECTLY OR INDIRECTLY EMPLOYED BY ANY ONE OF THEM OR ANYONE FOR WHOSE ACTS ANY OF THEM MAY BE LIABLE, REGARDLESS OF WHETHER OR NOT IT IS CAUSED IN PART BY A PARTY INDEMNIFIED HEREUNDER. The obligation of the CONTRACTOR under this Agreement shall not extend to the liability of the ENGINEER, his agents or employees, arising out of the preparation or approval of maps, drawings, reports, surveys, designs or specifications, or the giving of or the failure to give directions or instructions by the ENGINEER, his agents or employees, provided such giving or failure to give is the primary cause of the injury or damage. 4.28 LOSSES FROM NATURAL CAUSES. All loss or damage to the CONTRACTOR arising out of the nature of the work to be done or from any unforeseen circumstances in the prosecution of the same, or from the action of the elements, or from unusual obstructions or difficulties which may be encountered in the prosecution of the work, shall be sustained and borne by the CONTRACTOR at his own cost and expense. 4.29 GUARANTEE. The CONTRACTOR shall furnish the OWNER with a written guarantee on all workmanship and materials provided by hin for the project. The written guarantee shall be made out to the OWNER and in a form satisfactory to the OWNER=S legal counsel, guaranteeing all the work under the Contract to be free from faulty material in every particular and free from improper workmanship; and against unusual damage from proper and usual use; and agreeing to replace or to re - execute without cost to the OWNER such work as may be found to be improper or imperfect, and to make good all damages caused to other work or material, due to such defective work or due to its required replacement or re -execution. This guarantee shall be made to cover a period of one year from the date of acceptance of work under the Contract, as evidenced by the OWNER=S Certificate of Accceptance, of the work. Neither the Certificate of Acceptance, final payment, nor any provision in the Contract Documents shall relieve the CONTRACTOR of the responsibility for neglect or faulty material or workmanship during the period covered by the guarantee. The one year period of any guarantee clauses will not limit the OWNER=S other rights under common law to have defects remedied when discovered after one year. 08/2002 00700-17 CITY OF PEARLAND GENERAL CONDITIONS 5.0 PROSECUTION AND PROGRESS 5.01 TIME AND ORDER OF COMPLETION. It is the meaning and intent of this Contract, unless otherwise herein specifically provided, that the CONTRACTOR shall be allowed to prosecute his work at such times and seasons, in such order of precedence, and in such manner as shall be most conducive to economy of construction; provided, however, that the order and the time of prosecution shall be such that the work shall be substantially completed as a whole and in part, in accordance with this Contract, the Plans and Specifications, and within the time of completion designated in the Proposal; provided, also, that when the OWNER is having other work done, either by contract or by his own force, the ENGINEER may direct the time and manner of constructing the work done under this Contract, so that conflict will be avoided and the construction of the various works being done for the OWNER shall be harmonized. The CONTRACTOR shall submit, at such times as may reasonably be requested by the ENGINEER, schedules which shall show the order in which the CONTRACTOR proposes to carry on the work, with dates on which the CONTRACTOR will start the several parts of the work, and estimated dates of completion of the several parts. 5.02 EXTENSION OF TIME. The CONTRACTOR agrees that he has submitted his Proposal in full recognition of the time required for the completion of this project, taking into consideration the average climatic range and industrial conditions prevailing in this locality, and has considered the liquidated damage provisions as hereinafter set forth and that he shall not be entitled to, nor will he request, an extension of time on this Contract, except when completion of the work has been delayed by any act or neglect of the OWNER, the ENGINEER, or any employee of either, by other contractors employed by the OWNER, by changes ordered in the work, by strikes, lockouts, fires and unusual delays by common carriers, by unavoidable cause or causes beyond the CONTRACTOR'S control, or by any cause which the ENGINEER shall decide justifies the delay. The CONTRACTOR shall give the ENGINEER prompt notice, in writing, of the cause of such delay; and within ten (10) days after receipt of a written request for an extension of time shall from the CONTRACTOR, supported by all requested documentation, the ENGINEER shall submit such written request, together with his written recommendation, to the OWNER for consideration, and the OWNER shall grant an extension of time for completing the work, sufficient to compensate for the delay. 5.03 HINDRANCES AND DELAYS. In executing the Contract Agreement, the CONTRACTOR agrees that in undertaking to complete the work within the time herein fixed, he has taken into consideration and made allowances for all hindrances and delays incident to such work, whether growing out of delays in securing material or workmen or otherwise. No claim shall be made by the CONTRACTOR for damages resulting from hindrances or delays from any cause during the progress of any portion of the work embraced in this Contract, except where the work is stopped by order of the OWNER, or the ENGINEER as the OWNER=s representative for the OWNER=s convenience, in which event such expense as in the judgement of the ENGINEER is caused by such stoppage of said work shall be paid by the OWNER to the CONTRACTOR. 08/2002 00700-18 CITY OF PEARLAND GENERAL CONDITIONS 5.04 LIQUIDATED DAMAGES FOR DELAY. It is understood and agreed that time is of the essence, and that the CONTRACTOR will commence said work on the date specified and will complete said work within the time specified in the Proposal. It is expressly understood and agreed, by and between the CONTRACTOR and the OWNER, that the time for the completion of the work described herein is reasonable time for the completion of the same, taking into consideration the average climatic range and conditions and usual industrial conditions prevailing in this locality. The CONTRACTOR further agrees that a breach of this Contract as to completion on time will cause damage to the OWNER and that such damages cannot be accurately measured or that ascertainment will be difficult. Therefore, the parties agree that for each and every calendar day the work or any portion thereof shall remain uncompleted after the expiration of the time limit set in the Contract or as extended by the OWNER, the CONTRACTOR shall pay, as minimum liquidated damages, and not as a penalty, the amount set out in the Proposal. However, the foregoing agreement as to liquidated damages constitutes only an agreement by the OWNER and the CONTRACTOR as to the minimum amount of damages which the OWNER will sustain in any event by reason of the CONTRACTOR'S failure to complete the work within the specified time. Should the OWNER suffer damage over and above the minimum amount specified, by reason of the CONTRACTOR'S failure to begin the work when ordered, carry it forward uninterruptedly after beginning, or complete it within the specified time in strict accordance with the Plans and Specifications, the OWNER may recover such additional amount. The OWNER shall have the right to deduct and withhold the amount of any and all such damages whether it be the minimum amount stipulated above or otherwise, from any monies owing by it to said CONTRACTOR or the OWNER may recover such amount from the CONTRACTOR and the sureties of his bond; all of such remedies shall be cumulative and the OWNER shall not be required to elect any one nor be deemed to have made an election by proceeding to enforce any one remedy. 6.0 MEASUREMENT AND PAYMENT 6.01 DISCREPANCIES AND OMISSIONS. It is agreed that it is the intent of this Contract that all work described in the Proposal, the Plans and Specifications and other contract documents, is to be done for the prices quoted by the CONTRACTOR and that such price shall include all appurtenances necessary to complete the work in accordance with the intent of these contract documents as interpreted by the ENGINEER. If the CONTRACTOR finds any discrepancies or omissions in these Plans, Specifications or contract documents, he should notify the ENGINEER and obtain a clarification before the bids are received, and if no such request is received by the ENGINEER prior to the opening of bids, then it shall be considered that the CONTRACTOR fully understands the work to be included and has provided sufficient sums in his Proposal to complete the work in accordance with these Plans and Specifications. It is further understood that any request for clarification must be submitted no later than five (5) days prior to the opening of bids. 6.02 QUANTITIES AND MEASUREMENTS. No extra or customary measurements of any kind will be allowed, but the actual measured and/or computed length, area, solid contents, number and weight only shall be considered, unless otherwise specifically provided. 08/2002 00700-19 CITY OF PEARLAND GENERAL CONDITIONS 6.03 ESTIMATED QUANTITIES. This Agreement, including the Specifications, Plans and estimate, is intended to show clearly all work to be done and material to be furnished hereunder. Where the estimated quantities are shown for the various classes of work to be done and material to be furnished under this Contract, they are approximate and are to be used only as a basis for estimating the probable cost of the work and for comparing the proposals offered for the work. It is understood and agreed that the actual amount of work to be done and the materials to be furnished under this Contract may differ somewhat from the estimates and that the items listed or estimated quantities stated shall not give rise to a claim by the CONTRACTOR against the OWNER for compensation, unless the work shall have actually been authorized, and performed and material supplied. Where payment is based on the unit price method, the CONTRACTOR agrees that he will make no claim for damages, anticipated profits or otherwise, on account of any differences which may be found between the quantities of work actually done and the material actually furnished under this Contract and the estimated quantities contemplated and contained in the Proposal. 6.04 PRICE OF WORK. In consideration of the furnishing of all the necessary labor, equipment and material and the completion of all work by the CONTRACTOR, and upon the completion of all work and the delivery of all materials embraced in this Contract in full conformity with the specifications and stipulations herein contained, the OWNER agrees to pay to the CONTRACTOR the prices set forth in the Proposal attached hereto, which is made a part of this Contract, for the material actually used and services actually performed; however, the OWNER does not assume any obligation to pay for any services or material not actually authorized and used. The CONTRACTOR hereby agrees to receive such prices as payment in full for furnishing all materials and all labor required for the aforesaid work, and for all expenses incurred by him, and for full performance of the work and the whole thereof in the manner and according to this Agreement, the attached Plans and Specifications and contract documents, and the requirements of the ENGINEER. 6.05 PAYMENTS. No payments made or certificates given shall be considered as conclusive evidence of the performance of the Contract, either in whole or in part, nor shall any certificate or payment be considered as acceptance of defective work. CONTRACTOR shall, at any time requested during the progress of the work, furnish the OWNER or the ENGINEER with a verifying certificate showing the CONTRACTOR=s total outstanding indebtedness in connection with the work. Before final payment is made, the CONTRACTOR shall satisfy the OWNER, by affidavit or otherwise, that there are no outstanding liens against OWNER=s premises by reason of any work under the Contract. Acceptance by CONTRACTOR of final payment of the contract price shall constitute a waiver of claims against OWNER which have not theretofore been timely filed as provided in this Contract. 6.06 PARTIAL PAYMENTS. On or before the tenth day of each month, the CONTRACTOR shall prepare and submit to the ENGINEER, for approval or modification, an application for partial payment, being a statement showing as completely as practicable, the total value of the work done by the CONTRACTOR up to and including the twenty-fifth day of the preceding month; said statement shall also include the value of all sound materials to be fabricated into the work and stored in accordance with manufacturer's recommendation at the Contractor's fully secured and insured designated area. No payment will be made for materials stored until Owner has accepted the Contractor's designated area and 08/2002 00700-20 CITY OF PEARLAND GENERAL CONDITIONS proof of insurance for materials stored has been provided. The ENGINEER shall then review such statement and application for partial payment and the progress of the work made by the CONTRACTOR and, if found to be in order, shall prepare a certificate for partial payment and shall deliver his certifications for payment to the OWNER and the CONTRACTOR. The CONTRACTOR shall then, prior to payment by the OWNER, certify and attest to the certification that he is in accord with the certification and agrees to accept the amounts set out therein and the total set out therein for the work and for the prices contained in the certification. If the CONTRACTOR does not agree or desires to protest the ENGINEER's certification, the same shall not be certified by the ENGINEER to the OWNER for payment until such dispute has been resolved, and the CONTRACTOR agrees that any claim by the CONTRACTOR for additional compensation, of any nature whatsoever, not contained in the ENGINEER's certification, shall be waived, and further contracts and agrees, upon acceptance of the CONTRACTOR's payment, that this shall constitute full and final payment for work performed by the CONTRACTOR contained in the CONTRACTOR's statement which shall be attached to the ENGINEER's certification. The OWNER shall then pay the CONTRACTOR, within thirty (30) days of receipt of the ENGINEER=s recommendation for payment, the total amount of the ENGINEER=s Certificate of Partial Payment, less ten percent (10%) of the amount thereof, up to and including the first Four Hundred Thousand ($400,000.00) dollars and five percent (5%) on the amount thereafter. Such retainage shall be retained until final payment , and further less all previous payments and all further sums that may be retained by the OWNER under the terms of this Agreement. It is understood, however, that in case the whole work be near to completion, as certified by the ENGINEER, and some unexpected or unusual delay occurs, through no neglect or fault on the part of the CONTRACTOR, the OWNER may, upon written recommendation of the ENGINEER, pay a reasonable and equitable portion of the retained percentage to the CONTRACTOR, or the CONTRACTOR, at the OWNER'S option, may be relieved of the obligation to fully complete the work, and thereupon, the CONTRACTOR shall receive, at the OWNER'S option, payment of the balance due him under the Contract, subject only to the conditions set forth under "6.09 FINAL PAYMENT." The Owner at its option and in compliance with state law may reduce retainage to less than the above - stated percentages. 6.07 USE OF COMPLETED PORTIONS. The OWNER shall have the right to take possession of and use any completed or partially completed portions of the work, notwithstanding that the time for completing the entire work or such portions may not have expired; but such taking possession and use shall not be deemed an acceptance of any work not completed in accordance with the contract documents. If such prior use increases the cost of or delays the work, the CONTRACTOR shall be entitled to such extra compensation or extension of time, or both, as may be determined in accordance with the provisions of this Agreement. The CONTRACTOR shall notify the ENGINEER, by letter executed by a duly qualified officer of CONTRACTOR, that in CONTRACTOR'S opinion, the Contract is "substantially completed". When so notifying the ENGINEER, the CONTRACTOR shall furnish to the ENGINEER, in writing, a detailed 08/2002 00700-21 CITY OF PEARLAND GENERAL CONDITIONS list of unfinished work. The ENGINEER will review the CONTRACTOR's list of unfinished work and will add thereto such items as the CONTRACTOR failed to include. The substantial completion of the structure or facility shall not excuse the CONTRACTOR from performing all of the work undertaken, whether of a minor or major nature, and thereby completing the structure or facility in accordance with the contract documents. 6.08 FINAL COMPLETION AND ACCEPTANCE. Within ten (10) days after the CONTRACTOR has given the ENGINEER written notice that the work has been completed or substantially completed, the ENGINEER and the OWNER shall inspect the work; and within said time, if the work be found to be completed or substantially completed in accordance with the contract documents, the ENGINEER shall issue to the OWNER and the CONTRACTOR his Certificate of Completion. Thereupon, it shall be the duty of the OWNER, within ten (10) days, to issue a Certificate of Acceptance of the work to the CONTRACTOR or to advise the CONTRACTOR in writing of the reason for non -acceptance. 6.09 FINAL PAYMENT. Upon the issuance of the CERTIFICATE of Completion and OWNER's Certificate of Acceptance, the ENGINEER shall proceed to make final measurements and prepare a final statement of the value of all work performed and materials furnished under the terms of the Agreement and shall present the same to the CONTRACTOR for acceptance. The CONTRACTOR, if he finds such statement to be in order, including all work upon which a claim for payment may be made, shall note his acceptance thereon; and by accepting the same, the CONTRACTOR agrees to release any and all claims of any nature whatsoever against the OWNER or the ENGINEER, growing out of or by reason of the performance of the Contract, the construction of the work, for Extra Work, or for any other reason whatsoever, either growing out of the Contract and the documents attached thereto or otherwise. In addition, the CONTRACTOR shall execute a full and final release in a form provided by the OWNER, a copy of which, titled AAttachment No. 2 to General Conditions@, is attached to these contract documents and made a part hereof, which shall be presented to the OWNER with the ENGINEER's final statement and any Change Orders or additions or deletions therefrom, duly attested by the CONTRACTOR, requesting payment. The OWNER shall pay to the CONTRACTOR, on or after the 30th day and before the 35th day after the date of the Certificate of Completion, the balance due the CONTRACTOR under the terms of the Agreement, provided the CONTRACTOR has duly executed and returned all documents requiring execution or approval as herein provided, or as may be provided by the OWNER, and that he has fully performed his contractual obligations under the terms of this Contract. Neither the Certificate of Acceptance nor the final payment nor any provision in the contract documents shall relieve the CONTRACTOR of the obligation for fulfillment of any warranty which may be required by law or by the contract documents. 6.10 CORRECTION OF WORK BEFORE FINAL PAYMENT. The CONTRACTOR shall promptly remove from OWNER=s premises all materials deemed unsuitable by the ENGINEER on account of failure to conform to the Contract, whether actually incorporated in the work or not, and CONTRACTOR shall, at his own expense, promptly replace such unsuitable materials with other 08/2002 00700-22 CITY OF PEARLAND GENERAL CONDITIONS materials conforming to the requirements of the Contract. The CONTRACTOR shall also bear the expense of restoring all work of other contractors damaged by any such removal or replacement. If CONTRACTOR does not remove and replace any such unsuitable work within a reasonable time after receipt of a written notice from the OWNER or the ENGINEER, the OWNER may remove, replace and remedy such work at CONTRACTOR=s expense. 6.11 CORRECTION OF WORK AFTER FINAL PAYMENT. Neither the final payment nor certificate nor any provision in this Contract shall relieve the CONTRACTOR of responsibility for faulty materials or workmanship, and he shall remedy any defects due thereto and pay for any damage to other work resulting therefrom, which shall appear within a period of one (1) year from the date of substantial completion. The OWNER or the ENGINEER shall give notice of observed defects with reasonable promptness. 6.12 PAYMENTS WITHHELD. The OWNER may, on account of subsequently discovered evidence, withhold or nullify the whole or part of any certificate or withhold partial or full payment to such extent as may be necessary to protect himself from loss on account of: (1) Defective work not remedied; (2) Claims filed or reasonable evidence indicating probable filing of claims; (3) Failure of the CONTRACTOR to make payments properly to subcontractors or for material or labor; (4) Damage to another contractor; (5) Reasonable doubt that the work can be completed for the unpaid balance of the contract amount; (6) Reasonable indication that the work will not be completed within the contract time. (7) Failure on the part of the CONTRACTOR to execute any and all documents, releases or other documents presented to the CONTRACTOR for execution, as provided for herein or otherwise. (8) Liquidated damages due to late completion. When the above grounds are removed or the CONTRACTOR provides a Surety Bond satisfactory to the OWNER, which will protect the OWNER in the amount withheld, payment may be made for the amounts withheld because of them. However, the OWNER shall have the discretion of withholding or making payment in the event any of items (1) through (8) shall be applicable to the work or progress thereof. 6.13 DELAYED PAYMENTS. Should the OWNER fail to make payment to the CONTRACTOR of the sum named in any partial or final statement, when payment is due, after the same 08/2002 00700-23 CITY OF PEARLAND GENERAL CONDITIONS has been recommended for payment by both the ENGINEER and the CONTRACTOR, and the CONTRACTOR has met all other conditions stipulated herein or in the contract documents entitling the CONTRACTOR to payment, then the OWNER shall pay to the CONTRACTOR, in addition to the sum shown as due by such statement, interest thereon at the rate of six percent (6%) per annum from date due, as provided under A6.06 PARTIAL PAYMENTS@ and A6.09 FINAL PAYMENT@, until fully paid, which shall fully liquidate any injury to the CONTRACTOR growing out of such delay in payment; but the right is expressly reserved to the CONTRACTOR, in the event payments be not promptly made as provided under A6.06 PARTIAL PAYMENTS @, to at any time thereafter treat the Contract as abandoned by the OWNER and to recover compensation as provided under A8. ABANDONMENT OF CONTRACT@, unless such payments are withheld in accordance with the provisions of A6.12 PAYMENTS WITHHELD@. 7.0 EXTRA WORK AND CLAIMS 7.01 CHANGE ORDERS. Without invalidating this Agreement, the OWNER may, at any time or from time to time, order additions, deletions or revisions to the work; such changes will be authorized by Change Order to be prepared by the ENGINEER for execution by the OWNER and the CONTRACTOR. The Change Order shall set forth the basis for any change in contract price, as hereinafter set forth for Extra Work, and any change in contract time which may result from the change. In the event the CONTRACTOR shall refuse to approve a Change Order which has been prepared by the ENGINEER, the ENGINEER may instruct the CONTRACTOR, in writing, to proceed with the work as set forth in the Change Order, and the CONTRACTOR may make a claim against the OWNER for Extra Work involved therein. However, the CONTRACTOR shall only be entitled to payment upon the execution of the final certification and release in a form as provided for herein, and CONTRACTOR shall approve such certification before the OWNER shall be obligated to make payment. 7.02 MINOR CHANGES. The ENGINEER may authorize minor changes in the work not inconsistent with the overall intent of the contract documents and not involving an increase in contract price. If the CONTRACTOR believes that any minor changes or alteration authorized by the ENGINEER involves Extra Work or entitles him to an increase in the contract price, the CONTRACTOR shall make written request to the ENGINEER for a written Field Order. In such case, the CONTRACTOR, by copy of his communication to the ENGINEER or otherwise in writing, shall advise the OWNER of his request to the ENGINEER for a written Field Order and that the work involved may result in an increase in the contract price. Any request by the CONTRACTOR for a change in contract price shall be made prior to beginning the work covered by the proposed change. 7.03 EXTRA WORK. It is agreed that the CONTRACTOR shall perform all Extra Work under the direction of the ENGINEER when presented with a written work order signed by the ENGINEER, subject, however, to the right of the CONTRACTOR to require written confirmation of such Extra Work order by the OWNER. It is agreed that the basis of compensation to the CONTRACTOR for 08/2002 00700-24 CITY OF PEARLAND GENERAL CONDITIONS work either added or deleted by a Change Order, or for which a claim for Extra Work is made, shall be determined by one or more of the following methods: Method (A) -- By agreed unit prices; or Method (B) -- By agreed lump sum; or Method (C) -- If neither Method (A) nor Method (B) be agreed upon before the Extra Work is commenced, then the CONTRACTOR shall be paid the "actual field cost" of the work, plus fifteen percent (15%). In the event said Extra Work is performed and paid for under Method (C), then the provisions of this paragraph shall apply and the "actual field cost" is hereby defined to include the cost to the CONTRACTOR of all workers, such as foremen, timekeepers, mechanics and laborers, and materials, supplies, trucks, rentals of machinery and equipment, for the time actually employed or used on such Extra Work, plus actual transportation charges necessarily incurred together with all power, fuel, lubricants, water and similar operating expenses, plus all necessary incidental expenses incurred directly on account of such Extra Work, including Social Security, Old Age Benefits and other payroll taxes, and a rateable proportion of premiums on Performance and Payment Bonds and Maintenance Bonds, Public Liability and Property Damage and Worker's Compensation, and all other insurance as may be required by law or ordinance, or directed by the OWNER, or by them agreed to. The ENGINEER may direct the form in which accounts of the "actual field cost" shall be kept and the records of these accounts shall be made available to the ENGINEER. The ENGINEER or OWNER may also specify in writing, before the work commences, the method of doing the work and the type and kind of machinery and equipment to be used; otherwise these matters shall be determined by the CONTRACTOR. Unless otherwise agreed upon, the prices for the use of machinery and equipment shall be determined by using one hundred percent (100%), unless otherwise specified, of the latest schedule of Equipment Ownership Expense adopted by the Associated General Contractors of America where practicable, and the terms and prices for the use of machinery and equipment shall be incorporated in the written Extra Work Order. The fifteen percent (15%) of the "actual field cost" to be paid to the CONTRACTOR, shall cover and compensate him for his profit, overhead, general superintendence and field office expense, and all other elements of cost and expense not embraced within the "actual field cost" as herein defined, save that where the CONTRACTOR's camp or field office must be maintained primarily on account of such Extra Work, then the cost to maintain and operate the same shall be included in the "actual field cost." No claim for Extra Work of any kind will be allowed unless ordered in writing by the ENGINEER. In case any orders or instructions, either oral or written, appear to the CONTRACTOR to involve Extra Work for which he should receive compensation or an adjustment in the construction time, he shall make written request to the ENGINEER for written order authorizing such Extra Work. Should a difference of opinion arise as to what does or does not constitute Extra Work, or as to the payment therefor, and the ENGINEER insists upon its performance, the CONTRACTOR shall proceed with the work after making written request for written order and shall keep an accurate account of the Aactual field cost@ thereof, as 08/2002 00700-25 CITY OF PEARLAND GENERAL CONDITIONS provided under Method (C). The CONTRACTOR shall then have the right to submit his claim directly to the OWNER by proper certification and attestation, on forms provided by the OWNER If the OWNER shall fail to pay or guarantee to pay said amount claimed within thirty (30) days of the date of submission, the CONTRACTOR shall have the right to file suit in the applicable District Court, for declaratory judgment or other relief, to determine his rights to such claim, and if he shall fail to file suit within sixty (60) days after the date of presentment to the OWNER, the CONTRACTOR shall lose and forfeit his right to make such claim for Extra Work at any later date, and all claims held by the CONTRACTOR shall be deemed forfeited and forever barred if the CONTRACTOR shall accept final payment without having first filed suit in the District Court. 7.04 TIME OF PILING CLAIMS. It is further agreed by both parties hereto that all questions of dispute or adjustment presented by the CONTRACTOR shall be in writing and filed with the ENGINEER within thirty (30) days after the ENGINEER has given any directions, order or instruction to which the CONTRACTOR desires to take exception. The ENGINEER shall reply within thirty (30) days to such written exceptions by the CONTRACTOR and render his final decision in writing. In case the CONTRACTOR should desire to appeal from the ENGINEER's decision, the CONTRACTOR may request a meeting between representatives of the OWNER and the CONTRACTOR for the purposes of appealing the ENGINEER's decision directly to the OWNER, such meeting to occur within ten (10) days after the date of the delivery to the CONTRACTOR of the ENGINEER's final decision. If the CONTRACTOR shall still be aggrieved after a meeting with the OWNER and/or his representative, the CONTRACTOR shall have sixty (60) days after the date of the delivery to the CONTRACTOR of the ENGINEER's final decision, to appeal the same to the applicable District Court, by filing suit for declaratory judgment or other appropriate relief In the event the CONTRACTOR shall fail, for any reason, to file suit, and shall accept final payment for all work completed, the OWNER shall be released of any and all liability, and the action by the CONTRACTOR in accepting final payment shall constitute a final bar and satisfaction of all claims held by the CONTRACTOR against the OWNER. 8.0 ABANDONMENT OF CONTRACT 8.01 ABANDONMENT BY CONTRACTOR. In case the CONTRACTOR should abandon and fail or refuse to resume work within ten (10) days after written notification from the OWNER or the ENGINEER, or if the CONTRACTOR fails to comply with the orders of the ENGINEER when such orders are consistent with the contract documents, then and in that case, where Performance and Payment Bonds exist, the sureties on these bonds shall be notified in writing and directed to complete the work, and a copy of said notice shall be delivered to the CONTRACTOR. After receiving said notice of abandonment, the CONTRACTOR shall not remove from the work any machinery, equipment, tools, or supplies then on the job, but the same, together with any materials and equipment under contract for the work may be held for use on the work by the OWNER or the surety on the Performance Bond, or another contractor in completion of the work and the CONTRACTOR shall not receive any rental or credit therefor, it being understood that the use of such equipment and materials will ultimately reduce the cost to complete the work and be reflected in the final settlement. 08/2002 00700-26 CITY OF PEARLAND GENERAL CONDITIONS Where there is no Performance Bond or in case the surety should fail to commence compliance with the notice for completion hereinabove provided for within ten (10) days after the service of such notice, then the OWNER may provide for completion of the work in either of the following elective manners: • (a) The OWNER may thereupon employ such force of workers and use such machinery, equipment tools, materials and supplies as the OWNER may deem necessary to complete the work and charge the expense of such labor, machinery, equipment, tools, materials and supplies to said CONTRACTOR, and expense so charged shall be deducted and paid by the OWNER out of such monies as may be due or that may thereafter at any time become due to the CONTRACTOR under and by virtue of this Agreement. In case such expense is less than the sum which would have been payable under this Contract if the same had been completed by the CONTRACTOR, then said CONTRACTOR shall receive the difference. In case such expense is greater than the sum which would have been payable under this Contract if the same had been completed by such CONTRACTOR then the CONTRACTOR and/or his surety shall pay the amount of such excess to the OWNER, or (b) The OWNER, under sealed bids, under the times and procedures provided for by law, may let the contract for completion of the work under substantially the same terms and conditions which are provided in this Contract. In case of any increase in cost to the OWNER under the new contract as compared to what would have been the cost under this Contract, such increase shall be charged to the CONTRACTOR, and the surety shall be and remain bound therefor. However, should the cost to complete any such new contract prove to be less than what would have been the cost to complete under this Contract the CONTRACTOR and/or his surety shall be credited therewith. When the work shall have been substantially completed, the CONTRACTOR and his surety shall be so notified and Certificates of Completion and Acceptance, as hereinabove provided, shall be issued A complete itemized statement of the contract accounts, certified by the ENGINEER as being correct, shall then be prepared and delivered to the CONTRACTOR and his surety, whereupon the CONTRACTOR and/or his surety shall pay the balance due as reflected by said statement, within fifteen (15) days after the date of such Certificate of Completion. The OWNER, prior to incurring an obligation to make payment hereunder, shall have such statement of completion attested to by the CONTRACTOR as accurate, and upon payment of the sum stated therein the OWNER shall be entitled to full and final release of any claims or demands by the CONTRACTOR. In the event the statement of accounts shows that the cost to complete the work is less than that which would have been the cost to the OWNER had the work been completed by the CONTRACTOR under the terms of this Contract, or when the CONTRACTOR and/or his surety shall pay the balance shown to be due by them to the OWNER, then all machinery, equipment, tools or supplies left on the site of the work shall be turned over to the CONTRACTOR and/or his surety. Should the cost to complete the work exceed the contract price, and the CONTRACTOR and/or his surety fail to pay the amount due the OWNER within the time designated above, and there remains any machinery, equipment, tools, 08/2002 00700-27 CITY OF PEARLAND GENERAL CONDITIONS materials or supplies on the site of the work, notice thereof, together with an itemized list of such equipment and materials, shall be mailed to the CONTRACTOR and his surety at the respective addresses designated in the Contract, provided, however, that actual written notice given in any manner will satisfy this condition. After mailing or other giving of such notice, such property shall be held at the risk of the CONTRACTOR and his surety, subject only to the duty of the OWNER to exercise ordinary care to protect such property. After fifteen (15) days from the date of such notice, the OWNER may sell such property, equipment, tools, materials or supplies, and apply the net sum derived from such sale to the credit of the CONTRACTOR and his surety Such sale may be made at either public or private sale, with or without notice, as the OWNER may elect. The OWNER shall release any machinery equipment, tools, materials or supplies, which remain on the work, and belong to persons other than the CONTRACTOR or his surety, to their proper owners. The books on all operations provided herein shall be open to the CONTRACTOR and his surety. 8.02 ABANDONMENT BY OWNER. In case the OWNER shall fail to comply with the terms of this Contract (a disputed or unilateral claim by the Contractor cannot by itself constitute Aabandonment@) and should fail or refuse to comply with said terms within ten (10) days after written notification by the CONTRACTOR, then the CONTRACTOR may suspend or wholly abandon the work, and may remove therefrom all machinery, tools and equipment, and all materials on the site of the work that have not been included in payments to the CONTRACTOR and have not been wrought into the work. And thereupon, the ENGINEER shall make an estimate of the total amount earned by the CONTRACTOR, which estimate shall include the value of all work actually completed by said CONTRACTOR (at the prices stated in the attached Proposal where unit prices are used), the value of all partially completed work at a fair and equitable price, and the amount of all Extra Work performed at the prices agreed upon, or provided for by the terms of this Contract, and a reasonable sum to cover the cost of any provisions made by the CONTRACTOR to carry the whole work to completion and which cannot be utilized. The ENGINEER shall then make a final statement of the balance due the CONTRACTOR by deducting from the above estimate all previous payments by the OWNER and all other sums that may be retained by the OWNER under the terms of this Agreement, and shall present the same to the CONTRACTOR for the CONTRACTOR's approval; and upon the CONTRACTOR's approving the same as being true, correct and accurate, and upon payment of said sum, the CONTRACTOR shall release the OWNER of any and all liability growing out of or by reason of said Contract, and then the same shall be presented to the OWNER, who shall pay to the CONTRACTOR, on or before thirty (30) days after the date of notification by the CONTRACTOR of the balance shown by said final statement as due the CONTRACTOR under the terms of this Agreement. 9.0 ARBITRATION 9.01 Any party to this Contract, upon the written agreement and acquiescence of all other parties may submit any question or dispute under the terms and provisions of the contract documents, to arbitration under such procedure and agreements as the parties shall make in writing prior to arbitration. The results of arbitration shall be binding and shall constitute an amendment to the contract documents when accepted in wnting by the parties to the Contract. 08/2002 00700-28 CITY OF PEARLAND GENERAL CONDITIONS ATTACHMENT NO. 1 TO GENERAL CONDITIONS WORKERS= COMPENSATION INSURANCE COVERAGE A. DEFINITIONS: Certificate of coverage ("certificate") - A copy of a certificate of insurance, a certificate of authority to self -insure issued by the commission, or a coverage agreement (TWCC- 81, TWCC-82, TWCC-83 or TWCC-84) showing statutory workers= compensation insurance coverage for the person's or entity's employees providing services on a project for the duration of the project. Duration of the project - includes the time from the beginning of the work on the project until the contractor's/person s work on the project has been completed and accepted by the governmental entity. Persons providing services on the project ("subcontractor" in 406.096) - includes persons or entities performing or part of the services the contractor has undertaken to perform on the project, regardless of whether that person contracted directly with the contractor and regardless of whether that person has employees. This includes, without limitation, independent contractors, subcontractors, leasing companies, motor carriers, owner -operators, employees of any such entity, or employees of any entity which furnishes persons to provide services on the project. ' Services" include, without limitation, providing, hauling, or delivering equipment or materials, or providing labor, transportation, or other service related to a project. "Services" does not include activities unrelated to the project, such as food/beverage vendors, office supply deliveries, and delivery of portable toilets. B. The contractor shall provide coverage, based on proper reporting of classification codes and payroll amounts and filing of any coverage agreements, which meets the statutory requirements of Texas Labor Code, Section 401.011 (44) for employees of the contractor providing services on the project, for the duration of the project. C. The Contractor must provide a certificate of coverage to the Owner prior to being awarded the contract. D. If the coverage period shown on the contractor's current certificate of coverage ends during the duration of the project, the contractor must, prior to the end of the coverage period, file a new certificate of coverage with the governmental entity showing that coverage has been extended. 08/2002 00700-Al CITY OF PEARLAND GENERAL CONDITIONS E The contractor shall obtain from each person providing services on a project, and provide to the governmental entity: (1) a certificate of coverage, prior to that person beginning work on the project, so the governmental entity will have on file certificates of coverage showing coverage for all persons providing services on the project; and (2) no later than seven days after receipt by the contractor, a new certificate of coverage showing extension of coverage, if the coverage period shown on the current certificate of coverage ends during the duration of the project. F. The contractor shall retain all required certificates of coverage for the duration of the project and for one year thereafter. G. The contractor shall notify the governmental entity in writing by certified mail or personal delivery within 10 days after the contractor knew or should have known, of any changes that materially affects the provision of coverage of any person providing services on the project. H. The contractor shall post on each project site a notice, in the text, form and manner prescribed by the Texas Worker=s Compensation Commission, informing all persons providing services on the project that they are required to be covered, and stating how a person may verify coverage and report lack of coverage NOTICE REQUIRED WORKER=S COMPENSATION COVERAGE AThe law requires that each person working on this site or providing services related to this construction project must be covered by worker=s compensation insurance. This includes persons providing, hauling, or delivering equipment or materials, or providing labor or transportation or other service related to the project, regardless of the identify of their employer or status as an employee. @ ACall the Texas Worker=s Compensation Commission at (512) 440-3789 to receive information on the legal requirements for coverage, to verify whether your employer has provided the required coverage, or to report an employer=s failure to provide coverage.@ 08/2002 00700-A2 CITY OF PEARLAND GENERAL CONDITIONS I. The contractor shall contractually require each person with whom it contracts to provide services on a project, to: (1) provide coverage, based on proper reporting of classification codes and payroll amounts and filing of any coverage agreements, which meets the statutory requirements of Texas Labor Code, Section 401.011 (44) for all of its employees providing services on the project, for the duration of the project; (2) provide to the contractor, prior to that person beginning work on the project, a certificate of coverage showing that coverage is being provided for all employees of the person providing services on the project, for the duration of the project: provide the contractor, prior to the end of the coverage period, a new certificate of coverage, showing extension of coverage, if the coverage period shown on the current certificate of coverage ends during the duration of the project; (4) obtain from each other person with whom it contracts, and provide to the contractor: (a) a certificate of coverage, prior to the other person beginning work on the project; and (3) (5) (b) a new certificate of coverage shown extension of coverage, prior to the end of the coverage period, if the coverage period shown on the current certificate of coverage ends during the duration of the project; retain all required certificates of coverage on file for the duration of the project and for one year thereafter; (6) notify the governmental entity in writing by certified mail or personal delivery, within 10 days after the person knew or should have known, of any change that materially affects the provision of coverage of any person providing services on the project; and contractually require each person with whom it contracts, to perform as required by paragraphs (1) - (7), with the certificates of coverage to be provided to the person for whom they are providing services. J. By signing this contract or providing or causing to be provided a certificate of coverage, the contractor is representing to the governmental entity that all employees of the contractor who will provide services on the project will be covered by worker=s compensation coverage for the duration of the project, that the coverage agreements will be based on proper reporting of classification codes and payroll amounts, and that all coverage agreements will be filed with the appropriate insurance carrier or, in the case of a self -insured, with the commission=s Division of Self -Insurance Regulation. Providing false or misleading information may subject the contractor to administrative penalties, criminal penalties, civil penalties, or other civil actions. (7) 08/2002 00700-A3 CITY OF PEARLAND GENERAL CONDITIONS K. The contractor=s failure to comply with any of these provisions is a breach of contract by the contractor which entitles the governmental entity to declare the contractor void if the contractor does not remedy the breach within ten days after receipt of notice of breach from the governmental entity. • 08/2002 1 00700-A4 CITY OF PEARLAND GENERAL CONDITIONS ATTACHMENT NO. 2 TO GENERAL CONDITIONS AGREEMENT FOR FINAL PAYMENT AND CONTRACTOR'S SWORN RELEASE In order to insure that the rights, obligations and responsibilities of all parties to the original contract document are fully protected, which contract document was signed and executed on the day of 20 by , referred to therein as CONTRACTOR and hereinafter referred to as CONTRACTOR, and , hereinafter referred to as OWNER, on the _ day of , 20 _, and further in consideration for the final payment of all sums due and claimed by the CONTRACTOR against OWNER, the CONTRACTOR makes the following representations to OWNER, either individually if a proprietorship, jointly by all partners if a partnership, or if a corporation, by action of the president and secretary of said corporation, as duly authorized by appropriate action of the stockholders and/or board of directors of said corporation, their signatures hereon constituting a representation under oath by said individuals that they have the power and authority to execute this Agreement for and on behalf of the said corporation: I. The Contractor has received (number) payments pursuant to (number) of Contractor Payment Estimates, copies of which are attached hereto and marked Exhibit "A", presented to OWNER and paid during the progress of the job referred to in the Contract between the parties; and in this regard, the undersigned CONTRACTOR represents to OWNER that it does not claim nor intend to claim at any future date, any additional sums of money of any nature whatsoever under and by virtue of the payment estimates previously submitted to the ENGINEER for approval, or any other sums of money 08/2002 00700-B 1 CITY OF PEARLAND GENERAL CONDITIONS of any nature whatsoever for materials furnished and used in the job or for work done, and hereby releases and discharges OWNER from any liabilities of any nature whatsoever, for any claims of any nature made by the CONTRACTOR at some future date, or by its successors or assigns. II. The undersigned CONTRACTOR further represents to OWNER that the Final Payment Estimate and Change Order, if any, submitted by the CONTRACTOR to OWNER, whether or not modified, corrected or changed in some way by deletions or other modifications by the ENGINEER, the CONTRACTOR or the OWNER, a copy of which is attached hereto and marked Exhibit "B", is true, correct and accurate; and it is further agreed and stipulated by the undersigned CONTRACTOR that upon the receipt of final payment in the amount as set out on the Final Payment Estimate and Change Order, the CONTRACTOR, by execution of this instrument of release, does, therefore, release and forever discharge OWNER of and from all manner of debts, demands, obligations, suits, liabilities and causes of action of any nature whatsoever under and by virtue of the terms and provisions of the Contract hereinbefore referred to, and any change or modification thereof, or in any manner growing out of or arising from or by virtue of the work, labor and services performed by the CONTRACTOR. f. CONTRACTOR, in addition to the provisions set out in the contract document, agrees to indemnify and hold OWNER harmless from any and all causes of action, claims, demands or suits made by any person or other entity against OWNER, by reason of the work performed by such CONTRACTOR, and agrees to defend or to cause the same to be defended at the CONTRACTOR's sole expense and obligation, whenever such actions may be brought, and further to pay all costs incurred by 08/2002 00700-B2 CITY OF PEARLAND GENERAL CONDITIONS OWNER in the defense thereof, including administrative costs and attorney's fees, and further to pay any judgments or settlements which may be entered into or agreed to against or for the benefit of OWNER. It is, however, specifically agreed that OWNER shall not enter into any settlement agreements without the acquiescence and agreement of the CONTRACTOR. IV. The CONTRACTOR, acting by and through the person or persons whose names are subscribed hereto, does solemnly swear and affirm that all bills and claims have been paid to all materialmen, suppliers, laborers, subcontractors, or other entities performing services or supplying materials, and that OWNER shall not be subject to any bills, claims, demands, litigation or suits in connection therewith. V. It is further specifically understood and agreed that this Agreement for Final Payment and Contractors's Sworn Release shall constitute a part of the original Contract of the parties heretofore previously referred to, and it is also specifically understood and agreed that this Agreement shall not act as a modification, waiver or renunciation by OWNER of any of its rights or remedies as set out in the contract itself, but this Agreement for Final Payment and Contractor=s Sworn Release shall constitute a supplement thereto for the additional protection of OWNER. VI. This Agreement for Final Payment and Contractor's Sworn Release shall be considered to be continuing and binding upon the parties hereto and shall not terminate upon receipt and acceptance by the CONTRACTOR of final payment, but shall be deemed continuing so long as any actions, claims or other demands contemplated herein against OWNER, may lawfully be brought under applicable statutes 08/2002 00700-B3 CITY OF PEARLAND GENERAL CONDITIONS of limitations, and shall in addition be deemed to be continuing for such additional period of time as shall be necessary to compensate and repay to OWNER, all costs or damages incurred by it by reason of such claims. SIGNED and EXECUTED this, the day of 20 . CONTRACTOR Signature Print Name. [If CONTRACTOR is a proprietorship, owner must sign; if a partnership, each partner must sign; if a corporation, the following language should be used.] SIGNED and EXECUTED this, the day of , 20 , by , a Texas corporation, under authority granted to the undersigned by said corporation as contained in the Charter, By -Laws or Minutes of a meeting of said corporation regularly called and held. CONTRACTOR: By: President ATTEST: Corporate Secretary (Corporate Seal) 08/2002 00700-B4 CITY OF PEARLAND GENERAL CONDITIONS [This form is for use by either a proprietorship or a partnership. In the event CONTRACTOR is a partnership or a joint proprietorship, additional signature lines should be added for each individual.] AFFIDAVIT STATE OF TEXAS COUNTY OF BEFORE ME, the undersigned authority, on this day personally appeared the person or persons whose name(s) are subscribed to the above and foregoing Agreement for Final Payment and Contractor's Sworn Release, who each, after being by me duly sworn, on their oaths deposed and said: I(We) am(are) the person(s) who signed and executed the above and foregoing Agreement for Final Payment and Contractor=s Sworn Release, and I(we) have read the facts and statements as therein set out and the representations as made therein, and I(we) state that the above and foregoing are true and correct. CONTRACTOR - Affiant SWORN TO AND SUBSCRIBED TO before me, the day of 20 Notary Public, State of Texas My Commission Expires: 08/2002 00700-B5 CITY OF PEARLAND GENERAL CONDITIONS [This form is for use in the event CONTRACTOR is a corporation.] AFFIDAVIT STATE OF TEXAS COUNTY OF BEFORE ME, the undersigned authority, on this day personally appeared the persons who signed and executed the above and foregoing Agreement for Final Payment and Contractor's Sworn Release, whose names are set out above, who each, after being by me duly sworn, on their oaths deposed and said: We each are the persons whose names are subscribed above, and hold respectively the offices in the corporation as set out above, and each state under oath that we have the authority to execute this Agreement for Final Payment and Contractor's Sworn Release for and on behalf of said corporation, pursuant to authority granted to us in the Charter of said corporation, the By -Laws of said corporation and/or the Minutes of said corporation; and the facts, statements and representations as set out in the instrument to which this Affidavit is attached, are true and correct. SWORN TO AND SUBSCRIBED TO before me this, the day of , 20 . Notary Public, State of Texas My Commission Expires: 08/2002 00700-B6 CITY OF PEARLAND SPECIAL CONDITIONS FOR AGREEMENT Section 00800 SPECIAL CONDITIONS FOR AGREEMENT The following special Conditions modify the General Conditions, Document 00700. Where a portion of the General Conditions is modified or deleted by these Special Conditions, the unaltered portions of the Special Conditions shall remain in effect. Add the following paragraph to Article 1.01. The OWNER'S representative on the project site will be determined prior to the preconstruction meeting. Add the following to Article 1.09: All testing required for the acceptance of the work required by the Contract shall be completed and indicate satisfactory results prior to substantial completion being granted. Modify the second sentence of Article 3.02 to read as follows: "The ENGINEER shall furnish the CONTRACTOR three (3) copies of all plans and specifications without expense to the CONTRACTOR." Add the following paragraph to Article 4.03: The prevailing wage rates applicable to this Project shall be Document 00811— Wage Scale for Engineering Construction, as bound in the Project Manual. Add the following paragraph to Article 4.05: a Maintenance Bond in accordance with Document 00612 and a Surface Correction Bond in accordance with Document 00613 are also required Tor this project. The cost of these bonds shall be included in the CONTRACTOR'S Proposal. Add the following paragraph to Article 5.01: All time worked on holidays and other than 7:30 a.m. to 4 30 p.m. Monday through Saturday will be overtime hours. Contractor shall pay all inspection costs for overtime work by City personnel created by Contractor's choice to work other than normal hours. No work will be allowed on Sundays. This contract time as defined in this proposal and other sections of the Contract Documents includes a certain number of rain/mud days. Based on the Alvin Weather Center records, the average annual rain days from June 1898 to December 1996 is 40 days calculated from all precipitation days of record, including trace amount days. Contractor is required to keep a record of rain/mud days at the site. Record of rain/mud days must be accepted and signed off by the City Inspector monthly, and it shall be reported on the monthly pay estimate submittals. At the end of the Contract, Contractor will be credited only the number of accepted rain/mud days that exceed 40 rain/mud days per year, or any proportionate fraction thereof. 08/2002 00800-1 CITY OF PEARLAND SPECIAL CONDITIONS FOR AGREEMENT Add the following paragraph to Article 5.02: Contractor shall be allowed extension time for each day the Contractor is unable to perform principal units of work for a period of not less than seven (7) hours between 7 00 a.m. and 6:00 p.m. due to rain or other weather related work stoppages in excess of the number of days identified in Article 5.01. The Contractor shall notify the Owner in writing within ten (10) days of each such occurrence. Failure to make such written notification within such time shall constitute an irrevocable waiver of such extension by the Contractor. The Engineer shall determine whether an extension of time is justified, which determination shall be final. Add the following as Article 10.0 In preparation of the Drawings and Specifications ENGINEER has relied on: ` Geotechnical Investigation FM 518 West Sewer Pearland, Texas". Report No. 1140134501 by Geotest Engineering, Inc., Iraj Mostamand, P.E., and Mohan C. Ballagere, P E 08/2002 00800-2 WAGE SCALE FOR CITY OF PEARLAND ENGINEERING CONSTRUCTION SECTION 00811 WAGE SCALE FOR ENGINEERING CONSTRUCTION 1.01 In accordance with the Prevailing Wage law on Public Works (Article 5159-a of the Revised Civil Statutes of Texas), the public body awarding the contract does hereby specify the following to be the general prevailing rates ion the locality in which the work is being performed. 1.02 This prevailing wage rate does not prohibit the payment of more than the rates stated. 1.03 The wage scale for engineering construction is to be applied to all site work greater the 5 feet from an extenor wall of new building under construction or from an extenor wall of an existing building. (Attach the current wage rates. Number the pages 00811-2, 00811-3, etc...) 08/2002 00811-1 CITY OF PEARLAND SUMMARY OF WORK Section 01100 SUMMARY OF WORK 1.0 GENERAL 1.01 SECTION INCLUDES A Summary of the Work including work by Owner, Owner furnished products, Work sequence, future Work, Contractor use of Premises, and Owner occupancy. 1.02 WORK COVERED BY CONTRACT DOCUMENTS A Work of the contract is for the construction of approximately 10,000 LF of 18", 24", and 30" sanitary sewer lines, a 3.5 MGD lift station and a 7.0 MGD lift station. 1.03 ALTERNATES - Not Used 1.04 WORK BY OWNER - Not Used 1.05 OWNER FURNISHED PRODUCTS - Not Used 1.06 CONSTRUCTION PHOTOGRAPHS A Submit preconstruction (and post construction) photographs in accordance with Section 01380. 1.07 WORK SEQUENCE - Not Used 1.08 FUTURE WORK — Not Used 1.09 CONTRACTOR USE OF PREMISES A Comply with procedures for access to the site and Contractor's use of rights -of -way as specified in Section 01140 - Contractor's Use of Premises. B Utility Outages and Shutdown: Contractor shall notify the City of Pearland Depaitinent of Public Works at least 48 hours prior to any shutdowns of the water and/or sewer system Length of time for shut downs may be limited and the Contractor shall be required to provide temporary service when directed by the Engineer. 1.10 OWNER OCCUPANCY — Not Used 2.0 PRODUCTS-NotUsed 08/2002 01100-1 CITY OF PEARLAND SUMMARY OF WORK 3.0 EXECUTION -NotUsed END OF SECTION 08/2002 01100-2 CITY OF PEARLAND CONTRACTOR USE OF PREMISES Section 01140 CONTRACTOR USE OF PREMISES 1.0 GENERAL 1.01 SECTION INCLUDES A Section includes general use of the site including properties inside and outside of rights - of -way, work affecting road, ramps, streets and driveways and notification to adjacent occupants. 1.02 RIGHTS -OF -WAY A Confine access and operations and storage areas to rights -of -way provided by Owner as stipulated in Document 00700 - General Conditions; trespassing on abutting lands or other lands in the area is not allowed. B Contractor may make arrangements, at Contractor's cost, for temporary use of private properties, in which case Contractor and Contractor's surety shall indemnify and hold harmless the Owner against claims or demands arising from such use of properties outside of rights -of -way. C Restrict total length which materials may be distributed along the route of the construction at any one time to 1,000 linear feet unless otherwise approved by Engineer. 1.03 PROPERTIES OUTSIDE OF RIGHTS -OF -WAY A Altering the condition of properties adjacent to and along rights -of -way will not be permitted unless authorized by the Engineer and property owner(s). B Means, methods, techniques, sequences, or procedures which will result in damage to properties or improvements in the vicinity outside of nghts-of-way will not be permitted. C Any damage to properties outside of rights -of -ways shall be repaired or replaced to the satisfaction of the Engineer and at no cost to the Owner. 1.04 USE OF SITE A Obtain approvals of governing authorities prior to impeding or closing public roads or streets. Do not close more than one consecutive intersections at one time. B Notify Engineer 48 hours prior to closing a street or a street crossing. Permits for street closures are required in advance and are the responsibility of the Contractor. C Maintain access for emergency vehicles including access to fire hydrants. 08/2002 01140-1 CITY OF PEARLAND CONTRACTOR USE OF PREMISES D Avoid obstructing drainage ditches or inlets; when obstruction is unavoidable due to requirements of the Work, provide grading and temporary drainage structures to maintain unimpeded flow. E Locate and protect private lawn sprinkler systems, which may exist on rights -of -ways within the site. Repair or replace damaged systems to condition equal to or better than that existing at start of Work, at no additional costs to the Owner. F Perform daily clean-up of dirt outside the construction zone, and debris, scrap materials, and other disposable items. Keep streets, driveways, and sidewalks clean of dirt, debris and scrap materials. Do not leave buildings, roads, streets or other construction areas unclean overnight. 1.05 NOTIFICATION TO ADJACENT OCCUPANTS A Notify individual occupants in areas to be affected by the Work of the proposed construction and time schedule. Notification shall be 24 hours, 72 hours and 2 weeks prior to work being performed within 200 feet of the homes or businesses. B Include in notification names and telephone numbers of two company representatives for resident contact, who will be available on 24-hour call. Include precautions which will be taken to protect private property and identify potential access or utility inconvemence or disruption. C Submit proposed notification to Engineer for approval Consideration shall be given to the ethnicity of the neighborhood where English is not the dominant language. Notice shall be in an understandable language. 1.06 PUBLIC, TEMPORARY, AND CONSTRUCTION ROADS AND RAMPS A Construct and maintain temporary detours, ramps, and roads to provide for normal public traffic flow when use of public roads or streets is closed by necessities of the Work. B Provide mats or other means to prevent overloading or damage to existing roadways from tracked equipment or exceptionally large or heavy trucks or equipment. C Construct and maintain access roads and parking areas as specified in Section 01500 - Temporary Facilities and Controls. 1.07 EXCAVATION IN STREETS AND DRIVEWAYS A Avoid hindering or needlessly inconveniencing public travel on a street or any intersecting alley or street for more than two blocks at any one time, except by permission of the Engineer. B Obtain the Engineer's approval when the nature of the Work requires closing of an entire street. Permits required for street closure are the Contractor s responsibility. Avoid unnecessary inconvenience to abutting property owners. 08/2002 01140-2 CITY OF PEARLAND CONTRACTOR USE OF PREMISES C Remove surplus materials and debris and open 1000 feet or less for public use as work in that block is complete. D Acceptance of any portion of the Work will not be based on return of street to public use. E Avoid obstructing driveways or entrances to private property. F Provide temporary crossing or complete the excavation and backfill in one continuous operation to minimize the duration of obstruction when excavation is required across drives or entrances. G Provide barricades and signs in accordance with Section VI of the State of Texas Manual on Uniform Traffic Control Devices. 1.08 TRAFFIC CONTROL A Comply with traffic regulation as specified in Section 01555 - Traffic Control and Regulation. 1.09 SURFACE RESTORATION A Restore site to condition existing before construction to satisfaction of Engineer, unless specifically indicated otherwise. B Repair paved area per the requirements of Section 02980 - Pavement Repair and Resurfacing. C Repair turf areas which become damaged, level with bank run sand conforming to Section 02318 - Excavation and Backfill for Utilities, or topsoil conforming to Section 02910 - Topsoil, as approved by the Engineer and resod in accordance with Section 02922 - Sodding. Water and level newly sodded areas with adjoining turf using steel wheel rollers appropriate for sodding. Do not use spot sodding or sprigging. D All areas disturbed within Texas Department of Transportation (TxDOT) nght-of-way that have a 3:1 slope or steeper shall be sodded in accordance with this contract and TxDOT requirements. E All disturbed, non -paved areas that do not require sodding shall be hydromulched in accordance with Section 02921— Hydromulch Seeding. 2.0 PRODUCTS Not Used 3.0 EXECUTION - Not Used END OF SECTION 08/2002 01140-3 CITY OF PEARLAND MEASUREMENT AND PAYMENT Section 01200 MEASUREMENT AND PAYMENT 1.0 GENERAL 1.01 SECTION INCLUDES A Procedures for measurement and payment plus conditions for nonconformance assessment and nonpayment for rejected products. 1.02 AUTHORITY A Measurement methods delineated in Specification sections are intended to complement the criteria of this section. In the event of conflict, the requirements of the Specification section shall govern. B Measurements and quantities submitted by the Contractor will be verified by the Engineer. C Contractor shall provide necessary equipment, workers, and survey personnel as required by Engineer to verify quantities. 1.03 UNIT QUANTITIES SPECIFIED A Quantity and measurement estimates stated in the Agreement are for contract purposes only. Quantities and measurements supplied or placed in the Work authonzed and verified by Engineer shall determine payment as stated in the General Conditions. B If the actual Work requires greater or lesser quantities than those quantities indicated in the Bid Form, provide the required quantities at the unit prices contracted, except as otherwise stated in the General Conditions or in executed Change Order. 1.04 MEASUREMENT OF QUANTITIES A Measurement by Weight: Reinforcing steel, rolled or formed steel or other metal shapes will be measured by CRSI or AISC Manual of Steel Construction weights. Welded assemblies will be measured by CRSI or AISC Manual of Steel Construction or scale weights. B Measurement by Volume: 1. Stockpiles: Measured by cubic dimension using mean length, width, and height or thickness. 2. Excavation and Embankment Materials: Measured by cubic dimension using the average end area method. C Measurement by Area: Measured by square dimension using mean length and width or radius. 08/2002 01200-1 CITY OF PEARLAND MEASUREMENT AND PAYMENT D Linear Measurement: Measured by linear dimension, at the item centerline or mean chord. E Stipulated Price Measurement: By unit designated in the agreement. F Other. Items measured by weight, volume, area, or lineal means or combination, as appropriate, as a completed item or unit of the Work. 1.05 PAYMENT A Payment Includes: Full compensation for all required supervision, labor, products tools, equipment, plant, transportation, services, and incidentals; and erection application or installation of an item of the Work; and Contractor's overhead and profit. B Total compensation for required Unit Price Work shall be included in Unit Pnce bid in Bid schedule. Claims for payment as Unit Price Work, but not specifically covered in the list of unit prices contained in Bid Schedule, will not be accepted. C Progress payments will be based on the Engineer's observations and evaluations of quantities incorporated in the Work multiplied by the unit price. D Final payment for Work governed by unit prices will be made on the basis of the actual measurements and quantities determined by Engineer multiplied by the unit price for Work which is incorporated in or made necessary by the Work. 1.06 NONCONFORMANCE ASSESSMENT A Remove and replace the Work, or portions of the Work, not conforming to the Contract Documents. B If, in the opinion of Engineer, it is not practical to remove and replace the Work, the Engineer will direct one of the following remedies: 1. The nonconforming Work will remain as is, but the unit price will be adjusted to a lower pnce at the discretion of Engineer. 2. The nonconforming Work will be modified as authorized by the Engineer, and the unit price will be adjusted to a lower price at the discretion of Engineer, if the modified work is deemed to be less suitable than originally specified. • C Specification sections may modify these options or may identify a specific formula or percentage price reduction. D The authority of Engineer to assess the nonconforming work and identify payment adjustment is final. 1.07 NONPAYMENT FOR REJECTED PRODUCTS A Payment will not be made for any of the following* 1. Products wasted or disposed of in a manner that is not acceptable to Engineer. 2. Products determined as nonconforming before or after placement. 08/2002 01200-2 CITY OF PEARLAND MEASUREMENT AND PAYMENT 3. Products not completely unloaded from transporting vehicle. 4. Products placed beyond the lines and levels of the required Work. 5. Products remaining on hand after completion of the Work, unless specified otherwise. 6. Loading, hauling, and disposing of rejected products. 2.0 PRODUCTS -NotUsed 3.0 EXECUTION - NotUsed END OF SECTION 08/2002 01200-3 CITY OF PEARLAND CHANGE ORDER PROCEDURES Section 01290 CHANGE ORDER PROCEDURES 1.0 GENERAL 1.01 SECTION INCLUDES A Procedures for processing Change Orders, including: 1. Assignment of a responsible individual for approval and communication of changes in the Work; 2. Documentation of change in Contract Price and Contract Time; 3. Change procedures, using proposals and construction contract modifications, work change directive, stipulated price change order, unit pnce change order, time and materials change order; 4. Execution of Change Orders; 5. Correlation of Contractor submittals. 1.02 REFERENCES A Rental Rate Blue Book for Construction Equipment (Data Quest Blue Book). Rental Rate is defined as the full unadjusted base rental rate for the appropnate item of construction equipment. 1.03 RESPONSIBLE INDIVIDUAL A Contractor shall provide a letter indicating the name and address of the individual authorized to execute change documents, and who shall also be responsible for informing others in Contractor's employ and Subcontractors of changes to the Work. The information shall be provided at the Preconstruction Conference. 1.04 DOCUMENTATION OF CHANGE IN CONTRACT PRICE AND CONTRACT TIME A Contractor shall maintain detailed records of changes in the Work. Provide full information required for identification and evaluation of proposed changes, and to substantiate costs of changes in the Work. B Contractor shall document each proposal for a change in cost or time with sufficient data to allow evaluation of the proposal. C Proposals shall include, as a minimum, the following information as applicable: 1. Quantities of items in the original Bid Schedule with additions reductions, deletions, and substitutions. 2. When Work items were not included in the Bid Schedule, Contractor shall provide unit prices for the new items, with supporting information as required by the Engineer. 3. Justification for any change in Contract Time. 4. Additional data upon request. 08/2002 01290-1 CITY OF PEARLAND CHANGE ORDER PROCEDURES D For changes in the Work performed on a time -and -material basis, the following additional information may be required: 1. Quantities and description of products and equipment. 2. Taxes, insurance and bonds. 3. Overhead and profit as noted in Document 00800 - Supplementary Conditions. 4. Dates and times work was performed, and by whom. 5. Time records and certified copies of applicable payrolls. 6. Invoices and receipts for products, rented equipment, and subcontracts, similarly documented. E Rented equipment will be paid to the Contractor by actual invoice cost for the duration of time required to complete the extra work. If the extra work comprises only a portion of the rental invoice where the equipment would otherwise be on the site, the Contractor shall compute the hourly equipment rate by dividing the actual monthly invoice by 176. (One day equals 8 hours and one week equals 40 hours.) Operating costs shall not exceed the estimated operating costs given for the item of equipment in the Blue Book. F For changes in the work performed on a time -and -materials basis using Contractor - owned equipment, compute rates with the Blue Book as follows: 1. Multiply the appropriate Rental Rate by an adjustment factor of 70 percent plus the full rate shown for operating costs. The Rental Rate utilized shall be the lowest cost combination of hourly, daily, weekly or monthly rates. Use 150 percent of the Rental Rate for double shifts (one extra shift per day) and 200 percent of the Rental Rate for more than two shifts per day. No other rate adjustments shall apply. 2. Standby rates shall be 50 percent of the appropnate Rental Rate shown in the Blue Book. Operating costs will not be allowed. 1.05 CHANGE PROCEDURES A Changes to Contract Price or Contract Time can only be made by issuance of a Change Order. Issuance of a Work Change Directive or written acceptance by the Engineer of changes will be formalized into Change Orders. All changes will be in accordance with the requirements of the General Conditions. B The Engineer will advise of minor changes in the Work not involving an adjustment to Contract Price or Contract Time as authorized by the General Conditions by issuing supplemental instructions. C Contractor may request clarification of Drawings, Specifications or Contract Documents or other information. Response by the Engineer to a Request for Information does not authorize the Contractor to perform tasks outside the scope of the Work. All changes must be authorized as described in this section. 08/2002 01290-2 CITY OF PEARLAND CHANGE ORDER PROCEDURES 1.06 PROPOSALS AND CONTRACT MODIFICATIONS A The Engineer may issue a - Request for Proposal, which includes a detailed description of a proposed change with supplementary or revised Drawings and Specifications The Engineer may also request a proposal in the response to a Request for Information. Contractor will prepare and submit its Proposal within 7 days or as specified in the request. B The Contractor may propose an unsolicited change by submitting a Proposal to the Engineer describing the proposed change and its full effect on the Work, with a statement describing the reason for the change and the effect on the Contract Price and Contract Time including full documentation. 1.07 WORK CHANGE DIRECTIVE • A Engineer may issue a signed Work Change Directive instructing the Contractor to proceed with a change in the Work, for subsequent inclusion in a Change Order. B The document will describe changes in the Work and will designate a method of determining any change in Contract Price or Contract Time. C Contractor shall proceed promptly to execute the changes in the Work in accordance with the Work Change Directive. 1.08 STIPULATED PRICE CHANGE ORDER A A stipulated pnce Change Order will be based on an accepted Proposal including the Contractor's lump sum price quotation. 1.09 UNIT PRICE CHANGE ORDER A Where Unit Prices for the affected items of Work are included in the Bid Schedule, the unit price Change Order will be based on unit pnces as originally bid, subject to provisions of the General Conditions. B Where unit prices of Work are not pre -determined in the Bid Schedule, Work Change Directive or accepted Proposal will specify the unit prices to be used. 1.10 TIME -AND -MATERIAL CHANGE ORDER A Contractor shall provide an itemized account and supporting data after completion of change, within time limits indicated for claims in the General Conditions. B Engineer will determine the change allowable in Contract Price and Contract Time as provided in the General Conditions. C Contractor shall maintain detailed records of work done on time -and -material basis as specified in paragraph 1.04, Documentation of Change in Contract Price and Contract Time. 08/2002 01290-3 CITY OF PEARLAND CHANGE ORDER PROCEDURES D Contractor shall provide full information required for evaluation of changes, and shall substantiate costs for changes in the Work. 1.11 EXECUTION OF CHANGE DOCUMENTATION A Engineer will issue Change Orders, Work Change Directives, or accepted Proposals for signatures of parties as described m the General Conditions. 1.12 CORRELATION OF CONTRACTOR SUBMITTALS A For Stipulated Pnce Contracts, Contractor shall promptly revise Schedule of Values and Application for Payment forms to record each authorized Change Order as a separate line item and adjust the Contract Pnce. B For Unit Price Contracts, the next monthly estimate of work after acceptance of a Change Order will be revised to include any new items not previously included and the appropriate unit rates. C Contractor shall promptly revise progress schedules to reflect any change in Contract Time, and shall revise schedules to adjust time for other items of work affected by the change, and resubmit for review. D Contractor shall promptly enter changes to the on -site and record copies of the Drawings, Specifications or Contract Documents as required in Section 01720 - Project Record Documents. 2.0 PRODUCTS - Not Used 3.0 EXECUTION - Not Used END OF SECTION 08/2002 01290-4 CITY OF PEARLAND COORDINATION AND MEETINGS Section 01310 COORDINATION AND MEETINGS 1.0 GENERAL 1.01 SECTION INCLUDES A Section includes general coordination including preconstruction conference, site mobilization conference, and progress meetings. 1.02 RELATED DOCUMENTS A Coordination is required throughout the documents. Refer to all of the Contract Documents and coordinate as necessary. 1.03 ENGINEER AND REPRESENTATIVES A The Engineer may act directly or through designated representatives as defined in the General Conditions and as identified by name at the preconstruction conference. 1.04 CONTRACTOR COORDINATION A Coordinate scheduling, submittals, and Work of the various Specifications sections to assure efficient and orderly sequence of installation of interdependent construction elements. B Coordinate completion and clean up of Work for Substantial Completion and for portions of Work designated for Owner's partial occupancy. C Coordinate access to site for correction of nonconforming Work to minimize disruption of Owner's activities where Owner is in partial occupancy. 1.05 PRECONSTRUCTION CONFERENCE A Engineer will schedule a preconstruction conference. B Attendance Required: Engineer's representatives, Consultants, Contractor, and major Subcontractors. C Agenda: 1. Distribution of Contract Documents 2. Designation of personnel representing the parties in Contract, and the Consultant. 3. Review of insurance 4. Discussion of formats proposed by the Contractor for schedule of values, and construction schedule 08/2002 01310-1 CITY OF PEARLAND COORDINATION AND MEETINGS 5. Procedures and processing of shop drawings and other submittals, substitutions, pay estimates or applications for payment, Requests for Information, Request for Proposal, Change Orders, and Contract closeout 6. Scheduling of the Work and coordination with other contractors 7. Review of Subcontractors 8. Appropriate agenda items listed for Site Mobilization Conference, paragraph 1.06 C, when preconstruction conference and site mobilization conference are combined 9. Procedures for testing 10. Procedures for maintaining record documents 1.06 SITE MOBILIZATION CONFERENCE A When required by the Contract Documents, Engineer will schedule a conference at the Project site prior to Contractor occupancy. B Attendance Required: Engineer representatives, Consultants, Contractor's Supenntendent, and major Subcontractors. C Agenda: 1. Use of premises by Owner and Contractor 2. Safety and first aid procedures 3. Construction controls provided by Owner 4. Temporary utilities 5. Survey and layout 6. Security and housekeeping procedures 1.07 PROGRESS MEETINGS A Project meetings shall be held at Project field office or other location as designated by the Engineer. Meeting shall be held at monthly intervals, or more frequent intervals if directed by Engineer. B Attendance Required: Job supenntendent, major Subcontractors and suppliers, Engineer representatives, and Consultants as appropriate to agenda topics for each meeting. C Engineer or his representative will make arrangements for meetings, and recording minutes. D Engineer or his representative will prepare the agenda and preside at meetings. E Contractor shall provide required information and be prepared to discuss each agenda item. F Agenda: 1. Review minutes of previous meetings 2. Review of Work progress schedule submittal, and pay estimates, payroll and compliance submittals 3. Field observations, problems, and decisions 08/2002 01310-2 CITY OF PEARLAND COORDINATION AND MEETINGS 4. Identification of problems which impede planned progress 5. Review of submittals schedule and status of submittals 6. Review of Request for Information and Request for Proposal status 7. Change order status 8. Review of off -site fabrication and delivery schedules 9 Maintenance of progress schedule 10. Corrective measures to regain projected schedules 11. Planned progress during succeeding work period 12. Coordination of projected progress 13. Maintenance of quality and work standards 14. Effect of proposed changes on progress schedule and coordination 15. Other items relating to Work 2.0 PRODUCTS - Not Used 3.0 EXECUTION - Not Used END OF SECTION 08/2002 01310-3 CITY OF PEARLAND SUBMITTALS Section 01350 SUBMITTALS 1.0 GENERAL 1.01 SECTION INCLUDES A Submittal procedures for: 1. Schedule of Values 2. Construction Schedules 3. Shop Drawings, Product Data, and Samples 4. Operations and Maintenance Data 5. Manufacturer's Certificates 6. Construction Photographs 7. Project Record Documents 8. Design Mixes 1.02 SUBMITTAL PROCEDURES A Scheduling and Handling 1. Schedule submittals well in advance of the need for the material or equipment for construction. Allow time to make delivery of material or equipment after submittal is approved. 2. Develop a submittal schedule that allows sufficient time for initial review, correction, resubmission and final review of all submittals. The Engineer will review and return submittals to the Contractor as expeditiously as possible but the amount of time required for review will vary depending on the complexity and quantity of data submitted. In no case will a submittal schedule be acceptable which allows less than 30 days for initial review by the Engineer. This time for review shall in no way be justification for delays or additional compensation to the Contractor. 3. The Engineer's review of submittals covers conformity to the Drawings, Specifications and dimensions, which affect the layout. The Contractor is responsible for quantity determination. The Contractor is responsible for any errors, omissions or deviations from the Contract requirements; review of submittals in no way relieves the Contractor from his obligation to furnish required items according to the Drawings and Specifications. 4. Submit a minimum of 6 copies of documents unless otherwise specified in the following paragraphs or in the Specifications. The Owner/Engineer will retain a minimum of 4 copies of all approved submittals. 5. Revise and resubmit submittals as required. Identify all changes made since previous submittal. 6. The Contractor shall assume the risk for material or equipment, which is fabricated or delivered prior to approval. No material or equipment shall be incorporated into the Work or included in periodic progress payments until approval has been obtained in the specified manner. 08/2002 01350-1 CITY OF PEARLAND SUBMITTALS B Transmittal Form and Numbering 1. Transmit each submittal to the Engineer with a transmittal form. 2. Sequentially number each transmittal form beginning with the number 1. Resubmittals shall use the original number with an alphabetic suffix (i.e. 2A for first resubmittal of Submittal 2 or 15C for third resubmittal of Submittal 15) Each submittal shall only contain one type of work, material, or equipment. Mixed submittals will not be accepted. 3. Identify variations from requirements of Contract Documents and identify product or system limitations. 4. For submittal numbering of video tapes, see paragraph 1.10 Video. C Contractor's Certification 1. Each submittal shall contain a statement or stamp signed by the Contractor, certifying that the items have been reviewed m detail and are correct and in accordance with Contract Documents, except as noted by any requested variance. 1.03 SCHEDULE OF VALUES A Submit a Schedule of Values at least 10 days prior to the first Application for Payment. A Schedule of Values shall be provided for each of the items indicated as Lump Sum (LS) in the Bid Schedule for which the Contractor requests to receive progress payments. B Schedule of Values shall be typewritten on 8-1/2" x 11", plain bond, white paper. Use the Table of Contents of this Project Manual as a format for listing costs of Work by Section. C Round off figures for each listed item to the nearest $100.00 except for the value of one item, if necessary, to make the total price for all items listed in the Schedule of Values equal to the applicable lump sum amount in the Bid Schedule. D For Unit Pnce Contracts, items should include a proportional share of Contractor's overhead and profit, such that the total of all items listed in the Schedule of Values equals the Contract amount. For Stipulated Price Contracts, mobilization, bonds, and insurance may be hsted as separate items in the Schedule of Values. E For lump sum equipment items where submittal of operations and maintenance data and testing are required, include a separate item for equipment operation and maintenance data submittal valued at 5 percent of the lump sum amount and a separate item for testing and adjusting valued at 5 percent of the lump sum amount. F Revise the Schedule of Values and resubmit for items affected by Contract Modifications, Change Orders, and Work Change Directives. Submit revised Schedule of Values 10 days prior to the first Application for Payment after the changes are approved by the Engineer. 08/2002 01350-2 CITY OF PEARLAND SUBMITTALS 1.04 CONSTRUCTION SCHEDULES A Submit Construction Schedules for the Work in accordance with the requirements of this Section. The Construction Schedule Submittal shall be, at mimmum, a bar chart, either computer generated, or prepared manually, and a narrative report. B During the Pre -construction Meeting, as noted in Section 01310 - Coordination and Meetings, the Contractor shall provide a sample of the format to be used for the Construction Schedule Submittal. The format is subject to approval by the Engineer. Review of the submittal will be provided within 7 days of the submittal of the sample. C Within 7 days of the receipt of approval of the Contractor's format, or 14 days of the Notice to Proceed, whichever is later, the Contractor shall submit a proposed Construction Schedule for review. The Construction Schedule Submittal shall meet the following requirements: 1. The schedule shall usually include a total of at least 20 but not more than 50 activities. Fewer activities may be accepted, if approved by the Engineer. 2. For projects with work at different physical locations, each location should be indicated separately within the schedule 3. For projects with multiple crafts or significant subcontractor components, these elements should be indicated separately within the schedule. 4. For projects with multiple types of tasks within the scope, these types of work should be indicated separately within the schedule. 5. For projects with significant major equipment items or materials worth over 25 percent of the Total Contract Price, the schedule shall indicate dates when these items are to be purchased, when they are to be delivered, and when installed. 6. For projects where operating plants are involved, each period of work which will require the shut down of any process or operation shall be identified in the Schedule and must be agreed to by the Engineer prior to starting work in the area. 7. A tabulation of the estimated monthly billings for the work shall be prepared and submitted by the Contractor with the first schedule submittal. This information is not required in the monthly updates, unless significant changes in Work require resubmittal of the schedule for review. The total for each month and a cumulative total will be indicated. These monthly forecasts are only for planning purposes of the Engineer. Monthly payments for actual work completed will be made by the Engineer in accordance with Document 00700 - General Condition. D The Contractor must receive approval of the Engineer for the Schedule and billing estimate prior to the first monthly Application for Payment. No payment will be made until these are accepted. E Upon written request from the Engineer, the Contractor shall revise and submit for approval all or any part of the Construction Schedule to reflect changed conditions in the Work or deviations made from the original plan and schedule. 08/2002 01350-3 CITY OF PEARLAND SUBMITTALS F The Contractor's Construction Schedule shall thereafter be updated with the Actual Start and Actual Finish Dates, Percent Complete, and Remaining Duration of each Activity and submitted monthly. The date to be used in updating the monthly Construction Schedule shall be the same Date as is used in the monthly Application for Payment. This monthly update of the schedule shall be required before the monthly Application for Payment will be processed for payment. G The narrative Schedule Report shall include a description of changes made to the Construction Schedule; Activities Added to the Schedule; Activities Deleted from the Schedule; any other changes made to the Schedule other than the addition of Actual Start Dates and Actual Finish Dates and Remaining Durations. 1.05 SHOP DRAWINGS, PRODUCT DATA, AND SAMPLES A Shop Drawings 1. Submit shop drawings for review as required by the Specifications. 2. Contractor's Certification, as described in paragraph 1.02C, shall be placed on each drawing. 3. The drawings shall accurately and distinctly present the following* a. Field and erection dimensions clearly identified as such b. Arrangement and section views c. Relation to adjacent materials or structure including complete information for making connections between work under this Contract and work under other contracts d. Kinds of materials and finishes e. Parts list and descriptions f. Assembly drawings of equipment components and accessories showing their respective positions and relationships to the complete equipment package g. Where necessary for clarity identify details by reference to drawing sheet and detail numbers, schedule or room numbers as shown on the Contract Drawings. 4. Drawings shall be to scale, and shall be a true representation of the specific equipment or item to be furnished. B Product Data 1. Submit product data for review as required in Specification sections. 2. Contractor's Certification, as described in paragraph 1.02C, shall be placed on each data item submitted. 3. Mark each copy to identify applicable products, models, options to be used in this Project. Supplement manufacturers' standard data to provide information unique to this Project, where required by the Specifications. 4. For products specified only by reference standard, give manufacturers, trade name, model or catalog designation and applicable reference standard. 5. For products proposed as alternates to ' approved' products, as described in Section 01630 - Product Options and Substitutions provide all information required to demonstrate the proposed products meet the level of quality and performance criteria of the "approved product". 08/2002 01350-4 CITY OF PEARLAND SUBMITTALS C Samples 1. Submit samples for review as required by the Specifications. 2. Contractor's Certification as described in paragraph 1.02C, shall be placed on each sample or a firmly attached sheet of paper. 3. Submit the number of samples specified in Specifications; one of which will be retained by the Engineer. 4. Reviewed samples, which may be used in the Work are identified in Specifications. 1.06 OPERATIONS AND MAINTENANCE DATA A When specified in Specification sections, submit manufacturers' printed instructions for delivery, storage, assembly, installation, start-up, operation, adjusting, finishing, and maintenance. B Contractor's Certification, as described in paragraph 1.02C, shall be placed on front page of each document. C Identify conflicts between manufacturers' instructions and Contract Documents. 1.07 MANUFACTURER'S CERTIFICATES A When specified m Specification sections, submit manufacturers' certificate of compliance for review by Engineer. B Contractor's Certification, as described in paragraph 1.02C, shall be placed on front page of the certificate. C Submit supporting reference data, affidavits, and certifications as appropriate. D Certificates may be recent or previous test results on material or product, but must be acceptable to Engineer. 1.08 CONSTRUCTION PHOTOGRAPHS A When required by Section 01100 — Summary of Work, submit photographs in accordance with Section 01380 — Preconstruction Photos. 1.09 PROJECT RECORD DOCUMENTS A Submit Project Record Documents in accordance with Section 01760 - Project Record Documents 1.10 VIDEO A Submit television video tapes as required in Section 02530 — Gravity Sanitary Sewers. B Transmittal forms for video tapes shall be numbered sequentially beginning with TO1, T02, T03, etc. 08/2002 01350-5 CITY OF PEARLAND SUBMITTALS 1.11 DESIGN MIXES A When specified in Specifications, submit design mixes for review. B Contractor's Certification as described in paragraph 1.02C, shall be placed on front page of each design mix. C Mark each design mix to identify proportions, gradations, and additives for each class and type of design mix submitted. Include applicable test results on samples for each mix. D Maintain a copy of approved design mixes at mixing plant. 2.0 PRODUCTS - NotUsed 3.0 EXECUTION - NotUsed END OF SECTION 08/2002 01350-6 CITY or PPARLAND PART 1 GENERAL CONSTRI TC'TIC)N PHOTOGR A PNS Section 01380 CONSTRUCTION PHOTOGRAPHS 1.01 SECTION INCLUDES A. Photographic requirements for construction photographs and submittals. 1.02 SUBMITTALS A. Submittals shall conform to requirements of Section 01350 - Submittals. B. Prints: Submit two (2) pnnts of each view directly to the Engineer within seven (7) days of taking photographs One (1) additional print shall be retained by the Contractor in the field office at the Project site and available at all times for reference. C. Extra Pnnts: When requested by the Engineer, the Contractor shall submit extra prints of photographs, with distribution directly to designated parties who will pay the costs for the extra prints directly to the photographer. D. Negatives: With each submittal, include photographic negatives, in protective envelopes, identified by Project name, Contractor, and date photographs were taken. 1.03 QUALITY ASSURANCE A. Contractor shall be responsible for the timely execution of the photographs, their vantage point, and quality. PART 2 PRODUCTS 2.01 PRECONSTRUCTION PHOTOGRAPHS A. Prior to the commencement of any construction, take 35mm color photographs of the entire route of the project and present one set of prints to the Engineer for their use in contract administration and inspection. B. Photographs: Two prints; color, matte finish; 3 x 5 -inch size, mounted on 8-'/2 x 11- inch soft card stock or in plastic pockets (which do not allow the pictures to fall out), with left edge binding margin for three hole punch. 08/2002 01380 - 1 CTTYOP PRARLAND CONSTRITC"TIfN PHOTOGRAPHS C. The following information should be shown with each photograph: 1. Owner's Job number 2. Date and time photographs were taken 3. Location of the photograph, house number and street, along with the project number D. Indicate the condition of the following: 1. Esplanades and boulevards 2. Yards (near side and far side of street) 3. Housewalk, sidewalk and driveways 4. Curb 5. Area between walk and curb 6. Particular features (yard light, shrubs, fences, trees, etc.) 7. Date shall be on negative 8. Provide notation of vantage point marked for location and direction of shot, on a key plan of the site, submit with photographs. E Sufficient number of photographs shall be taken to show the existence or non-existence of cracked concrete and the condition of trees, shrubs, and grass. F. Photographs to be 3 x 5 inch size with matte finish, in plastic pockets, and bound in three-ring notebook for easy access and viewing. G. Photographs should not be spaced more than 150 feet apart in residential areas and no more than 500 feet in open areas Pictures should show the line route in both directions. Photographs should also show details of the adjacent properties. At a minimum four pictures should be taken at each location. Engineer may request additional photographs, at no additional cost, if he feels that enough detail is not provided in the submitted photographs. 2.02 POST PHOTOGRAPHS A. As each section of the project has been restored submit post construction photographs to the owner taken from the same vantage point as the originals showing that all items have been restored to preconstruction conditions or better. PART 3 EXECUTION - Not Used END OF SECTION • 08/2002 01380 - 2 CITY OF PEARLAND REFERENCE STANDARDS Section 01420 REFERENCE STANDARDS 1.0 GENERAL 1.01 SECTION INCLUDES A Section includes general quality assurance as related to Reference Standards and a list of references. 1.02 QUALITY ASSURANCE A For Products or workmanship specified by association, trade, or Federal Standards, comply with requirements of the standard, except when more rigid requirements are specified or are required by applicable codes. B Conform to reference standard by date of issue current on the date as stated in the General Conditions. C Request clarification from Engineer before proceeding should specified reference standards conflict with Contract Documents. 1.03 SCHEDULE OF REFERENCES AASHTO American Association of State Highway and Transportation Officials 444 North Capitol Street, N.W. Washington, DC 20001 ACI AGC AI AITC American Concrete Institute P.O. Box 19150 Reford Station Detroit, MI 48219-0150 Associated General Contractors of America 1957 E Street N.W. Washington, DC 20006 Asphalt Institute Asphalt Institute Building College Park, MD 20740 American Institute of Timber Construction 333 W. Hampden Avenue Englewood, CO 80110 08/2002 01420-1 CITY OF PEARLAND REFERENCE STANDARDS AISC AISI American Institute of Steel Construction 400 North Michigan Avenue, Eighth Floor Chicago, IL 60611 American Iron and Steel Institute 1000 16th Street, N.W. Washington, DC 20036 ASME American Society of Mechanical Engineers 345 East 47th Street New York, NY 10017 ANSI APA API American National Standards Institute 1430 Broadway New York, NY 10018 American Plywood Association Box 11700 Tacoma, WA 98411 American Petroleum Institute 1220 L Street, N.W. Washington, DC 20005 AREA American Railway Engineering Association 50 F Street, N.W. Washington, DC 20001 ASTM American Society for Testing and Materials 1916 Race Street Philadelphia, PA 19103 AWPA American Wood -Preservers Association 7735 Old Georgetown Road Bethesda, MD 20014 AWS American Welding Society P O Box 35104 Miami, FL 33135 AWWA American Water Works Association 6666 West Quincy Avenue Denver, CO 80235 08/2002 01420-2 CITY OF PEARLAND REFERENCE STANDARDS CLFMI CRD CRSI EJMA FS ICEA IEEE MIL NACE NEMA NFPA Chain Link Fence Manufacturers Institute 1101 Connecticut Avenue, N.W. Washington, DC 20036 U.S.A. Corps. Of Engineers Concrete Reinforcing Steel Institute 933 Plum Grove Road Schaumburg, IL 60173-4758 Expansion Joint Manufacturers Association 707 Westchester Avenue White Plains, NY 10604 Federal Standardization Documents General Services Administration, Specifications Unit (WFSIS) 7th and D Streets, S W. Washington, DC 20406 Insulated Cable Engineer Association P O Box 440 S. Yarmouth, MA 02664 Institute of Electrical and Electronics Engineers 445 Hoes Lane P.O. Box 1331 Piscataway, NJ 0855-1331 Military Specifications General Services Administration, Specifications Unit (WFSIS) 7th and D Streets, S W Washington, DC 20406 National Association of Corrosion Engineers P. O. Box 986 Katy , TX 77450 National Electrical Manufacturers' Association 2101 L Street N.W., Suite 300 Washington, DC 20037 National Fire Protection Association Batterymarch Park, P O. Box 9101 Quincy, MA 02269-9101 08/2002 01420-3 CITY OF PEARLAND OSHA PCA PCI SDI SSPC TAC TNRCC TxDOT UL UNI-BELL REFERENCE STANDARDS Occupational Safety Health Administration U.S. Department of Labor, Government Pnnting Office Washington, DC 20402 Portland Cement Association 5420 Old Orchard Road Skokie, IL 60077-1083 Prestressed Concrete Institute 201 North Wacker Drive Chicago, IL 60606 Steel Deck Institute Box 9506 Canton, OH 44711 Steel Structures Painting Council 4400 Fifth Avenue Pittsburgh, PA 15213 Texas Administrative Code Texas Natural Resource Conservation Commission P. O. Box 13087 Austin, TX 78711-3087 Texas Department of Transportation llth and Brazos Austin, TX 78701 2483 Underwriters' Laboratories, Inc. 333 Pfingston Road Northbrook, IL 60062 UNI-BELL Pipe Association 2655 Villa Creek Drive, Suite 155 Dallas, TX 75234 2.0 PRODUCTS - NotUsed 3.0 EXECUTION - NotUsed END OF SECTION 08/2002 01420-4 CITY OF PEARLAND 1.0 GENERAL CONTRACTOR'S QUALITY CONTROL Section 01430 CONTRACTOR'S QUALITY CONTROL 1.01 SECTION INCLUDES A Quality assurance and control of installation and manufacturer's field services and reports. 1.02 QUALITY ASSURANCE/CONTROL OF INSTALLATION A Monitor quality control over suppliers, manufacturers, products, services, site conditions, and workmanship, to produce Work of specified quality at no additional cost to the City. B Comply fully with manufacturers' installation instructions, including each step in sequence. C Request clarification from City Engineer before proceeding should manufacturers' instructions conflict with Contract Documents. D Comply with specified standards as minimum requirements for the Work except when more stringent tolerances, codes, or specified requirements indicate higher standards or more precise workmanship. E Perform work by persons qualified to produce the specified level of workmanship. 1.03 REFERENCES A Obtain copies of standards and maintain at job site when required by individual Specification sections. 1.04 MANUFACTURERS' FIELD SERVICES AND REPORTS A When specified in individual Specification sections, provide material or product suppliers' or manufacturers' technical representative to observe site conditions, conditions of surfaces and installation, quality of workmanship, start-up of equipment, operator training test, adjust, and balance of equipment as applicable, and to initiate operation, as required. Conform to minimum time requirements for start-up operations and operator training if defined in Specification sections. B At the City Engineer's request, submit qualifications of manufacturer's representative to City Engineer 15 days in advance of required representative's services. The representative shall be subject to approval of City Engineer. 08/2002 01430-1 CITY OF PEARLAND CONTRACTOR'S QUALITY CONTROL C Manufacturer's representative shall report observations and site decisions or instructions given to applicators or installers that are supplemental or contrary to manufacturers' written instructions. Submit report within 14 days of observation to City Engineer for review. 2.0 PRODUCTS -NotUsed 3.0 EXECUTION - NotUsed END OF SECTION 08/2002 01430-2 CITY OF PEARLAND INSPECTION SERVICES Section 01440 INSPECTION SERVICES 1.0 GENERAL 1.01 SECTION INCLUDES A Inspection services and references 1.02 INSPECTION • A City Engineer will appoint an Inspector as a representative of the City to perform inspections, tests, and other services specified in individual specification Sections B Alternately, City Engineer may appoint, employ, and pay an independent firm to provide additional inspection or construction management services as indicated in Section 01450 - Testing Laboratory Services. C Reports will be submitted by the independent firm to City Engineer, Architect/Engineer, and Contractor, indicating observations and results of tests and indicating compliance or non-compliance with Contract Documents. D Contractor shall assist and cooperate with the Inspector; furnish samples of materials, design mix, equipment, tools, and storage. E Contractor shall notify City Engineer 24 hours prior to expected time for operations requiring services. Notify Architect/Engineer and independent firm when noted. F Contractor shall sign and acknowledge report for Inspector. 2.0 PRODUCTS - Not Used 3.0 EXECUTION -Not Used END OF SECTION 08/2002 01440-1 CITY OF PEARLAND TESTING LABORATORY SERVICES Section 01450 TESTING LABORATORY SERVICES 1.0 GENERAL 1.01 SECTION INCLUDES A Testing Laboratory Services and Contractor responsibilities related to those services. 1.02 REFERENCES A ASTM D3740 - Practice for Evaluation of Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction B ASTM E329 - Recommended Practice for Inspection and Testing Agencies for Concrete, Steel, and Bituminous Materials as Used in Construction. 1.03 SELECTION AND PAYMENT A Owner will employ and pay for services of an independent testing laboratory to perform inspection and testing identified in individual Specification sections. B Employment of testing laboratory shall not relieve Contractor of obligation to perform work in accordance with requirements of Contract Documents. C Contractor shall schedule and monitor testing as required to provide timely results and to avoid delay to the Work. 1.04 LABORATORY REPORTS A The Engineer will receive 1 copy, City Engineer will receive 2 copies, and the Contractor will receive 2 copies of laboratory reports from the testing laboratory. One of the Contractor's copies shall remain at site field office for duration of project. Test results which indicate non-conformance shall be transmitted immediately via fax from the testing laboratory to the Contractor and City Engineer. 1.05 LIMITS ON TESTING LABORATORY AUTHORITY A Laboratory may not release, revoke, alter, or enlarge on requirements of Contract Documents. B Laboratory may not approve or accept any portion of the Work. C Laboratory may not assume any duties of Contractor. D Laboratory has no authority to stop the Work. 08/2002 01450-1 CITY OF PEARLAND TESTING LABORATORY SERVICES 1.06 CONTRACTOR RESPONSIBILITIES A Notify City Engineer, and laboratory 24 hours prior to expected time for operations requiring inspection and testing services. Notify Architect/Engineer if specification section requires the presence of the Architect/Engineer. B Cooperate with laboratory personnel in collecting samples to be tested or collected on site. C Provide access to the Work and to manufacturer's facilities. D Provide samples to laboratory in advance of their intended use to allow thorough examination and testing. E Provide incidental labor and facilities for access to the Work to be tested• to obtain and handle samples at the site or at source of products to be tested and to facilitate tests and inspections including storage and curing of test samples. F Arrange with laboratory and pay for: 1. Retesting required for failed tests. 2. Retesting for nonconforming Work. 3. Additional sampling and tests requested by Contractor for his own purposes. 2.0 PRODUCTS - NotUsed 3.0 EXECUTION 3.01 CONDUCTING TESTING A Laboratory sampling and testing shall conform to ASTM D3740 and ASTM E329, plus other test standards specified in individual Specification sections. END OF SECTION 08/2002 01450-2 CITY OF PEARLAND 1.0 GENERAL TEMPORARY FACILITIES AND CONTROLS Section 01500 TEMPORARY FACILITIES AND CONTROLS 1.01 SECTION INCLUDES A Temporary facilities and the necessary controls for the project including utilities, telephone, sanitary facilities, field office, storage sheds and building, safety requirements, first aid equipment, fire protection, security measures, protection of the Work and property, access roads and parking, environmental controls, disposal of trash, debris, and excavated material, pest and rodent control, water runoff and erosion control. 1.02 CONTRACTOR'S RESPONSIBILITY A The facilities and controls specified in this section are considered minimum for the Project. The Contractor may provide additional facilities and controls for the proper execution of the Work and to meet Contractor's responsibilities for protection of persons and property. B Comply with applicable requirements specified in other sections of the Specifications. 1. Maintain and operate temporary facilities and systems to assure continuous service. 2. Modify and extend systems as Work progress requires. 3. Completely remove temporary materials and equipment when their use is no longer required. 4. Restore existing facilities used for temporary services to specified or to original condition. 1.03 TEMPORARY UTILITIES A Obtaining Temporary Service. 1. Make arrangements with utility service companies for temporary services. 2. Abide by rules and regulations of the utility service companies or authorities having jurisdiction. 3. Be responsible for utility service costs until the Work is substantially complete. Included are fuel, power, light, heat, and other utility services necessary for execution, completion, testing, and initial operation of the Work. B Water 1. Provide water required for and in connection with Work to be performed and for specified tests of piping, equipment, devices, or for other use as required for proper completion of the Work. 2. For water to be drawn from public fire hydrants, obtain special permit or license and meter from the proper City officials. A deposit based on rates established by latest ordinance will be required. Install backflow preventor on fire hydrant supply. 08/2002 01500-1 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 3 Provide and maintain an adequate supply of potable water for domestic consumption by Contractor personnel. C Electricity and Lighting. 1. Provide electric power service as required for the Work, including testing of Work. Provide power for lighting, operation of the Contractor's equipment, or for any other use by Contractor. 2. Electric power service includes temporary power service or generator to maintain plant operations during any scheduled shutdown. 3. Minimum lighting level shall be 5 foot-candles for open areas; 10-foot-candles for stairs and shops. D Temporary Heat and Ventilation 1. Provide temporary heat as necessary for protection or completion of the Work. 2. Provide temporary heat and ventilation to assure safe working conditions; maintain enclosed areas at a minimum of 50 degrees F. E Telephone 1. Provide emergency telephone service at the Contractor's field office, or by mobile telephone, for use by Contractor personnel and others performing work or furnishing services at the site. F Sanitary Facilities 1. To provide and maintain sanitary facilities for persons on the job site, comply with the regulations of State and local departments of health. 2. Enforce the use of sanitary facilities by construction personnel at the job site. Such facilities shall be enclosed. Pit -type toilets will not be permitted. No discharge will be allowed from these facilities. Collect and store sewage and waste so as not to cause a nuisance or health problem, have sewage and waste hauled off -site and properly disposed in accordance with local regulations. 3. Locate toilets near the Work site and secluded from view insofar as possible. Keep toilets clean and supplied throughout the course of the Work. 1.04 FIELD OFFICE A Provision of a field office is not required unless stated otherwise in the Contract Documents. If the Contractor chooses to provide one, locate it in a place approved by the Engineer. 1.05 STORAGE OF MATERIALS A Provide adequately ventilated, watertight storage facilities with floor above ground level for materials and equipment susceptible to weather damage. B Storage of materials not susceptible to weather damage may be on blocks off the ground. C Store materials in a neat and orderly manner. Place materials and equipment to permit easy access for identification, inspection and inventory. 08/2002 01500-2 CITY OF PEARLAND 1.06 SAFETY REQUIREMENTS A Submit and follow a safety program in accordance with Document 00700. - General Conditions Paragraph 10.1. Include in the safety program documented response to trench safety requirements as specified in Section 01570 - Trench Safety System. B Conduct operations in strict accord with applicable Federal, State and local safety codes and statutes and with good construction practice. The Contractor is fully responsible and obligated to establish and maintain procedures for safety of all work, personnel and equipment involved in the Project. C Observe and comply with Texas Occupational Safety Act (Art. 5182a V.C.S.) and with all safety and health standards promulgated by Secretary of Labor under Section 107 of Contract Work Hours and Standards Act published in 29 CFR Part 1926 and adopted by Secretary of Labor as occupational safety and health standards under the Williams -Steiger Occupational Safety and Health Act of 1970, and to any other legislation enacted for safety and health of Contractor employees Such safety and health standards apply to subcontractors and their employees as well as to the Contractor and its employees. D Observance of and compliance with the regulations shall be solely and without qualification the responsibility of the Contractor without reliance or superintendence of or direction by the Engineer or the Engineer's representative Immediately advise the Engineer of investigation or inspection by Federal Safety and Health inspectors of the Contractor or subcontractor's work or place of work on the job site under this Contract, and after such investigation or inspection, advise the Engineer of the results. Submit one copy of accident reports to Engineer within 10 days of occurrence. E Protect areas occupied by workmen using the best available devices for detection of lethal and combustible gases. Test such devices frequently to assure their functional capabihty. Constantly observe infiltration of liquids into the Work area for visual or odor evidences of contamination, immediate take appropriate steps to seal off entry of contaminated hquids to the Work area. F Safety measures, including but not limited to safety personnel, first -aid equipment, ventilating equipment and safety equipment, in the specifications and shown on the Drawings are obligations of the Contractor. G Maintain required coordination with the local Police and Fire Departments during the entire period covered by the Contract. TEMPORARY FACILITIES AND CONTROLS 1.07 FIRST AID EQUIPMENT A Provide a first aid kit throughout the construction period. List telephone numbers for physicians, hospitals, and ambulance services in each first aid kit. B Have at least one person thoroughly trained in first aid procedures present on the site whenever Work is in progress. 08/2002 01500-3 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 1.08 FIRE PROTECTION A Fire Protection Standards. 1. Conform to specified fire protection and prevention requirements as well as those which may be estabhshed by Federal, State, or local governmental agencies. 2. Comply with all applicable provisions of NFPA Standard No. 241, Safeguarding Building Construction and Demolition Operations. 3. Provide portable fire extinguishers, rated not less than 2A or 5B in accordance with NFPA Standard No 10, Portable Fire Extinguishers, for each temporary building, and for every 3000 square feet of floor area of facilities under construction 4. Locate portable fire extinguishers within 50 feet maximum from any point in the Project area. B Fire Prevention and Safety Measures. 1. Prohibit smoking in hazardous areas. Post suitable warning signs in areas, which are continuously or intermittently hazardous. 2. Use metal safety containers for storage and handling of flammable and combustible liquids. 3. Do not store flammable or combustible liquids in or near stairways or exits. 4. Maintain clear exits from all points within a structure. 1.09 SECURITY MEASURES A Protect all Work materials, equipment and property from loss, theft, damage, and vandalism. Contractor's duty to protect property includes Owner's property. B If existing fencing or barriers are breached or removed for purposes of construction, provide and maintain temporary security fencing equal to existing. 1.10 PROTECTION OF PUBLIC UTILITIES A Prevent damage to existing public utilities dunng construction. These utilities are shown on the Drawings at their approximate locations. Give owners of these utilities at least 48 hours notice before commencing Work in the area, for locating the utilities during construction, and for making adjustments or relocation of the utilities when they conflict with the proposed Work. 1.11 PROTECTION OF THE WORK AND PROPERTY A Preventive Actions. 1. Take precautions, provide programs, and take actions necessary to protect the Work and public and private property from damage. 08/2002 01500-4 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 2. Take action to prevent damage, injury or loss, including, but not limited to, the following: a. Store apparatus, materials, supphes, and equipment in an orderly, safe manner that will not unduly interfere with progress of the Work or the Work of any other contractor, any utility service company, or the Owner's operations. b. Provide suitable storage for materials which are subject to damage by exposure to weather, theft, breakage, or otherwise. c. Place upon the Work or any part thereof only such loads as are consistent with the safety of that portion of the Work. d. Frequently clean up refuse, rubbish, scrap materials, and debris caused by construction operations, keeping the Project site safe and orderly. e. Provide safe barricades and guard rails around openings, for scaffolding, for temporary stairs and ramps, around excavations, elevated walkways, and other hazardous areas. 3. Obtain written consent from proper parties before entering or occupying with workers, tools, materials or equipment, privately -owned land except on easements provided for construction. 4. Assume full responsibility for the preservation of public and private property on or adjacent to the site. If any direct or indirect damage is done by or on account of any act, omission, neglect, or misconduct in execution of the Work by the Contractor, it shall be restored by the Contractor to a condition equal to or better than that existing before the damage was done. B Barricades and Warning Signals. 1. Where Work is performed on or adjacent to any roadway, right-of-way, or public place, furnish and erect barricades, fences, hghts, warning signs, and danger signals; provide watchmen; and take other precautionary measures for the protection of persons or property and protection of the Work. Conform to Section 01555 - Traffic Control and Regulation. C Tree and Plant Protection. Conform to requirements of Section 01563 - Tree and Plant Protection. D Protection of Existing Structures 1. Underground Structures: a. Underground structures are defined to include but not be limited to, sewer, water, gas, and other piping, and manholes, chambers, electrical and signal conduits tunnels, and other existing subsurface installations located within or adjacent to the limits of the Work. b. Known underground structures, including water, sewer, electric, and telephone services are shown on the Drawings in accordance with the best information available, but is not guaranteed to be correct or complete. Contractor is responsible for making "Locate" calls. 08/2002 01500-5 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS c. Explore ahead of trenching and excavation work and uncover obstructing underground structures sufficiently to determine their location, to prevent damage to them and to prevent interruption of utility services. Restore to original condition damages to underground structure at no additional cost to the Owner. d. Necessary changes in location of the Work may be made by the Engineer to avoid unanticipated underground structures. e. If permanent relocation of an underground structure or other subsurface installations is required and not otherwise provided for in the Contract Documents, the Engineer will direct Contractor in writing to perform the Work, which shall be paid for under the provisions for changes in the Contract Price as descnbed in Document 00700 - General Conditions. 2. Surface Structures: a. Surface structures are defined as existing buildings, structures and other constructed installations above the ground surface. Included with such structures are their foundations or any extension below the surface. Surface structures include, but are not limited to buildings, tanks, walls, bridges, roads, dams, channels, open drainage, piping, poles, wires, posts, signs, markers, curbs, walks, guard cables, fencing, and other facilities that are visible above the ground surface. 3. Protection of Underground and Surface Structures: a. Support in place and protect from direct or indirect injury to underground and surface structures located within or adjacent to the limits of the Work. Install such supports carefully and as required by the party owning or controlling such structure. Before installing structure supports, Contractor shall satisfy the Engineer that the methods and procedures to be used have been approved by the owner of the structure. b. Avoid moving or in any way changing the property of public utilities or private service corporations without prior written consent of a responsible official of that service or public utility. Representatives of these utilities reserve the right to enter within the limits of this project for the purpose of maintaining their properties, or of making such changes or repairs to their property that may be considered necessary by performance of this Contract c. Notify the owners and/or operators of utilities and pipelines of the nature of construction operations to be performed and the date or dates on which those operations will be performed. When construction operations are required m the immediate vicinity of existing structures, pipelines, or utilities, give a minimum of 5 working days advance notice. Probe and flag the location of underground utilities prior to commencement of excavation. Keep flags in place until construction operation reach and uncover the utility. d. Assume risks attending the presence or proximity of underground and surface structures within or adjacent to the limits to the Work including but not limited to damage and expense for direct or indirect injury caused by the Work to any structure Immediately repair damage caused, to the satisfaction of the owner of the damaged structure. 08/2002 01500-6 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS E Protection of Installed Products. 1. Provide protection of installed products to prevent damage from subsequent operations. Remove protection facilities when no longer needed, prior to completion of Work. 2. Control traffic to prevent damage to equipment, materials, and surfaces. 1.12 ROADS AND PARKING A Prevent interference with traffic and Owner operations on existing roads. B Designate temporary parking areas to accommodate construction personnel. When site space is not adequate, provide additional off -site parking. Locate as approved by Engineer. C Minimize use by construction traffic of existing streets and driveways. D Do not allow heavy vehicles or construction equipment unnecessarily in existing parking areas. 1.13 ENVIRONMENTAL CONTROLS A Provide and maintain methods, equipment, and temporary construction as necessary for controls over environmental conditions at the construction site and adjacent areas. B Comply with statutes, regulations, and ordinances which relate to the proposed Work for the prevention of environmental pollution and preservation of natural resources, including but not limited to the National Environmental Policy Act of 1969, PL 91-190, Executive Order 11514. C Recognize and adhere to the environmental requirements of the Project. Disturbed areas shall be strictly limited to boundaries established by the Contract Documents. Particularly avoid pollution of "on -site" streams, sewers, wells, or other water sources. D Burning of rubbish, debris or waste materials is not permitted. 1.14 POLLUTION CONTROL A Provide methods, means, and facilities required to prevent contamination of soil, water or atmosphere by discharge of noxious substances from construction operations. B Provide equipment and personnel to perform emergency measures required to contain any spillage, and to remove contaminated soils or liquids. Excavate and dispose of any contaminated earth off -site, and replace with suitable compacted fill and topsoil. C Take special measures to prevent harmful substances from entering public waters. Prevent disposal of wastes, effluents, chemicals, or other such substances adjacent to streams, or in sanitary or storm sewers. 08/2002 01500-7 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS D Provide systems for control of atmosphenc pollutants. 1. Prevent toxic concentrations of chemicals. 2. Prevent harmful dispersal of pollutants into the atmosphere. E Use equipment during construction that conforms to current Federal, State, and local laws and regulations. 1.15 PEST AND RODENT CONTROL A Provide rodent and pest control as necessary to prevent infestation of construction or storage areas. B Employ methods and use materials, which will not adversely affect conditions at the site or on adjoining properties. 1.16 NOISE CONTROL A Provide vehicles, equipment, and construction activities that minimize noise to the greatest degree practicable. Noise levels shall conform to the latest OSHA standards and City Ordinances and in no case will noise levels be permitted which create a nuisance in the surrounding neighborhoods. B Conduct construction operations during daylight hours from 7:30 a.m. to 6:00 p.m. except as approved by Engineer. 1.17 DUST CONTROL A Control objectionable dust caused by operation of vehicles and equipment. Apply water or use other methods, subject to approval of the Engineer, which will control the amount of dust generated. 1.18 WATER RUNOFF AND EROSION CONTROL A Provide methods to control surface water, runoff, subsurface water, and water pumped from excavations and structures to prevent damage to the Work, the site, or adjoining properties. B Control fill, grading and ditching to direct water away from excavations, pits, and other construction areas; and to direct drainage to proper runoff courses so as to prevent any erosion, sedimentation or damage. C Provide, operate, and maintain equipment and facilities of adequate size to control surface water. D Dispose of drainage water in a manner to prevent flooding, erosion, or other damage to any portion of the site or to adjoining areas and in conformance with environmental requirements. 08/2002 01500-8 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS E Retain existing drainage patterns external to the construction site by constructing temporary earth berms, sedimentation basins, retaining areas, and temporary ground cover as needed to control conditions. F Plan and execute construction and earth work by methods to control surface drainage from cuts and fills, and from borrow and waste disposal areas, to prevent erosion and sedimentation. 1. Keep to a minimum the area of bare soil exposed at one time. 2. Provide temporary control measures, such as berms, dikes, and drains. G Construct fills and waste areas by selective placement to eliminate surface silts or clays, which will erode. H Inspect earthwork periodically to detect any evidence of the start of erosion. Apply corrective measures as required to control erosion. 2.0 PRODUCTS-NotUsed 3.0 EXECUTION-NotUsed END OF SECTION 08/2002 01500-9 CITY OF PEARLAND MOBILIZATION Section 01505 MOBILIZATION 1.0 GENERAL 1.01 SECTION INCLUDES A Mobilization of construction equipment and facilities onto the site. 1.02 UNIT PRICES A Measurement for mobilization is on a lump sum basis. B Mobilization payments will be included in monthly payment estimates upon written application by Contractor subject to the following provisions: 1 Authorization for payment of 50 percent of the contract price for mobilization will be made upon receipt and approval by Engineer of the following items, as applicable: a Schedule of values, if required by Section 01100 b. Trench safety program c. Construction schedule d. Pre -construction Photographs, if required by Section 01100 2. Authorization for payment of the remaining 50 percent of the Contract Price for mobilization will be made upon completion of Work amounting to 5 percent of the Contract Price less the mobilization unit price. C Mobilization payments will be subject to retamage amounts stipulated in the General Conditions. 2.0 PRODUCTS -Not Used 3.0 EXECUTION - NotUsed END OF SECTION 08/2002 01505-1 CITY OF PEARLAND STABILIZED CONSTRUCTION EXIT Section 01550 STABILIZED CONSTRUCTION EXIT 1.0 GENERAL 1.01 SECTION INCLUDES A Installation of erosion and sediment control for stabilized construction exits used during construction and until final development of the site. 1.02 SUBMITTALS A Manufacturer's catalog sheets and other product data on geotextile fabric. B Sieve analysis of aggregates conforming to requirements of this Specification. 1.03 UNIT PRICES A Unless indicated in the Unit Price Schedule as a pay item, no separate payment will be made for work performed under this Section. Include cost of work performed under this Section in pay items for which this work is a component. 2.0 PRODUCTS 2.01 GEOTEXTILE FABRIC A Provide woven or nonwoven geotextile fabric made of either polypropylene, polyethylene, ethylene, or polyamide material. B Geotextile fabric shall have a minimum grab strength of 270 psi in any principal direction (ASTM D-4632), and the equivalent opening size between 50 and 140. C Both the geotextile and threads shall be resistant to chemical attack, mildew, and rot and shall contain ultraviolet ray inhibitors and stabilizers to provide a minimum of 6 months of expected usable life at a temperature range of 0°F to 120°F. D Representative Manufacturers: Mirafi, Inc., or equal. 2.02 COARSE AGGREGATES A Coarse aggregate shall consist of crushed stone, gravel, concrete, crushed blast furnace slag, or a combination of these materials. Aggregate shall be composed of clean, hard, durable materials free from adherent coatings, salt, alkali, dirt, clay, loam, shale, soft or flaky materials, or organic and injunous matter. 08/2002 01550-1 CITY OF PEARLAND STABILIZED CONSTRUCTION EXIT B Course aggregates shall conform to the following gradation requirements. 3.0 EXECUTION Sieve Size Percent Retained (Square Mesh) (by Weight) 2%z' 0 2" 0-20 1V2" 15-50 3/4" 60-80 No. 4 95 - 100 3.01 PREPARATION AND INSTALLATION A If necessary to keep the street clean of mud carried by construction vehicles and equipment, Contractor shall provide stabilized construction roads and exits at the construction, staging, parking, storage, and disposal areas. Such erosion and sediment controls shall be constructed in accordance with the requirements shown on the Drawings and specified in this Section. B No clearing and grubbing or rough cutting shall be permitted until erosion and sediment control systems are in place, other than as specifically directed by the Engineer to allow soil testing and surveying. C Maintain existing erosion and sediment control systems located within the project site until acceptance of the project or until directed by the Engineer to remove and discard the existing system. D Regularly inspect and repair or replace components of stabilized construction exits. Unless otherwise directed, maintain the stabilized construction roads and exits until the project is accepted by the City. Remove stabilized construction roads and exits promptly when directed by the Engineer. Discard removed materials off site. E Remove sediment deposits and dispose of them at the designated spoil site for the project. If a project spoil site is not designated on the Drawings, dispose of sediment off site at location not in or adjacent to a stream or floodplam Off -site disposal is the responsibility of the Contractor. Sediment to be placed at the project site should be spread evenly throughout the site, compacted and stabilized. Sediment shall not be allowed to flush into a stream or drainage way. If sediment has been contaminated, it shall be disposed of in accordance with existing federal, state, and local rules and regulations. F Equipment and vehicles shall be prohibited by the Contractor from maneuvering on areas outside of dedicated rights -of -way and easements for construction. Damage caused by construction traffic to erosion and sediment control systems shall be repaired immediately. 08/2002 01550-2 CITY OF PEARLAND STABILIZED CONSTRUCTION EXIT G Conduct all construction operations under this Contract in conformance with the erosion control practices descnbed in the Specification 01566 - Source Controls for Erosion and Sedimentation. 3.02 CONSTRUCTION METHODS A Provide stabilized access roads, subdivision roads, parking areas, and other on -site vehicle transportation routes where shown on Drawings. B Provide stabilized construction exits, and truck washing areas when approved by Engineer, of the sizes and locations where shown on Drawings or as specified in this Section. C Vehicles leaving construction areas shall have their tires cleaned to remove sediment prior to entrance onto public right-of-way. When washing is needed to remove sediment, Contractor shall construct a truck washing area. Truck washing shall be done on stabilized areas, which drain into a drainage system protected by erosion and sediment control measures. D Details for stabilized construction exit are shown on the Drawings. Construction of all other stabilized areas shall be to the same requirements. Roadway width shall be at least 14 feet for one-way traffic and 20 feet for two-way traffic and shall be sufficient for all ingress and egress. Furnish and place geotextile fabnc as a permeable separator to prevent mixing of coarse aggregate with underlaying soil. Exposure of geotextile fabric to the elements between laydown and cover shall be a maximum of 14 days to minimize damage potential. E Roads and parking areas shall be graded to provide sufficient drainage away from stabilized areas. Use sandbags, gravel, boards, or similar methods to prevent sediment from entering public right-of-way, receiving stream or storm water conveyance system. F The stabilized areas shall be inspected and maintained daily. Provide periodic top dressing with additional coarse aggregates to maintain the required depth. Repair and clean out damaged control measures used to trap sediment. All sediment spilled, dropped, washed, or tracked onto public right-of-way shall be removed immediately. G The length of the stabilized area shall be as shown on the Drawings, but not less than 50 feet The thickness shall not be less than 8 inches. The width shall not be less than full width of all points of ingress or egress. H Stabilization for other areas shall have the same coarse aggregate, thickness, and width requirements as the stabilized construction exit, except where shown otherwise on the Drawings. I Stabilized area may be widened or lengthened to accommodate truck washing area when authonzed by Engineer. 08/2002 01550-3 CITY OF PEARLAND STABILIZED CONSTRUCTION EXIT J Alternative methods of construction may be utilized when shown on Drawings, or when approved by the Engineer These methods include the following: 1. Cement -Stabilized Soil - Compacted cement -stabilized soil or other fill material in an apphcation thickness of at least 8 inches. 2. Wood Mats/Mud Mats - Oak or other hardwood timbers placed edge -to -edge and across support wooden beams which are placed on top of existing soil in an application thickness of at least 6 inches. 3. Steel Mats - Perforated mats placed across perpendicular support members. END OF SECTION 08/2002 01550-4 CITY OF PEARLAND TRAFFIC CONTROL AND REGULATION 1.0 GENERAL Section 01555 TRAFFIC CONTROL AND REGULATION 1.01 SECTION INCLUDES A Requirements for signs, signals, control devices, flares, lights and traffic signals as well as construction parking control, designated haul routes and bridging of trenches and excavations. B Requirement for and qualifications of flaggers. 1.02 SUBMITTALS A A traffic control plan responsive to the Texas Manual on Uniform Traffic Control Devices (TMUTCD) and sealed by a Registered Professional Engineer is incorporated into the Drawings If the Contractor proposes to implement traffic control different than the plan provided, he shall submit a traffic control plan in conformance with the TMUTCD for approval of the Engineer. B For both the traffic control plan and flaggers use, submit schedules of values within 30 days following the Notice to Proceed. Refer to Section 01350 - Submittals. C Make submittals in accordance with Section 01350 - Submittals. 1.03 UNIT PRICES A Traffic Control and Regulation. Measurement is on a lump sum basis for traffic control and regulation, including submittal of a traffic control plan if different from the plan shown on the Drawings, provision of traffic control devices, and provision of equipment and personnel as necessary to protect the work and the public. The amount invoiced shall be determined based on the schedule of values submitted for traffic control and regulation. B Flaggers. Measurement is on a lump sum basis for flaggers as required for the Project. The amount invoiced shall be determined based on the schedule of values submitted for flaggers. 1.04 FLAGGERS A Unless otherwise specified, use only flaggers who are off -duty, regularly employed, uniformed peace officers. 08/2002 01555-1 CITY OF PEARLAND TRAFFIC CONTROL AND REGULATION B Flaggers are required at the following locations: 1. Where multi -lane vehicular traffic must be diverted into single -lane vehicular traffic. 2. Where vehicular traffic must change lanes abruptly. 3. Where construction equipment either enters or crosses vehicular traffic lanes and walks. 4. Where construction equipment may intermittently encroach on vehicular traffic lanes and unprotected walks and cross -walks. 5. Where construction activities might affect public safety and convenience. 6. Where traffic regulation is needed due to rerouting of vehicular traffic around the work site. C The use of Flaggers is for the purpose of assisting in the regulation of traffic flow and movement, and does not in any way relieve the contractor of full responsibility for taking such other steps and provide such other Flaggers or personnel as the Contractor may deem necessary to protect the work and the public, and does not in any way relieve the Contractor of his responsibility for any damage for which he would otherwise be liable. Flaggers shall be used and maintained at such points for such periods of time as may be required to provide for the public safety and convenience of travel. 2.0 PRODUCTS 2.01 SIGNS, SIGNALS, AND DEVICES A Comply with Texas State Manual on Uniform Traffic Control Devices. B Traffic Cones and Drums, Flares and Lights: As approved by agencies having junsdiction. 3.0 EXECUTION 3.01 PUBLIC ROADS A Abide by laws and regulations of governing authorities when using public roads. If the Contractor's work requires that public roads be temporarily impeded or closed, approvals shall be obtained from governing authorities and permits paid for before starting any work. Coordinate activities with the Engineer. B Contractor shall maintain at all times a 10-foot-wide all-weather lane adjacent to work areas which shall be kept free of construction equipment and debris and shall be for the use of emergency vehicles, or as otherwise provided in the traffic control plan. C Contractor shall not obstruct the normal flow of traffic from 7:00 a.m. to 9:00 a.m. and 4:00 p.m. to 6:00 p.m. on designated major arterials or as directed by the Engineer. 08/2002 01555-2 CITY OF PEARLAND TRAFFIC CONTROL AND REGULATION D Contractor shall maintain local driveway access to residential and commercial properties adjacent to work areas at all times. E Cleanliness of Surrounding Streets: 1. Keep streets used for entering or leaving the job area free of excavated material, debris, and any foreign material resulting from construction operations. F Control vehicular parking to prevent interference with public traffic and parking, and access by emergency vehicles. G Monitor parking of construction personnel's vehicles in existing facilities. Maintain vehicular access to and through parking areas. H Prevent parking on or adjacent to access roads or in non -designated areas. • 3.02 FLARES AND LIGHTS A Provide flares and lights during hours of low visibility to delineate traffic lanes and to guide traffic. 3.03 HAUL ROUTES A Utilize haul routes designated by authorities or shown on the Drawings for construction traffic. B Confine construction traffic to designated haul routes. C Provide traffic control at critical areas of haul routes to regulate traffic and minimize interference with pubhc traffic. 3.04 TRAFFIC SIGNS AND SIGNALS A Install traffic control devices at approaches to the site and on site at crossroads, detours, parking areas, and elsewhere as needed to direct construction and affected public traffic. B Relocate traffic signs and control devices as Work progresses to maintain effective traffic control. 3.05 BRIDGING TRENCHES AND EXCAVATIONS A Whenever necessary, bridge trenches and excavation to permit an unobstructed flow of traffic. B Secure bridging against displacement by using adjustable cleats, angles, bolts or other devices whenever bridge is installed: 1. On an existing bus route; 2. When morean five percent of daily traffic is comprised of commercial or truck traffic; 08/2002 01555-3 CITY OF PEARLAND TRAFFIC CONTROL AND REGULATION 3. When more than two separate plates are used for the bridge; or 4. When bridge is to be used for more than five consecutive days. C Install bndging to operate with minimum noise. D Adequately shore the trench or excavation to support bridge and traffic. E Extend steel plates used for bndging a minimum of one foot beyond edges of trench or excavation. Use temporary paving materials (premix) to feather edges of plates to minimize wheel impact on secured bridging. F Use steel plates of sufficient thickness to support H-20 loading, truck or lane, that produces maximum stress. 3.06 REMOVAL A Remove equipment and devices when no longer required. B Repair damage caused by installation. C Remove post settings to a depth of 2 feet. END OF SECTION 08/2002 01555-4 CITY OF PEARLAND FILTER FABRIC FENCE Section 01560 FILTER FABRIC FENCE 1.0 GENERAL 1.01 SECTION INCLUDES A Installation of erosion and sediment control filter fabric fences used during construction and until final development of the site. The purpose of filter fabric fences is to contain pollutants from overland flow. Filter fabric fences are not for use in channelized flow areas. Filter fabric fences may be reinforced. 1.02 UNIT PRICES A No payment will be made for filter fabric fence under this section. Include payment, in unit pnce for NPDES Requirements, Section 01565. 1.03 SUBMITTALS A Manufacturer's catalog sheets and other product data on geotextile fabric. B Conform to requirements of Section 01350 - Submittals. 2.0 PRODUCTS 2.01 FILTER FABRIC A Provide woven or nonwoven geotextile filter fabric made of either polypropylene, polyethylene, ethylene, or polyamide material. B Geotextile fabnc shall have a grab strength of 100 psi in any principal direction (ASTM D-4632), Mullen burst strength exceeding 200 psi (ASTM D-3786), and the equivalent opening size between 50 and 140. C Filter fabric matenal shall contain ultraviolet inhibitors and stabilizers to provide a minimum of 6 months of expected usable construction life at a temperature range of 0 degrees F to 120 degrees F. D Representative Manufacturer: Mirth, Inc., or equal. 2.02 FILTER FABRIC REINFORCEMENT A Provide woven galvanized steel wire fence with minimum thickness of 14 gauge and a maximum mesh spacing of 6 inches. 04/2002 01560-1 CITY OF PEARLAND FILTER FABRIC FENCE 3.0 EXECUTION 3.01 PREPARATION AND INSTALLATION A Provide erosion and sediment control systems at the locations shown on Drawings Such systems shall be of the type indicated and shall be constructed in accordance with the requirements shown on the Drawings and specified in this Section. B No clearing and grubbing or rough cutting shall be permitted until erosion and sediment control systems are in place, other than site work specifically directed by the Engineer to allow soil testing and surveying. C Regularly inspect and repair or replace damaged components of filter fabnc fences as specified in this Section. Unless otherwise directed, maintain the erosion and sediment control systems until the project area stabilization is accepted by the Owner. Remove erosion and sediment control systems promptly when directed by the Engineer. Discard removed materials off site. D Remove sediment deposits and dispose of them at the designated spoil site for the project. If a project spoil site is not designated on the Drawings, dispose of sediment off site at a location not in or adjacent to a stream or floodplain. Off -site disposal is the responsibility of the Contractor. Sediment to be placed at the project site should be spread evenly throughout the site, compacted and stabilized. Sediment shall not be allowed to flush into a stream or drainage way If sediment has been contaminated, it shall be disposed of in accordance with existing federal, state, and local rules and regulations. E Conduct all construction operations under this Contract in conformance with the erosion control practices described in Section 01566 - Source Controls for Erosion and Sedimentation. 3.02 CONSTRUCTION METHODS A Provide filter fabric fence systems in accordance with the Drawing detail for Filter Fabric Fences. Filter fabric fences shall be installed in such a manner that surface runoff will percolate through the system in sheet flow fashion and allow sediment to be retained and accumulated. B Attach the filter fabric to 2-inch by 2-inch wooden stakes spaced a maximum of 3 feet apart and embedded a minimum of 8 inches. If filter fabric is factory preassembled with support netting, then maximum spacing allowable is 8 feet. Install wooden stakes at a slight angle toward the source of anticipated runoff. C Trench in the toe of the filter fabnc fence with a spade or mechanical trencher as shown on the Drawings. Lay filter fabnc along the edges of the trench. Backfill and compact trench. 04/2002 01560-2 CITY OF PEARLAND FILTER FABRIC FENCE D Filter fabric fence shall have a minimum height of 18 inches and a maximum height of 36 inches above natural ground. E Provide the filter fabric in continuous rolls and cut to the length of the fence to minimize the use of joints. When joints are necessary, splice the fabnc together only at a support post with a minimum 6-inch overlap and seal securely. F Inspect sediment filter barrier systems after each rainfall, daily during periods of prolonged rainfall, and at a minimum once each week. Repair or replace damaged sections immediately. Remove sediment deposits when silt reaches a depth one-third the height of the fence or 6 inches, whichever is less. G Install reinforced filter fabric barriers for erosion and sediment control used during construction and until the final development of the site. Reinforced filter fabric barriers are used to retain sedimentation in channelized flow areas. H Provide filter fabric barriers in accordance with the Drawing detail for Reinforced Filter Fabnc Barrier. Filter fabric bamer systems shall be installed in such a manner that surface runoff will percolate through the system in sheet flow fashion and allow sediment to be retained and accumulated. I Trench in the toe of the filter fabric barrier with a spade or mechanical trencher as shown on the Drawings. Lay filter fabric along the edges of the trench. Backfill and compact trench. J Securely fasten the filter fabric material to the woven wire with tie wires. K Provide the filter fabric in continuous rolls and cut to the length of the fence to minimize the use of joints. When joints are necessary, splice the fabric together only at a support post with a minimum 6-inch overlap and seal securely. L Inspect the reinforced filter fabnc barrier systems after each rainfall, daily dunng periods of prolonged rainfall, and at a minimum once each week. Repair or replace damaged sections immediately. Remove sediment deposits when silt reaches a depth one-third the height of the bamer or 6 inches, whichever is less. END OF SECTION 04/2002 01560-3 CITY OF PEARLAND WASTE MATERIAL DISPOSAL Section 01562 WASTE MATERIAL DISPOSAL 1.0 GENERAL 1.01 SECTION INCLUDES A Disposal of waste material and salvageable material. 1.02 UNIT PRICES A No separate payment will be made for waste material disposal under this Section. Include payment in unit pnce for related sections. 1.03 SUBMITTALS A Submittals shall conform to requirements of Section 01350 - Submittals. B Obtain and submit disposal permits for proposed disposal sites if required by local ordinances. C Submit a copy of written permission from property owner, along with description of property, prior to disposal of excess material adjacent to the Project. Submit a written and signed release from property owner upon completion of disposal work. City of Pearland requires individual fill placement permits for all fill placed within the City limits. 2.0 PRODUCTS - NotUsed 3.0 EXECUTION 3.01 SALVAGEABLE MATERIAL A Excavated material: When indicated on Drawings, load, haul, and deposit excavated material at a location or locations shown on Drawings outside the hmits of Project. B Base, surface, and bedding material* Deliver gravel, bituminous or other base and surfacing material designated for salvage to the location designated by the Engineer. C Pipe culvert: Deliver culverts designated for salvage to Owner's storage area. D Other salvageable materials: Conform to requirements of individual Specification Sections. E Coordinate delivery of salvageable material with Engineer. 08/2002 01562-1 CITY OF PEARLAND WASTE MATERIAL DISPOSAL 3.02 EXCESS MATERIAL A Vegetation, rubble, broken concrete, debris, asphaltic concrete pavement excess soil, and other materials not designated for salvage, shall become the property of Contractor and shall be removed from the job site and legally disposed of. B Excess soil may be deposited on pnvate property adjacent to the Project when written permission is obtained from property owner. See Paragraph 1.03 C above. C Verify the flood plain status of any proposed disposal site. Do not dispose of excavated matenals in an area designated as within the 100-year Flood Hazard Area. D Waste materials shall be removed from the site on a daily basis, such that the site is maintained in a neat and orderly condition. END OF SECTION 08/2002 01562-2 CITY OF PEARLAND CONTROL OF GROUND WATER AND SURFACE WATER Section 01564 CONTROL OF GROUND WATER AND SURFACE WATER 1.0 GENERAL 1.01 SECTION INCLUDES A Dewatering, depressurizing, draining, and maintaining trench and structure excavations and foundation beds in dry and stable condition. B Protecting work against surface runoff and rising flood waters. C Disposing of removed water. 1.02 METHOD OF PAYMENT A Measurement and payment for control of groundwater for open cut pipe excavations shall be on a LF basis in accordance with the bid form and shall not exceed the length of open - cut pipe installation in the area requiring groundwater control. No separate payment will be made for control of ground water for all other conditions and for the control of surface water. Include the cost to control ground water for non -pipe excavations and all surface water in price for work requiring such controls. 1.03 DEFINITIONS A Ground water control includes both dewatering and depressunzation of water -bearing soil layers. 1. Dewatering includes lowering the water table and intercepting seepage which would otherwise emerge from slopes or bottoms of excavations and disposing of removed water. The intent of dewatenng is to increase stability of excavated slopes; prevent dislocation of material from slopes or bottoms of excavations; reduce lateral loads on sheeting and bracing; improve excavating and hauling charactenstics of excavated material; prevent failure or heaving of the bottom of excavations; and to provide suitable conditions for placement of backfill materials and construction of structures and other installations. 2. Depressurization includes reduction in piezometnc pressure within strata not controlled by dewatering alone, as required to prevent failure or heaving of excavation bottom. B Excavation drainage includes keeping excavations free of surface and seepage water. C Surface drainage includes use of temporary drainage ditches and dikes and installation of temporary culverts and sump pumps with discharge lines as required to protect the Work from any source of surface water. 08/2002 01564-1 CITY OF PEARLAND CONTROL OF GROUND WATER AND SURFACE WATER D Equipment and instrumentation for monitoring and control of the ground water control system includes piezometers and monitonng wells, and devices, such as flow meters, for observing and recording flow rates. 1.04 PERFORMANCE REQUIREMENTS A Conduct subsurface investigations to identify groundwater conditions and to provide parameters for design, installation, and operation of groundwater control systems. B Design a ground water control system, compatible with requirements of Federal Regulations 29 CFR Part 1926 and Section 01570 - Trench Safety Systems, to produce the following results: 1. Effectively reduce the hydrostatic pressure affecting excavations. 2. Develop a substantially dry and stable subgrade for subsequent construction operations. 3. Preclude damage to adjacent properties, buildings, structures, utilities, installed facilities and other work. 4. Prevent the loss of fines, seepage, boils, quick condition, or softening of the foundation strata. 5. Maintain stability of sides and bottom of excavations. C Ground water control systems may include single -stage or multiple -stage well point systems, eductor and ejector -type systems, deep wells, or combinations of these equipment types. D Provide drainage of seepage water and surface water, as well as water from any other source entering the excavation. Excavation drainage may include placement of drainage materials, such as crushed stone and filter fabric, together with sump pumping. E Provide ditches, berms, pumps and other methods necessary to divert and dram surface water from excavation and other work areas. F Locate ground water control and drainage systems so as not to interfere with utilities, construction operations, adjacent properties, or adjacent water wells. G Assume sole responsibility for ground water control systems and for any loss or damage resulting from partial or complete failure of protective measures and any settlement or resultant damage caused by the ground water control operations. Modify ground water control systems or operations if they cause or threaten to cause damage to new construction, existing site improvements, adjacent property, or adjacent water wells, or affect potentially contaminated areas. Repair damage caused by ground water control systems or resulting from failure of the system to protect property as required. H Provide an adequate number of piezometers installed at the proper locations and depths as required to provide meaningful observations of the conditions affecting the excavation, adjacent structures, and water wells. 08/2002 01564-2 CITY OF PEARLAND CONTROL OF GROUND WATER AND SURFACE WATER I Provide environmental monitoring wells installed at the proper locations and depths as required to provide adequate observations of hydrostatic conditions and possible contaminant transport from contamination sources into the work area or into the ground water control system. J Decommission piezometers and monitoring wells installed during design phase studies and left for Contractors monitoring and use. 1.05 SUBMITTALS A Submittals shall conform to requirements of Section 01350 - Submittals. B Submit a Ground Water and Surface Water Control Plan for review by the Engineer prior to start of any field work. The Plan shall be signed by a Professional Engineer registered in the State of Texas. Submit a plan to include the following: 1. Results of subsurface investigation and description of the extent and characteristics of water bearing layers subject to ground water control. 2. Names of equipment suppliers and installation subcontractors. 3. A description of proposed ground water control systems indicating arrangement, location, depth and capacities of system components, installation details and criteria, and operation and maintenance procedures. 4. A description of proposed monitoring and control system indicating depths and locations of piezometers and monitonng wells, monitoring installation details and criteria, type of equipment and instrumentation with pertinent data and characteristics. 5. A description of proposed filters including types, sizes, capacities and manufacturer s application recommendations. 6. Design calculations demonstrating adequacy of proposed systems for intended applications. Define potential area of influence of ground water control operation near contaminated areas. 7. Operating requirements, including piezometric control elevations for dewatering and depressunzation. 8. Excavation drainage methods including typical drainage layers, sump pump application and other necessary means. 9. Surface water control and drainage installations. 10. Proposed methods and locations for disposing of removed water. C Submit the following records upon completed initial installation: 1. Installation and development reports for well points, eductors, and deep wells. 2. Installation reports and baseline readings for piezometers and monitoring wells. 3. Baseline analytical test data of water from monitonng wells. 4. Initial flow rates. 08/2002 01564-3 CITY OF PEARLAND CONTROL OF GROUND WATER AND SURFACE WATER D Submit the following records on a weekly basis during operations: 1. Records of flow rates and piezometric elevations obtained dunng monitoring of dewatering and depressurization. Refer to Paragraph 3.02, Requirements for Eductor, Well Points, or Deep Wells. 2. Maintenance records for ground water control installations, piezometers, and monitoring wells. E Submit the following records at end of work. Decommissioning (abandonment) reports for monitoring wells and piezometers installed by other dunng the design phase and left for Contractor's monitoring and use. 1.06 ENVIRONMENTAL REQUIREMENTS A Comply with requirements of agencies having jurisdiction. B Comply with Texas Natural Resource Conservation Commission regulations and Texas Water Well Dnllers Association for development, dnlling, and abandonment of wells used in dewatering system. C Obtain permit from EPA under the National Pollutant Discharge Ehmmation System (NPDES), for storm water discharge from construction sites. Refer to Section 01565 - NPDES Permit Requirements. D Obtain all necessary permits from agencies with control over the use of groundwater and matters affecting well installation, water discharge, and use of existing storm drains and natural water sources. Because the review and permitting process may be lengthy, take early action to pursue and submit for the required approvals. E Monitor ground water discharge for contamination while performing pumping in the vicinity of potentially contaminated sites. 2.0 PRODUCTS 2.01 EQUIPMENT AND MATERIALS A Equipment and materials are at the option of Contractor as necessary to achieve desired results for dewatering. Selected equipment and materials are subject to review of the Engineer through submittals required in Paragraph 1.06, Submittals. B Eductors well points, or deep wells, where used, must be furnished, installed and operated by an experienced contractor regularly engaged in ground water control system design, installation, and operation. C All equipment must be in good repair and operating order. D Sufficient standby equipment and materials shall be kept available to ensure continuous operation, where required. 08/2002 01564-4 CITY OF PEARLAND CONTROL OF GROUND WATER AND SURFACE WATER 3.0 EXECUTION 3.01 GROUND WATER CONTROL A Perform a subsurface investigation by borings as necessary to identify water bearing layers, piezometric pressures, and soil parameters for design and installation of ground water control systems. Perform pump tests, if necessary to determine the drawdown characteristics of the waterbeanng layers. The results shall be presented in the Ground Water and Surface Water Control Plan (See Paragraph 1.5B.1). B Provide labor, matenal, equipment, techniques and methods to lower, control and handle ground water in a manner compatible with construction methods and site conditions. Monitor effectiveness of the installed system and its effect on adjacent property. C Install, operate, and maintain ground water control systems in accordance with the Ground Water and Surface Water Control Plan. Notify Engineer in wnting of any changes made to accommodate field conditions and changes to the Work. Provide revised drawings and calculations with such notification. D Provide for continuous system operation including nights, weekends, and holidays. Arrange for appropriate backup if electrical power is primary energy source for dewatering system. E Monitor operations to verify that the system lowers ground water piezometric levels at a rate required to maintain a dry excavation resulting in a stable subgrade for prosecution of subsequent operations. F Where hydrostatic pressures in confined water beanng layers exist below excavation, depressunze those zones to eliminate risk of uplift or other instability of excavation or installed works. Allowable piezometric elevations shall be defined in the Ground Water and Surface Water Control Plan. G Maintain water level below subgrade elevation. Do not allow levels to rise until foundation concrete has achieved design strength. H Dunng backfilling, dewatenng may be reduced to maintain water level a minimum of 5 feet below prevailing level of backfill. However, do not allow that water level to result in uplift pressures in excess of 80 percent of downward pressure produced by weight of structure or backfill in place. Do not allow water levels to rise into cement stabilized sand until at least 48 hour after placement. Provide a uniform diameter for each pipe drain run constructed for dewatering. Remove pipe dram when it has served its purpose. If removal of pipe is impractical, provide grout connections at 50-foot intervals and fill pipe with cement-bentonite grout or cement -sand grout when pipe is removed from service 08/2002 01564-5 CITY OF PEARLAND CONTROL OF GROUND WATER AND SURFACE WATER J Extent of construction ground water control for structures with a permanent perforated underground drainage system may be reduced, such as for units designed to withstand hydrostatic uplift pressure. Provide a means of draining the affected portion of underground system, including standby equipment. Maintain drainage system during operations and remove it when no longer required. K Remove system upon completion of construction or when dewatering and control of surface or ground water is no longer required. L Compact backfill as required by the Contract Documents. 3.02 REQUIREMENTS FOR EDUCTOR, WELL POINTS, OR DEEP WELLS A For aboveground piping in ground water control system, include a 12-inch minimum length of clear, transparent piping between every eductor well or well point and discharge header so that discharge from each installation can be visually monitored. B Install sufficient piezometers or momtonng wells to show that all trench or shaft excavations in water bearing materials are predrained prior to excavation. Provide separate piezometers for monitoring of dewatering and for monitoring of depressurization. Install piezometers and monitoring wells for tunneling as appropriate for Contractor's selected method of work. C Install piezometers or momtonng wells not less than one week in advance of beginning the associated excavation. D Dewatering may be omitted for portions of underdrains or other excavations, but only where auger borings and piezometers or monitoring wells show that soil is predrained by an existing system such that the criteria of the ground water control plan are satisfied. E Replace installations that produce noticeable amounts of sediments after development. F Provide additional ground water control installations, or change the methods, in the event that the installations according to the ground water control plan does not provide satisfactory results based on the performance criteria defined by the plan and by the specification. Submit a revised plan according to Paragraph 1.5B. 3.03 EXCAVATION DRAINAGE A Contractor may use excavation drainage methods if necessary to achieve well drained conditions. The excavation drainage may consist of a layer of crushed stone and filter fabric, and sump pumping in combination with sufficient wells for ground water control to maintain stable excavation and backfill conditions. 08/2002 01564-6 CITY OF PEARLAND CONTROL OF GROUND WATER AND SURFACE WATER 3.04 MAINTENANCE AND OBSERVATION A Conduct daily maintenance and observation of piezometers or monitonng wells while the ground water control installations or excavation drainage are operating in an area. Keep system in good operating condition. B Replace damaged and destroyed piezometers or monitoring wells with new piezometers or wells as necessary to meet observation schedule. C Cut off piezometers or monitoring wells in excavation areas where piping is exposed, only as necessary to perform observation as excavation proceeds. Continue to maintain and make observations, as specified. D Remove and grout piezometers inside or outside the excavation area when ground water control operations are complete. Remove and grout momtonng wells when directed by the Engineer. 3.05 MONITORING AND RECORDING A Monitor and record average flow rate of operation for each deep well, or for each wellpoint or eductor header used in dewatering system. Also monitor and record water level and ground water recovery. These records shall be obtained daily until steady conditions are achieved, and twice weekly thereafter. B Observe and record elevation of water level daily as long as ground water control system is in operation, and weekly thereafter until the Work is completed or piezometers or wells are removed, except when Engineer determines that more frequent monitoring and recording are required. Comply with Engineer's direction for increased monitoring and recording and take measures as necessary to ensure effective dewatering for intended purpose. 3.06 SURFACE WATER CONTROL A Intercept surface water and divert it away from excavations through use of dikes, ditches, curb walls pipes, sumps or other approved means. The requirement includes temporary works required to protect adjoining properties from surface drainage caused by construction operations. B Divert surface water and seepage water into sumps and pump it into drainage channels or storm drains, when approved by agencies having jurisdiction. Provide settling basins when required by such agencies. END OF SECTION 08/2002 01564-7 CITY OF PEARLAND NPDES REQUIREMENTS Section 01565 NPDES REQUIREMENTS 1.0 GENERAL 1.01 SECTION INCLUDES A This Section descnbes the required documentation to be prepared and signed by the Contractor before conducting construction operations, in accordance with the terms and conditions of the National Pollutant Discharge Elimination System (NPDES) Permit, as stated in the Federal Register Vol. 57 No. 175, issued by the Environmental Protection Agency on September 9, 1992. B The Contractor shall be responsible for implementation, maintenance, and inspection of storm water pollution prevention control measures including, but not limited to, erosion and sediment controls, storm water management plans, waste collection and disposal, off -site vehicle tracking, and other practices shown on the Drawings or specified elsewhere in this or other Specifications. C Contractor shall review implementation of the Storm Water Pollution Prevention Plan (SWPPP) in a meeting with the Owner and Engineer prior to start of construction. 1.02 UNIT PRICES A NPDES requirements as implemented by the SWPPP will be measured on a lump sum basis. Payment will include and be full compensation for all labor, equipment, materials, supervision, and all incidental expenses for construction of these items, complete in place, including, but not hmited to stabilized construction exits, source control for erosion and sedimentation, filter fabric fence, maintenance requirements, repair and replacement of damaged sections, removal of sediment deposits, and removal of erosion and sediment control systems at the end of construction. 1.03 REFERENCES A. ASTM D3786 - Standard Test Method for Hydraulic Bursting Strength for Knitted Goods and Nonwoven Fabrics B. ASTM D4632 - Standard Test Method for Grab Breaking Load and Elongation of Geotextiles. 2.0 PRODUCTS - NotUsed 08/2002 01565-1 CITY OF PEARLAND NPDES REQUIREMENTS 3.0 EXECUTION 3.01 NOTICE OF INTENT A The Contractor shall fill out, sign, and date the Notice of Intent (N01) attached as Figure 01565-1 at the end of this Section. The signed copy of the Contractor's NOI shall be returned to the Owner. The Owner will also complete the Notice of Intent attached at the end of this section and will submit both notices to the EPA Submission of the NOI is required by both the Owner and the Contractor before construction operations start. 3.02 CERTIFICATION REQUIREMENTS A On the Operator's Information form attached as Figure 01565-6, the Contractor shall fill out name, address, and telephone number for the Contractor; the names of persons or firms responsible for maintenance and inspection of erosion and sediment control measures and all Subcontractors. B The Owner will complete and sign the Owner's Certification, shown as Figure 01565-7 and return a copy to the Contractor for inclusion with other project certification forms. C The Contractor and Subcontractors named in the Operator's Information form shall read, sign, and date the Contractor's/Subcontractor's Certification form, attached as Figure 01565-8. D The persons or firms responsible for maintenance and mspection of erosion and sediment control measures shall read sign, and date the Contractor's Inspection and Maintenance Certification form, attached as Figure 01565-9. E The Operator's Information form and all certification forms shall be submitted to the Owner before beginning construction. 3.03 RETENTION OF RECORDS A The Contractor shall keep a copy of the Storm Water Pollution Prevention Plan at the construction site or at the Contractor's office from the date that it became effective to the date of project completion. B At project closeout, the Contractor shall submit to the Owner all NPDES forms and certifications, as well as a copy of the SWPPP. Storm water pollution prevention records and data will be retained by Owner for a period of 3 years from the date of project completion. 08/2002 01565-2 CITY OF PEARLAND NPDES REQUIREMENTS 3.04 REQUIRED NOTICES A The following notices shall be posted from the date that this SWPPP goes into effect until the date of final site stabilization: 1. Copies of the Notices of Intent submitted by the Owner and Contractor and a brief project description, as given in Paragraph 1.1 of the SWPPP, shall be posted at the construction site or at Contractor's office in a prominent place for public viewing. 2. Notice to dnvers of equipment and vehicles, instructing them to stop, check, and clean tires of debris and mud before driving onto traffic lanes. Post such notices at every stabilized construction exit area. 3. In an easily visible location on site post a notice of waste disposal procedures. 4. Notice of hazardous material handling and emergency procedures shall be posted with the NOI on site. Keep copies of Material Safety Data Sheets at a location on site that is known to all personnel. 5. Keep a copy of each signed certification at the construction site or at Contractor's office. END OF SECTION 08/2002 01565-3 CITY OF PEARLAND NPDES FORM NPDES REQUIREMENTS THIS FORM REPLACES PREVIOUS FORM 3510-6 (8-92) Form Approved. OMB No.2040.0086 Approval expires 8-31-9B See Reverse for Instructions :EPA United States Environmental Protection Agency Washington, DC 20460 Notice of Intent (N01) for Storm Water Discharges Associated with Industrial Activity Under a NPDES Permit Submission of this Notice of Intent constitutes notice that the party identified in Section 11 of this form Intends to be authorized by a NPDES permit issued for storm water discharges associated with industrial activity In the State identified in Section III of this form. Becoming a permittee obligates such discharger to comply with the terms and conditions of the permit. ALL NECESSARY INFORMATION MUST BE PROVIDED ON THIS FORM. I. Permit Selection: You must indicate the NPDES Storm Water general permit under which you are applying for coverage. Check one of these. Baseline Baseline Multi -Sector Industrial Construction (Group Permit) II. Facility Operator Information Name' Address:I City: I 1 1 1 1 I i 1 I i 1 1 I I I 1 I 1 1 1 I t I 1 1 1 I 1 I I Phone:I 1 1 1 1 1 1 1, 1 1 1 1 1 1 1 1 1 1 1, 1 t 1 i t 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i I State: I 1 I ZIP Code: I III. Facility/Site Location Information Name Address: I i i i i i i i i t i i i i i i i i i i i i City: I 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 Latitude: i l I t I t I Longitude:I i t I l I IV. Site Activity In ormat'on MS4 Operator Name: I 1 1 1 1 1 1 Receiving Water Body: I If you are filing as a co-permittee, enter storm water general permit number: SIC or Designated Activity Code: 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i t t l i i i l Status of Owner/Operator: 1 1 1 i— 1 1 1 1 I Is the facility located on Indian Lands? (Y or N) n I State: I 1 I ZIP Code:, 1 i IQuarter.I i ISection:I t I Township:I till Range:( 1 1 t I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 Primary:I 1 1 1 I 2nd:I till Is the facility required to submit monitoring data? (1, 2, 3, or 4)171 If You Have Another Existing NPDES ( Permit, Enter Permit Number 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 I Multi -Sector Permit Applicants Only: Based on the Instructions provided in Addendum H of the Multi -Sector permit, are species identified in Addendum H in proximity to the storm water discharges to be covered I under this permit, or the areas of BMP construction to control those storm water discharges? (Y or N) Will construction (land disturbing activities) be conducted for storm water controls? (Y or N) Is applicant subject to and in compliance with a written 11 historic preservation agreement? (Y or N) ✓ Additional Information Required for Construction Activities Only Project Start Date: Completion Date: Is the Storm Water Pollution Prevention Plan Estimated Area to be in compliance with State and/or Local I I l l „Hi, Disturbed (in Acres) 11 1 1 1 1 I sediment and erosion plans? (Y or N) ✓ I. Certification:. The certification statement in Box 1 applies to ajj applicants. The certification statement in Box 2 applies a to facilities applying for the Multi -Sector storm water general permit. BOX 1 ALL APPLICANTS I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is to the best of my knowledge and belief, true, accurate, and complete. 1 am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. BOX 2 MULTI -SECTOR STORM WATER GENERAL PERMIT APPLICANTS ONLY: I certify under penalty of law that I have read and understand Part I B. eligibility requirements for coverage under the Multi -Sector storm water general permit, including those requirements relating to the protection of species identified in Addendum H. To the best of my knowledge, the discharges covered under this permit, and construction of BMPs to control storm water run-off, are not likely to and will not likely adversely affect any species identified in Addendum H of the Multi -Sector storm water general permit or are otherwise eligible for coverage due to previous authorization under the Endangered Species Act. To the best of my knowledge I further certify that such discharges and construction of BMPs to control storm water run-off, do not have an effect on properties listed or eligible for listing on the National Register of Historic Places under the National Historic Preservation Act, or are otherwise eligible for coverage due to a previous agreement under the National Historic Preservation Act. I understand that continued coverage under the Multi -Sector general permit is contingent upon maintaining eligibility as provided for in Part I.B Print Name: ( 1 1 1 1 1 t I i I 1 1 1 1 1 1 l 1 1 1 1 1 1 1 1 1 t i ) 1 I Signatures_ Date: I l I l III EPA Form 3510-6 (8-981 08/2002 01565-4 CITY OF PEARLAND NPDES REQUIREMENTS Instructions - EPA Form 3510-6 Notice Of Intent (N01) For Storm Water Discharges Associated With industrial Activity To Be Covered Under a NPDES General Permit Who Must File A Notice Of Intent (N01) Form Federal law at 40 CFR Pan 122 point source disdrfgas d storm wear asaodMad vat industriet idles be wator Eb,* ion System WOES) s U.S.Shoutson eukh sPa4 �0S • stain weer submit • NCI to obtain coverage under •)oOE.a Siam Water Glows! Pre you haw questions about whether sue need a gene under the NPOES storm Weer program, or I you need hloemation as to • tar is adnilnielered m IS arP ocessiig Center S (30) 405411445. agency, telephone or wile b Me d When To File NOI Form NOts must be seal to the fo$orAg address: atone Water Notice of Intent (4203M) 1201 Constitution Avenue, NW Washington, DC 20450 Completing The Form You must type or print using upper -own eters, m the epproprels are only. Peen piece each charade batmen the marts. Abbas/MS if number mbe d Senecas a each alum. Use one eos ex Weeks between oworMay within ds but not for punctuation marks unless Me_ y we needed b derify your resposaas. it you have any questions on this form, pre I e !Joey of Intent Pmceseire Csnw M (301) 40641451 - Section i Petmlt Selection Your indicate the NPOES stone water general sternal under *doh you rat g or coverage. Crack one box only. The Bane* Industrial and Saeewne Coreuuoibn pp=�ermlw Issued in 8 were ued spemb r 1092. The Muhi•NG« a Permit become effective Dcteber 1,1905. Section 0 Facility Operator Information Provide tat legal awns of Use person, arm, pubic orgwtflo t, or any other may that operates the fly «sat described to this The name of Me operator may « not be the somthe e es e* name d the rather hay. mIparbe petty le Me Spar use a colloquial entity NNA controls Enw the compete address end telephone nutter IS pent or ells Mite opst, Eder the appropriate letter to Mee the legal Malta of the operator of the F ■ Federal; 1 • State: M • Public (other than loosest or state); P ■ Privets Section 111 FealtyISlbe Location krformWon Enter the tacahys of shots Oka «egsi Hens and complete Wee address, hdutArw city, stateand ZIP code. Do not povida a P.O. Box number as the steel eaddderR applying fora Baseline Permit and the Motley «Me lacks • street address, indicts the Mae and ether to latitude end longitude of the facility b the nem* 15 eacade get the quarter, union, township, and rano (b lee nearest quarter section) of the eppnainee liner of the she. W a (yylkt the MkdNw$Pee Mika* o or Pee the compete street addressing *herMIS *soap to the name IS lilt seconds gc quarter, actioneh, township,ade and�and craned (to the merest quarter Notion) of the approximate wee of the sits. All applicants must Indicate whether the facility le located on Indian lands. Section IV Bite Activity Information If the storm water discfwgss to a mmidp& separate Mons rawer system (M84), steer the name d the operator of the 1,04 (s.g., municipally ens, county turns) sggl the receiving weer d inmm Be M84. (A M84 a diked a a era « *yawn d conveyances roods vetsdrainagesystems, nee. catch basis, orbs, guiwsolty mantn*de mmuseiiss. «aroma fiats) Meat w aced « pb bodynsted dwhich i dtallonid « we'd awl «rcon conveying wa� M the Why diwds ges Morns whet directly b re ctdwing weler(s), enter tatm es d the s If you we fans es a co•penntwe and a sbnn wets( gamest permit number has been Wed, miller the number In the pneos provided. See M monikers MMus of Me Mary, defer to Me pen* for Iniamuhan on monitoring requirements. indicate the monitoring statue by entering oat of the following: 1 • Not aut4pd b monladnq requirements under the condtbn of Ms pent* 2■ to rrronkrire requirements aaS required to submit to data. tt 4 ■ Su0 �d b noMaitp requiems** but a�cereicaNkn ter ncSbklg (iidefts,, In order dstgnllkenoe,unto wo4dgl1ustdngawr dSSWaion WC codas Met beM describe Be or services y�ppwidsdatlhalroitit conavidor d in aauction eral p enter rep his If you ere a°° SIC acoodn°C 1500 `hits%).. For industrial actin lie Seared In 40 CFR 122.26(b)(14x1)-(d) Mn do not hew SIC codes thet paoantely the pficbe products produced «scubas provided, um the HZ • LF■ SE sr TW - CO■ Hazardous wags treatment, foage, or osisl WNeiee, including those that are wrier interim status a in a pine uncle/ subtitle C d BORA(40 CFR 1 1 application sank and open dumps that receive or w hereceded any industrial wastes, Including those that we subjectto ragulabon undo subtitle D of RCRA i40 CFR 122.26(b)(14 v)) Steam electric power penerahnp fauhtros. Including coal henries ales 140 CFR 122,26(b)(14)(vnl)), Treatment works treating domestic sewage or any other sewage sludge or wastewater treatment device or system, used in the storage, treatment, recycling, end reclamation of municipal or domestic sewage 140 CFR 122,26(b)px)): or Construction activities 140 CFR 122.26(b)(14)(x)j. N men is another NPOES pen* uy issued for the fealty or Ms 1Mad It Section IS, aster lee met number. If en a os6on for the Wily hes been subnwed but no pre number hes been assigned, solar he application number. Fetes sppykq for coverage under the kMtbiSscla storm wane general psv M, must NNW the fait 6rt es questions in sedlrin N. Refer b Addendum 14 due MnrMf sa• nt ► P-fat •Net i :'laest `thst are Msnigsmmedei Pridbeepcpw'dlhat w r nb can theened « Indicate whether any construction *1 be conducted to Instal or dsveop storm water rwnolt centrals. Section V Additional Information Required for Construction Activities Only comtudbn adMMes must complies Section V In admen b store 1 trough N Ore construction &divine need to complete Section V. Enter the project stet dee end the sSnMsd completion des for the ening Wiretap's* Pe• Provide an seems* of the lobe runts of Wee of the Mes on With edi wit be dieutted (rand b the newest sae). indicate whetherwith approved Meta r� boat pollution and erosion perm**, a' ' for Ms NM is in � menegerned piers. Section VI Certification Federal statutes provide for severs pennies for submitting false information on that application form. Federal regulations require this application to be signed es blows: Fora corporation: by a responsible corporato officer, which means: () president secretary, treasurer. or vice-president of the corporation in charge of a principal business function, or any Other person who performs similar policy or decision making functions. or (ii) the manager of one or more manufacturing, production, or operating sac Rties employing more than 250 persons or having gross annual sales or expenditures exceeding 325 minion (in second-quarter 1980 dollars), if authority to sign documents has been assigned or delegated to the 'wager in sccorden a with corporate procedures: For • prbersMk or sole proprietorship: by • general partner or the proprietor; or fur a e, Federal. « ate pudic facial. by Seer • prindpel executive officer or rankMg *So cwide. Paperworii Reduction Act Notice Pubic reporting burden for IN, aI i ntMsed b Olken* per spploMMn, it=tlafflot revMwing bftnr�dbiin seaeNryf costing souse, gstherbe end elMelMn9 the dais needed, and completing and nwbwlnp Ms collection d Woneeron. Send comments regarding the burden estimates, any other aspect of the collection of informatbn, or suggestions for improving this form, including any suggestions which may increase or reduce this burden to: Chief. Information Policy Branch, 2136, U.S. Environmental Protection Agency, 1200 Pennsylvania Ave, NW, Washington, DC 20460, or Director, Office of Information and Regulator Affairs, Office of Management and Budget, Washington. DC 20503. 08/2002 01565-5 CITY OF PEARLAND NPDES REQUIREMENTS OPERATOR'S INFORMATION Owner's Name and Address: Contractor's Names and Addresses: General Contractor: Site Superintendent: Telephone: Telephone: Erosion Control and Maintenance Inspection• Telephone: Subcontractor's Names and Addresses: Phone: Phone: 08/2002 01565-6 CITY OF PEARLAND NPDES REQUIREMENTS CERTIFICATION FOR NPDES PERMITTING I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Signature: Name: (printed or typed) Title: Date: City of Pearland 08/2002 01565-7 CITY OF PEARLAND NPDES REQUIREMENTS CONTRACTOR'S / SUBCONTRACTOR'S CERTIFICATION I certify under penalty of law that I understand the terms and conditions of the general National Pollutant Discharge Elimination System (NPDES) permit that authorizes the storm water discharges associated with industnal activity from the construction site identified as part of this certification.. Signature: Name: (printed or typed) Title* Company: Address: Signature: Name. (printed or typed) Title* Company: Address: Signature: Name: (printed or typed) Title: Company: Address: 08/2002 01565-8 CITY OF PEARLAND NPDES REQUIREMENTS EROSION CONTROL CONTRACTOR'S INSPECTION AND MAINTENANCE CERTIFICATION I certify under penalty of law that I understand the terms and conditions of the general National Pollutant Discharge Elimination System (NPDES) permit that authorizes the storm water discharges associated with industrial activity from the construction site identified as part of this certification.. Signature: Name: (printed or typed) Title: Company: Address: Date: 08/2002 01565-9 CITY OF PEARLAND NPDES REQUIREMENTS 4 E 8 O O Q 0 U sat t'.4g 3-4 08/2002 01565-10 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION Section 01566 SOURCE CONTROLS FOR EROSION AND SEDIMENTATION 1.0 GENERAL 1.01 SECTION INCLUDES A Description of erosion and sediment control and other control -related practices which shall be utilized during construction activities. 1.02 UNIT PRICES A Unless indicated in the Unit Price Schedule as a pay item, no separate payment will be made for work performed under this Section. Include cost of work performed under this Section in pay items of which this work is a component. 2.0 PRODUCTS - NotUsed 3.0 EXECUTION 3.01 PREPARATION AND INSTALLATION A No clearing and grubbing or rough cutting shall be permitted until erosion and sediment control systems are in place, other than site work specifically directed by the engineer to allow soil testing and surveying. B Equipment and vehicles shall be prohibited by the Contractor from maneuvering on areas outside of dedicated rights -of -way and easements for construction. Damage caused by construction traffic to erosion and sediment control systems shall be repaired immediately by the Contractor. C The Contractor shall be responsible for collecting storing hauling, and disposing of spoil, silt, and waste materials as specified in this or other Specifications and in compliance with applicable federal, state, and local rules and regulations. D Contractor shall conduct all construction operations under this Contract in conformance with the erosion control practices described in the Drawings and this Specification. E The Contractor shall install, maintain, and inspect erosion and sediment control measures and practices as specified in the Drawings and in this or other Specifications. 08/2002 01566-1 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION 3.02 TOPSOIL PLACEMENT FOR EROSION AND SEDIMENT CONTROL SYSTEMS A When topsoil is specified as a component of another Specification, the Contractor shall conduct erosion control practices described in this Specification during topsoil placement operations. 1 When placing topsoil, maintain erosion and sediment control systems, such as swales grade stabilization structures, berms, dikes, silt fences, and sediment basins. 2. Maintain grades which have been previously established on areas to receive topsoil. 3. After the areas to receive topsoil have been brought to grade, and immediately prior to dumping and spreading the topsoil, loosen the subgrade by discing or by scarifying to a depth of at least 2 inches to permit bonding of the topsoil to the subsoil. 3.03 DUST CONTROL A Implement dust control methods to control dust creation and movement on construction sites and roads and to prevent airborne sediment from reaching receiving streams or storm water conveyance systems, to reduce on -site and off -site damage, to prevent health hazards, and to improve traffic safety. B Control blowing dust by using one or more of the following methods: 1. Mulches bound with chemical binders. 2. Temporary vegetative cover 3. Tillage to roughen surface and bring clods to the surface. 4. Irrigation by water sprinkling. 5. Barriers using solid board fences, burlap fences, crate walls, bales of hay, or similar materials. C Implement dust control methods immediately whenever dust can be observed blowing on the project site. 3.04 KEEPING STREETS CLEAN A Keep streets clean of construction debris and mud carried by construction vehicles and equipment. If necessary to keep the streets clean, install stabilized construction exits at construction, staging, storage, and disposal areas. A vehicle/equipment wash area (stabilized with coarse aggregate) may be installed adjacent to the stabilized construction exit, as needed. Release wash water into a drainage swale or inlet protected by erosion and sediment control measures. Construction exit and wash areas are specified in Section 01550 - Stabilized Construction Exit. B In lieu of or in addition to stabilized construction exits, shovel or sweep the pavement to the extent necessary to keep the street clean Waterhosing or sweeping of debris and mud off of the street into adjacent areas is not allowed. 08/2002 01566-2 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION 3.05 EQUIPMENT MAINTENANCE AND REPAIR A Confine maintenance and repair of construction machinery and equipment to areas specifically designated for that purpose. Locate such areas so that oils, gasoline, grease, solvents, and other potential pollutants cannot be washed directly into receiving streams or storm water conveyance systems. Provide these areas with adequate waste disposal receptacles for liquid as well as solid waste. Clean and inspect maintenance areas daily. B On a construction site where designated equipment maintenance areas are not feasible, take precautions during each individual repair or maintenance operation to prevent potential pollutants from washing into streams or conveyance systems. Provide temporary waste disposal receptacles. 3.06 WASTE COLLECTION AND DISPOSAL A Contractor shall formulate and implement a plan for the collection and disposal of waste materials on the construction site. In plan, designate locations for trash and waste receptacles and establish a collection schedule. Methods for ultimate disposal of waste shall be specified and carried out in accordance with applicable local, state, and federal health and safety regulations. Make special provisions for the collection and disposal of liquid wastes and toxic or hazardous materials. B Keep receptacles and waste collection areas neat and orderly to the extent possible. Waste shall not be allowed to overflow its container or accumulate from day-to-day Locate trash collection points where they will least likely be affected by concentrated storm water runoff. 3.07 WASHING AREAS A Vehicles such as concrete dehvery trucks or dump trucks and other construction equipment shall not be washed at locations where the runoff will flow directly into a watercourse or storm water conveyance system. Designate special areas for washing vehicles. Locate these areas where the wash water will spread out and evaporate or infiltrate directly into the ground, or where the runoff can be collected in a temporary holding or seepage basin. Beneath wash areas construct a gravel or rock base to minimize mud production. 3.08 STORAGE OF CONSTRUCTION MATERIALS AND CHEMICALS A Isolate sites where chemicals, cements, solvents, paints, or other potential water pollutants are stored in areas where they will not cause runoff pollution. B Store toxic chemicals and materials, such as pesticides, paints, and acids in accordance with manufacturers' guidehnes. Protect groundwater resources from leaching by placing a plastic mat, packed clay, tar paper, or other impervious materials on any areas where toxic liquids are to be opened and stored. 08/2002 01566-3 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION 3.09 DEMOLITION AREAS A Demolition activities which create large amounts of dust with significant concentrations of heavy metals or other toxic pollutants shall use dust control techniques to limit transport of airborne pollutants. However, water or slurry used to control dust contaminated with heavy metals or toxic pollutants shall be retained on the site and shall not be allowed to run directly into watercourses or storm water conveyance systems. Methods of ultimate disposal of these materials shall be carried out in accordance with applicable local, state, and federal health and safety regulations. 3.10 SANITARY FACILITIES A Provide the construction sites with adequate portable toilets for workers in accordance with Section 01500 - Temporary Facilities and Controls, and applicable health regulations. 3.11 PESTICIDES • A Use and store pesticides during construction in accordance with manufacturers' guidelines and with local, state, and federal regulations. Avoid overuse of pesticides which could produce contaminated runoff. Take great care to prevent accidental spillage. Never wash pesticide containers in or near flowing streams or storm water conveyance systems. END OF SECTION 08/2002 01566-4 CITY OF PEARLAND TRENCH SAFETY SYSTEM Section 01570 TRENCH SAFETY SYSTEM 1.0 GENERAL 1.01 SECTION INCLUDES A Trench safety system for the construction of trench excavations. B Trench safety system for structural excavations, which fall under provisions of State and Federal trench safety laws. 1.02 UNIT PRICES • A Measurement for trench safety systems used on trench excavations is on a linear foot basis measured along the centerline of the trench, including manholes and other line structures. No separate measurement will be made of shoring systems used by the Contractor for protection unless identified as Special Shoring on the Drawings. Shoring, other than Special shoring, will be included in the trench safety system measurements. B Measurement for Special Shoring system installations shown on the Drawings and included in the bid schedule for trench excavations, is on a square foot basis. C No payment will be made for trench safety systems for structural excavations under this section. Include payment for trench safety system in apphcable structure installation sections. D Refer to Section 01200 - Measurement and Payment for unit pnce procedures. 1.03 DEFINITIONS A A trench is defined as a narrow excavation (in relation to its depth) made below the surface of the ground. In general, the depth is greater than the width, but the width of a trench (measured at the bottom) is not greater than 15 feet. B The trench safety system requirements apply to larger open excavations if the erection of structures or other installations limits the space between the excavation slope and the installation to dimensions equivalent to a trench as defined. C Trench Safety Systems include both Protective Systems and Shoring Systems but are not limited to sloping, sheeting, trench boxes or trench shields, slide rail systems, sheet piling, cribbing, bracing, shoring, dewatering or diversion of water to provide adequate drainage. 1. Protective Systems: A method of protecting employees from cave-ins, from material that could fall or roll from an excavation face or into an excavation, or from the collapse of an adjacent structure. 08/2002 01570-1 CITY OF PEARLAND TRENCH SAFETY SYSTEM 2. Shoring System: A structure that supports the sides of an excavation and which is designed to prevent cave-ins, or to prevent movements of the ground affecting adjacent installations or improvements. 3. Special Shoring: A shoring system meeting Special Shoring Requirements for locations identified on the Drawings. 1.04 SUBMITTALS A Submittals shall conform to requirements of Section 01350 - Submittals. B Submit a safety program specifically for the construction of trench excavation. Design the trench safety program to be in accordance with OSHA 29CFR standards governing the presence and activities of individuals working in and around trench excavations, and in accordance with any Special Shoring requirements at locations shown on the Drawings. C Have construction and shop drawings for trench safety systems sealed as required by OSHA by a licensed Professional Engineer retained and paid by the Contractor. D Review of the safety program by the Engineer will only be in regard to compliance with the Contract Documents and will not constitute approval by the Engineer nor relieve Contractor of obligations under State and Federal trench safety laws. 1.05 REGULATORY REQUIREMENTS A Install and maintain trench safety systems in accordance with the provision of Excavations, Trenching, and Shoring, Federal Occupation Safety and Health Administration (OSHA) Standards, 29CFR, Part 1926, Subpart P, as amended, mcludmg Final Rule, published in the Federal Register Vol. 54, No. 209 on Tuesday, October 31, 1989. The sections that are incorporated into these specifications by reference include Sections 1926-650 through 1926-652. B A reproduction of the OSHA standards included in "Subpart P - Excavations" from the Federal Register Vol. 54, No. 209 is available upon request to Contractors bidding on Owner s projects. The Owner assumes no responsibility for the accuracy of the reproduction. The Contractor is responsible for obtaining a copy of this section of the Federal Register. C Legislation that has been enacted by the Texas Legislature with regard to Trench Safety Systems, is hereby incorporated, by reference, into these specifications. Refer to Texas Health and Safety Code Ann., §756.021 (Vernon 1991). D Reference materials, if developed for a specific project, will be issued with the Bid Documents, including the following* 1. Geotechnical information obtained for use in design of the trench safety system. 2. Special Shoring Requirements. 08/2002 01570-2 CITY OF PEARLAND TRENCH SAFETY SYSTEM 1.06 INDEMNIFICATION A Contractor shall indemnify and hold harmless the Owner, its employees, and agents, from any and all damages, costs (including, without limitation, legal fees, court costs, and the cost of investigation) judgments or claims by anyone for injury or death of persons resulting from the collapse or failure of trenches constructed under this Contract. B Contractor acknowledges and agrees that this indemnity provision provides indemnity for the Owner in case the Owner is negligent either by act or omission in providing for trench safety, including, but not limited to safety program and design reviews, inspections, failures to issue stop work orders, and the hiring of the Contractor. 2.0 PRODUCTS Not Used 3.0 EXECUTION 3.01 INSTALLATION A Install and maintain trench safety systems in accordance with provisions of OSHA 29CFR. B Specially designed trench safety systems shall be installed in accordance with the Contractor s trench excavation safety program for the locations and conditions identified in the program. Install Special Shoring at the locations shown on the Drawings. C Obtain venfication from a competent person, as identified in the Contractor's trench excavation safety program, that trench boxes and other premanufactured systems are certified for the actual installation conditions. 3.02 INSPECTION A Conduct daily inspections by Contractor or Contractor's independently retained consultant, of the trench safety systems to ensure that the installed systems and operations meet OSHA 29CFR and other personnel protection regulations requirements. B If evidence of possible cave-ins or slides is apparent, immediately stop work in the trench and move personnel to safe locations until necessary precautions have been taken to safeguard personnel. C Maintain a permanent record of daily inspections. 3.03 FIELD QUALITY CONTROL A Verify specific applicability of the selected or specially designed trench safety systems to each field condition encountered on the project. END OF SECTION 08/2002 01570-3 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS Section 01580 PROJECT IDENTIFICATION SIGNS 1.0 GENERAL 1.01 SECTION INCLUDES A Project identification sign description. B Installation. C Maintenance and removal. 1.02 UNIT PRICES A No separate payment will be made for design, fabncation, installation, and maintenance of project identification signs under this Section. Include cost of work performed under this Section in the pay item for Section 01505 - Mobilization. B If changes to project identification signs are requested by the City Engineer to keep them current, payment will be made by change order. C Skid -mounted signs shall be relocated as directed by the City Engineer at no additional cost to the City. Post -mounted signs shall be relocated once, if directed in writing by the City Engineer, at no additional cost to the City. If a post -mounted sign is relocated more than once at the written direction of the City Engineer, payment will be made by change order. 1.03 SYSTEM DESCRIPTION A Sign Construction: Project identification signs shall be constructed of new materials and painted new for the project. Construct post -mounted signs as shown on Construction Sign Details. B Appearance: Project identification signs shall be maintained to present a clean and neat look throughout the project duration. C Sign Manufacturer/Maker Experienced as a professional sign company. D Sign Placement: Place signs at locations as directed by the City Engineer. The City Engineer will provide sign placement instructions at the Preconstruction Meeting. 1. A linear project is one involving paving, overlay, sewer fines, storm drainage, or water mains that run in the right-of-way over a distance. A linear project requires a project identification sign at each end of the construction site. 2. Single Site or Building Projects: Provide one project identification sign. 3. Multiple Sites Provide one project identification sign at each site. 08/2002 01580-1 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS 4. Sign Relocations As work progresses at each site, it may be necessary to move and relocate project identification signs. Relocate signs as directed in writing by the City Engineer. E Alternate Skid -mounted Sign Construction: Post -mounted signs are preferred, but skid - mounted signs are allowed, especially for projects with noncontiguous locations where work progresses from one location to another. The skid structure shall be designed so that the sign will withstand a 60-mile-per-hour wind load directly to the face or back of the sign. Use stakes, straps, or ballast. Approval of the use of skid -mounted signs shall not release the Contractor from responsibility of maintaining a project identification sign on the project site and shall not make the City responsible for the security of such signs. 1.04 SUBMITTALS A Submit shop drawings under provisions of Section 01350 - Submittal Procedures. B Show content, layout, lettering style lettering size, and colors. Make sign and lettering to scale, clearly indicating condensed lettering, if used. 2.0 PRODUCTS 2.01 SIGN MATERIALS A Structure and Framing: All sign materials shall be new. 1. Sign Posts: Use 4-inch by 4-inch wood posts, 8 feet long for skid mounting and 12 feet long minimum for post hole mounting to set top of posts at 8 feet above existing grade. 2. Sign Header Supports and Skid Bracing: 2-inch by 4-inch wood framing material. 3. Skid Members: 2-inch by 6-inch wood framing material. 4. Fasteners: a. Use galvanized steel fasteners. b. Use 1/2-inch by 5-1/2-inch button head carriage bolts to attach sign to posts and 1/2-inch by 3-1/2-inch to attach sign header to sign. Secure with nuts and flat head washers at locations shown on the detail titled Project Sign Construction. c. Cover button heads with white reflective film or paint to match sign background. B Sign and Sign Header: Use marine plywood, minimum 3/4-inch thick. Use full-size 4- foot by 8-foot sheets for sign and a single piece for header to minimize joints, do not piece wood to fabricate a sign face. C Paint and Pnmers: White paint used to prime surfaces and to resist weathering shall be an industnal grade, fast -drying, oil -based paint with gloss finish. Paint structural and framing members white on all sides and edges to resist weathering. Paint sign and sign header material white on all sides and edges to resist weathering. Paint all sign surfaces with this weather -protective paint pnor to adding any sign paint or adhesive applications. 08/2002 01580-2 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS D Colors: 1. Sign and Header Background: Sign and sign header backgrounds shall be industrial grade, reflective white. Use 3M Scotchlite Engineer Grade, Pressure Sensitive Sheeting (White), or approved equal. 2. Sign Border: Add 2-1/2-inch-wide red border along the four edges of the project sign. Do not apply the border to the sign header. For border, use industrial grade reflective red. Use 3M Scotchlite Engineer Grade, Pressure Sensitive Sheeting (Red), or approved equal. 3. Sign Film: Make legends, symbols, lettering, and artwork from 3M Scotchcal Pressure Sensitive Films, or approved equal. Match colors to the following 3M Scotchcal Pressure Sensitive Films. a. All Lettering: Vivid Blue b. Rainbow Graphic on Header for Neighborhoods to Standard 1) Dark Violet 2) Intense Blue 3) Kelly Green 4) Bright Yellow 5) Bright Orange 6) Tomato Red E City Seal and Other Logos: The City Engineer will provide seals and other logos to the Contractor, as needed. 2.02 SIGN LAYOUT AND COMPOSITION A Sign layout and composition is to be provided to the Contractor by the City at the Preconstruction Meeting. 3.0 EXECUTION 3.01 INSTALLATION A Install project identification signs within 7 calendar days after Date of Commencement. B Erect signs where designated by the City Engineer at the Preconstruction Meeting Position the sign in such a manner as to be fully visible and readable to the general public C Erect sign level and plumb. D If mounted on posts, sink posts at least 3 feet below grade. Stabilize posts to minimize lateral motion Leave a minimum of 8 feet of post above existing grade for mounting of the sign and header. E Erect sign so that the top edge of the sign, not the sign header, is at a nominal 8 feet above existing grade. 08/2002 01580-3 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS 3.02 MAINTENANCE AND REMOVAL A Keep signs and supports clean. Repair deterioration and damage. B Remove signs, framing, supports, and foundations to a depth of 2 feet upon completion of Project. Restore the area to a condition equal to or better than before construction. END OF SECTION 08/2002 01580-4 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS ATTACHMENT SPONSORING DEPARTMENTS 01580-1 AND DIRECTORS TABLE SPONSORING DEPARTMENT DIRECTORS / CHIEFS DEPARTMENTS Police Department Department Fire Parks & Recreation Department Public Library Department Solid Waste Department Department of Housing and Community Development & Human Services Department Health 08/2002 01580-5 CITY OF PEARLAND MATERIAL AND EQUIPMENT Section 01600 MATERIAL AND EQUIPMENT 1.0 GENERAL 1.01 SECTION INCLUDES A Requirements for transportation, delivery, handling, and storage of materials and equipment. 1.02 PRODUCTS A Products: Means material, equipment, or systems forming the Work. Does not include machinery and equipment used for preparation, fabrication, conveying and erection of the Work. Products may also include existing matenals or components designated for reuse. B Do not reuse materials and equipment, designated to be removed, except as specified by the Contract Documents. C Provide equipment and components from the fewest number of manufacturers as is practical, in order to simplify spare parts inventory and to allow for maximum interchangeability of components. For multiple components of the same size, type or application, use the same make and model of component throughout the project. 1.03 TRANSPORTATION A Make arrangements for transportation, delivery, and handling of equipment and materials required for timely completion of the Work. B Transport and handle products in accordance with instructions. C Consign and address shipping documents to the proper party giving name of Project, street number, and City. Shipments shall be delivered to the Contractor. 1.04 DELIVERY A Arrange deliveries of products to accommodate the short term site completion schedules and in ample time to facilitate inspection prior to installation. Avoid deliveries that cause lengthy storage or overburden of limited storage space. B Coordinate deliveries to avoid conflict with Work and conditions at the site and to accommodate the following: 1. Work of other contractors or the City. 2. Limitations of storage space. 3. Availability of equipment and personnel for handling products. 4. City's use of premises. 08/2002 01600-1 CITY OF PEARLAND MATERIAL AND EQUIPMENT C Have products delivered to the site in manufacturer's original, unopened, labeled containers. D Immediately upon delivery, inspect shipment to assure: 1. Product complies with requirements of Contract Documents. 2. Quantities are correct. 3. Containers and packages are intact; labels are legible. 4. Products are properly protected and undamaged. 1.05 PRODUCT HANDLING A Coordinate the off-loading of materials and equipment delivered to the job site. If necessary to move stored materials and equipment during construction, Contractor shall relocate materials and equipment at no additional cost to the City. B Provide equipment and personnel necessary to handle products including those provided by the City, by methods to prevent damage to products or packaging. C Provide additional protection during handling as necessary to prevent breaking scraping, marring, or otherwise damaging products or surrounding areas. D Handle products by methods to prevent over bending or overstressing. Lift heavy components only at designated lifting points. F Handle matenals .and equipment in accordance with Manufacturer's recommendations. G Do not drop, roll or skid products off delivery vehicles. Hand carry or use suitable materials handling equipment. 1.06 STORAGE OF MATERIAL A Store and protect matenals in accordance with manufacturer's recommendations and requirements of these Specifications. B Make necessary provisions for safe storage of materials and equipment. Place loose soil materials, and materials to be incorporated into the Work to prevent damage to any part of the Work or existing facilities and to maintain free access at all times to all parts of the Work and to utility service company installations in the vicinity of the Work. Keep materials and equipment neatly and compactly stored in locations that will cause a minimum of inconvenience to other contractors, public travel, adjoining owners, tenants, and occupants. Arrange storage in a manner to provide easy access for inspection. C Restrict storage to areas available on the construction site for storage of material and equipment as shown on Drawings or approved by the City Engineer. D Provide off -site storage and protection when on -site storage is not adequate. 08/2002 01600-2 CITY OF PEARLAND MATERIAL AND EQUIPMENT E Do not use lawns, grass plots, or other private property for storage purposes without written permission of the owner or other person in possession or control of such premises. F Protect stored materials and equipment against loss or damage. G Store in manufacturers' unopened containers. H Materials delivered and stored along the line of the Work shall be neatly, safely, and compactly stacked along the work site in such manner as to cause the least inconvenience and damage to property owners and the general public, and shall be not closer than 3 feet to any fire hydrant. Public and pnvate dnves and street crossings shall be kept open. I Damage to lawns, sidewalks, streets or other improvements shall be repaired or replaced to the satisfaction of the City Engineer. The total length which matenals may be distributed along the route of construction at any one time is 1000 lineal feet, unless otherwise approved in writing by the City Engineer. 2.0 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed • END OF SECTION 08/2002 01600-3 CITY OF PEARLAND 1.0 GENERAL PRODUCT OPTIONS AND SUBSTITUTIONS Section 01630 PRODUCT OPTIONS AND SUBSTITUTIONS 1.01 SECTION INCLUDES A Options for making product or process selections B Procedures for proposing equivalent construction products or processes, including preapproved, and approved products or processes 1.02 DEFINITIONS A Product: Means materials, equipment, or systems incorporated into the Project. Product does not include machinery and equipment used for production, fabncation, conveying, and erection of the Work. Products may also include existing materials or components designated for re -use. B Process: Any proprietary system or method for installing system components resulting in an integral, functioning part of the Work. For this Section, the word Product includes Processes. 1.03 SELECTION OPTIONS A Preapproved Products: Construction products of certain manufacturers or suppliers are designated in the Specifications as "preapproved. Products of other manufacturers or suppliers will not be acceptable for this Project and will not be considered under the submittal process for approving alternate products. B Approved Products: Construction products or processes of certain manufacturers or suppliers designated in the Specifications followed by the words "or approved equal." Approval of alternate products or processes not listed in the Specifications may be obtained through provisions for product options and substitutions in Document 00700 - General Conditions, and by following the submittal procedures specified in Section 01350 - Submittals. The procedure for approval of alternate products is not applicable to preapproved products. C Product Compatibihty: To the maximum extent possible, provide products that are of the same type or function from a single manufacturer, make or source. Where more than one choice is available as a Contractor's option, select a product, which is compatible with other products already selected, specified, or in use by the Owner. 1.04 CONTRACTOR'S RESPONSIBILITY A The Contractor's responsibility related to product options and substitutions is defined in the General Conditions. 08/2002 01630-1 CITY OF PEARLAND PRODUCT OPTIONS AND SUBSTITUTIONS B Furnish information the Engineer deems necessary to judge equivalency of the alternate product. C Pay for laboratory testing as well as any other review or examination costs, needed to establish the equivalency between products in order to obtain information upon which the Engineer can base a decision. D If the Engineer determines that an alternate product is not equal to that named in the Specifications, the Contractor shall furnish one of the specified products. 1.05 ENGINEER'S REVIEW A Alternate products or processes may be used only if approved in writing by the Engineer. The Engineer's determination regarding acceptance of a proposed alternate product is final. B Alternate products will be accepted if the product is judged by the Engineer to be equivalent to the specified product or to offer substantial benefit to the Owner. C The Owner retains the right to accept any product or process deemed advantageous to the Owner, and similarly, to reject any product or process deemed not beneficial to the Owner. 1.06 SUBSTITUTION PROCEDURE A Collect and assemble technical information applicable to the proposed product to aid in determining equivalency as related to the approved product specified. B Submit a written request for a construction product to be considered as an alternate product. C Submit the product information after the effective date of the Agreement and within the time period allowed for substitution submittals given in the General Conditions. After the submittal period has expired, requests for alternate products will be considered only when a specified product becomes unavailable because of conditions beyond the Contractor's control. D Submit 5 copies of each request for alternate product approval. Include the following information: 1. Complete data substantiating compliance of proposed substitution with Contract Documents 2. For products: a. Product identification, including manufacturer's name and address b. Manufacturer's literature with product description, performance and test data, and reference standards c. Samples, as applicable d. Name and address of similar projects, on which product was used and date of installation. Include the name of the Owner, Architect/Engineer, and installing contractor. 08/2002 01630-2 CITY OF PEARLAND PRODUCT OPTIONS AND SUBSTITUTIONS 3. For construction methods: a. Detailed description of proposed method b. Drawings illustrating methods 4. Itemized comparison of proposed substitution with product or method specified 5. Data relating to changes in construction schedule 6. Relation to separate contracts, if any 7. Accurate cost data on proposed substitution in comparison with product or method specified. 8. Other information requested by the Engineer. E Approved alternate products will be subject to the same review process as the specified product would have been for shop drawings, product data, and samples. 2.0 PRODUCTS -NotUsed 3.0 EXECUTION - NotUsed END OF SECTION 08/2002 01630-3 CITY OF PEARLAND FIELD SURVEYING Section 01720 FIELD SURVEYING 1.0 GENERAL 1.01 QUALITY CONTROL A Conform to State of Texas laws for surveys requiring licensed surveyors. Employ a land surveyor acceptable to Engineer. 1.02 SUBMITTALS A Submit to Engineer the name, address, and telephone number of Surveyor before starting survey work. B Submit documentation venfying accuracy of survey work on request. C Submit information under provisions of Section 01350 - Submittals. 1.03 PROJECT RECORD DOCUMENTS A Maintain a complete and accurate log of control and survey work as it progresses. B Submit Record Documents under provisions of Section 01350 - Submittals. 1.04 EXAMINATION A Verify locations of survey control points prior to starting Work. B Notify Engineer immediately of any discrepancies discovered. 1.05 SURVEY REFERENCE POINTS A Control datum for survey is that established by Owner -provided survey and indicated on Drawings. B Locate and protect survey control points, including property corners, prior to starting site work; preserve permanent reference points during construction. C Notify Engineer 48 hours in advance of need for relocation of reference points due to changes in grades or other reasons. D Report promptly to Engineer the loss or destruction of any reference point. Contractor shall reimburse Owner for cost of reestablishment of permanent reference points disturbed by Contractor's operations. 08/2002 01720-1 CITY OF PEARLAND FIELD SURVEYING 1.06 SURVEY REQUIREMENTS A Utilize recognized engineering survey practices. B Establish a minimum of two permanent bench marks on site, referenced to established control points. Record locations, with horizontal and vertical data, on Project Record Documents. C Establish and record in survey notes elevations, lines and levels to provide quantities required for measurement and payment and to provide appropriate controls for the Work. Locate and lay out by instrumentation and similar appropriate means: 1. Site improvements including pavements° stakes for grading; fill and topsoil placement, utility locations, slopes, and invert elevations. 2. Grid or axis for structures. D Verify periodically layouts by same means. 2.0 PRODUCTS -NotUsed 3.0 EXECUTION - NotUsed • END OF SECTION 08/2002 01720-2 CITY OF PEARLAND CUTTING AND PATCHING Section 01730 CUTTING AND PATCHING 1.0 GENERAL 1.01 SECTION INCLUDES A Cutting, patching and fitting of Work to existing facilities, or to accommodate installation or connection of Work with existing facilities, or to uncover work for access, inspection or testing. 1.02 CUTTING AND PATCHING • A Perform activities to avoid interference with facility operations and the Work of others in accordance with the Document 00700 - General Conditions of the Contract. • B Execute cutting and patching including excavation, backfill and fitting to: 1. Remove and replace defective Work or Work not conforming to the Drawings and Specifications. 2. Take samples of installed Work as required for testing. 3. Remove construction required to provide for specified alteration or addition to existing work. 4. Uncover Work to provide for inspection or reinspection of covered Work by the Engineer or regulatory agencies having jurisdiction. 5. Connect any Work that was not accomplished in the proper sequence to completed Work. 6. Remove or relocate existing utilities and pipes which obstruct Work to which connections must be made. 7. Make connections or alterations to existing or new facilities. 8. Provide openings, channels, chases and flues, if any, and do cutting, patching and finishing. C Restore existing work to a state equal to or better than that prior to cutting and patching. Restore new Work to standards of these Specifications. D Support, anchor, attach, match, trim and seal materials to the Work of others. Unless otherwise specified, furnish and install sleeves, inserts, hangers, required for the execution of the Work. E Provide shoring, bracing and support as required to maintain structural integrity and protect adjacent Work from damage during cutting and patching Before cutting beams or other structural members, anchors, hntels or other supports, request wntten instructions from the Engineer. Follow such instructions, as applicable. 08/2002 01730-1 CITY OF PEARLAND CUTTING AND PATCHING 1.03 SUBMITTALS A Submit written notice to the Engineer requesting consent to proceed prior to cutting which may affect structural integrity or design function, Owner operations, or work of another contractor. B Include the following in submittal: 1. Identification of project. 2. Description of affected Work. 3. Necessity for cutting. 4. Effect on other work and on structural integrity. 5. Include description of proposed Work: a. Scope of cutting and patching. b. Contractor, subcontractor or trade to execute Work. c. Products proposed to be used. d. Extent of refinishing e. Schedule of operations. 6. Alternatives to cutting and patching, if any. C Should conditions of Work or schedule indicate change of materials or methods, submit a written recommendation to the Engineer including: 1. Conditions indicating change. 2. Recommendations for alternative materials or methods. 3. Submittals as required for substitutions. D Submit wntten notice to the Engineer designating time Work will be uncovered for observation. Do not begin cutting or patching operations until authorized by the Engineer. 1.04 CONNECTIONS TO EXISTING FACILITIES A Perform construction necessary to complete connections and tie-ins to existing facilities. Keep all existing facilities in continuous operation unless otherwise specifically permitted in these Specifications or approved by the Engineer. B Coordinate with the Engineer, interruption of service requiring connection into existing facilities. Bypassing of wastewater or sludge to waterways is not permitted. Provide temporary pumping facilities to handle wastewater if necessary. Use temporary bulkheads (e.g , inflatable plugs) to minimize disruption. Provide temporary power supply and piping to facilitate construction where necessary. C Submit a detailed schedule of proposed connections, including shut -downs and tie-ins. Include in the submittal the proposed time and date as well as the anticipated duration of the Work. Submit the detailed schedule coordinated with the construction schedule. 1. Provide specific time and date information to the Engineer 48 hours in advance of proposed Work. 08/2002 01730-2 CITY OF PEARLAND CUTTING AND PATCHING D Procedures and Operations: 1. The Contractor may operate existing pumps, valves and gates required for sequencing procedures only as directed by the Engineer. Do not operate any valve, gate or other item of equipment without permission of the City and the knowledge of the Engineer. 2. Insofar as possible, equipment shall be tested and in operating condition before final tie-ins are made to connect equipment to the existing facility. 3. Carefully coordinate Work and schedules Provide written notice to the Engineer at least 48 hours before shut -downs or by-passes are required. 2.0 PRODUCTS - Not Used. 3.0 EXECUTION - NotUsed. • END OF SECTION 08/2002 01730-3 CITY OF PEARLAND STARTING SYSTEMS Section 01750 STARTING SYSTEMS 1.0 GENERAL 1.01 SECTION INCLUDES A Starting systems. B Demonstration and instructions. C Testing, adjusting, and balancing. 1.02 UNIT PRICES A No separate payment will be made for work performed under this Section. Include cost of work performed under this Section in pay item of which this work is a component. 2.0 PRODUCTS - Not Used 3.0 EXECUTION 3.01 PREPARATION A Coordinate schedule for start-up of various equipment and systems. B Notify City Engineer 7 days prior to startup of each item. C Verify that each piece of equipment or system has been checked for proper lubrication, dnve rotation, belt tension, control sequence, or other conditions which may cause damage. D Verify that tests, meter readings, and specified electrical characteristics agree with those required by the equipment or system manufacturer. E Verify wiring and support components for equipment are complete and tested. F Execute start-up under Contractor's supervision in accordance with manufacturer's instructions. G When specified in individual specification sections, require manufacturer to provide authorized representative to be present at site to inspect, check and approve equipment or system installation prior to and during start-up, and to supervise placing equipment or system in operation. H Submit a written report that equipment or system has been properly installed and is functioning correctly. 08/2002 01750-1 CITY OF PEARLAND STARTING SYSTEMS 3.02 DEMONSTRATION AND INSTRUCTIONS A Demonstrate operation and maintenance of products to City Engineer two weeks minimum prior to date of Substantial Completion. B Utilize operation and maintenance manuals as basis for instruction. Review contents of manual with City Engineer in detail to explain all aspects of operation and maintenance. C Demonstrate start-up, operation, control, adjustment, trouble -shooting, servicing maintenance, and shutdown of each item of equipment at agreed -upon times, at equipment location. D Prepare and insert additional data in operations and maintenance manuals when need for additional data becomes apparent during instruction. 3.03 TESTING, ADJUSTING, AND BALANCING A City Engineer will appoint, employ, and pay for services of an independent firm to perform testing, adjusting and balancing. B Reports will be submitted by the independent firm to the City Engineer indicating observations and results of tests and indicating compliance or non-compliance with specified requirements and with the requirements of the Contract Documents. END OF SECTION 08/2002 01750-2 CITY OF PEARLAND PROJECT RECORD DOCUMENTS Section 01760 PROJECT RECORD DOCUMENTS 1.0 GENERAL 1.01 SECTION INCLUDES A Maintenance and Submittal of Record Documents and Samples. 1.02 MAINTENANCE OF DOCUMENTS AND SAMPLES A Maintain one record copy of documents at the site in accordance with Document 00700 - General Conditions, paragraph 3.02. B Store Record Documents and samples in field office if a field office is required by Contract Documents, or in a secure location. Provide files, racks, and secure storage for Record Documents and samples. C Label each document "PROJECT RECORD" in neat, large, pnnted letters. D Maintain Record Documents in a clean, dry, and legible condition. Do not use Record Documents for construction purposes. E Keep Record Documents and Samples available for inspection by Engineer. 1.03 RECORDING A Record information concurrently with construction progress. Do not conceal any work until required information is recorded. B Contract Drawings, Change Orders, and Shop Drawings' Legibly mark each item to record all actual construction, or 'as built" conditions, including: 1. Measured honzontal locations and elevations of underground utilities and appurtenances, referenced to permanent surface improvements 2. Elevations of underground utilities referenced to bench mark utilized for project. 3. Field changes of dimension and detail. 4. Changes made by modifications. 5. Details not on original contract drawings. 6. References to related shop drawings and Modifications. C Record information with a red pen or pencil on a set of blue line opaque drawings, provided by Engineer. 08/2002 01760-1 CITY OF PEARLAND PROJECT RECORD DOCUMENTS 1.04 SUBMITTALS A At contract closeout, deliver Project Record Documents to Engineer. 2.0 PRODUCTS -Not Used 3.0 EXECUTION - NotUsed END OF SECTION 08/2002 01760-2 CITY OF PEARLAND CONTRACT CLOSEOUT Section 01770 CONTRACT CLOSEOUT GENERAL SECTION INCLUDES A Closeout procedures including final submittals such as operation and maintenance data, warranties, and spare parts and maintenance materials. CLOSEOUT PROCEDURES B Comply with Document 00700 - General Conditions regarding Final Completion and Final Payment when Work is complete and ready for Engineer's final inspection. C Provide Project Record Documents in accordance with Section 01350 - Submittals. D Complete or correct items on punch list, with no new items added. Any new items will be addressed during warranty period. E The Owner will occupy portions of the Work as specified in other Sections. F Contractor shall request Final Inspection at least two weeks prior to Final Acceptance. FINAL CLEANING G Execute final cleaning prior to final inspection. H Clean debris from drainage systems. I Clean site; sweep paved areas, rake clean landscaped surfaces. J Remove waste and surplus materials, rubbish, and temporary construction facihties from the site following the final test of utilities and completion of the work. OPERATION AND MAINTENANCE DATA K Submit operations and maintenance data as noted in Section 01350 - Submittals. WARRANTIES L Provide one original of each warranty from Subcontractors, suppliers, and manufacturers. M Provide Table of Contents and assemble warranties in 3-ring/D binder with durable plastic cover. 08/2002 01770-1 CITY OF PEARLAND CONTRACT CLOSEOUT N Submit warranties prior to final Application for Payment. 0 Warranties shall commence in accordance with the requirements in Document 00700 - General Conditions, paragraph 9.10, Substantial Completion. PRODUCTS - NotUsed EXECUTION - NotUsed END OF SECTION 08/2002 01770-2 CITY OF PEARLAND SITE PREPARATION Section 02200 SITE PREPARATION 1.0 GENERAL 1.01 SECTION INCLUDES A Clearing and grubbing. B Removal of topsoil, stripping and stockpiling. C Removal of debris and trash. D Removal of obstructions. E Excavation and fill. F Disposal of waste materials. G Disposal of excess materials. H Salvaging of designated items. 1.02 UNIT PRICES A Site preparation will be on a lump sum basis for each hft station site. B Side streets and utility easements involving any work in this contract will not be measured separately and are considered incidental to work under this Section. C Refer to Section 01200 - Measurement and Payment, for unit pnce procedures. 2.0 PRODUCTS 2.01 MATERIALS A Brought -in Structural Fill: 1. Sand, gravel, earth or combination, which can be compacted to form stable embankments and fills conforming to select borrow standards: a. Liquid limit. 45 maximum, ASTM D 4318. b. Plasticity index: 12 minimum, 20 maximum ASTM D 4318. c. Free from trash, vegetation, organic matter, large stones, hard lumps of earth and frozen, corrosive or perishable material. d. Well broken up, free of clods of hard earth, rocks, and stones greater than 2-inch dimension. 08/2002 02200-1 CITY OF PEARLAND SITE PREPARATION 2. Brought -in General Fill: LL _-_6. 5, PI 0-45, free of trash, etc. 3.0 EXECUTION 3.01 PRESERVATION OF STAKING A Use caution to preserve survey staking, monuments and property corners. B Employ a Registered Surveyor to reset any missing, disturbed, or damaged monumentation. 3.02 SITE CLEARING A Protect trees and shrubs designated to remain in accordance with Section 01563 - Tree and Plant Protection. B Protect utilities from damage. C Topsoil Removal: 1. Remove growths of grass from areas before stripping. 2. Topsoil is defined as surface soil found of depth of not less than 4 inches 3. Strip topsoil to depths encountered. 4. Perform stripping in a manner to prevent intermmghng of topsoil with underlying sterile subsoil and remove objectionable materials, including clay lumps, stones over 2 in. in diameter, weeds, roots, leaves, and debris. 5. Where trees are designated by Owner to be left standing, stop topsoil stripping at extreme limits of tree drip line to prevent damage to main root system. 6. Construct storage piles to freely drain surface water. 7. Cover storage piles, if required to prevent wind-blown dust. 8. At completion transport topsoil from stockpiles to work site for spreading and final fine grading. D Clearing and Grubbing. 1. Clear project site of trees, shrubs, and other vegetation, except for those designated by Owner to be left standing. 2. Completely remove stumps, roots, and other debris protruding through ground surface 3. Use only hand methods for grubbing inside drip line of trees. 4. Fill depressions caused by clearing and grubbing operations with satisfactory soil material unless further excavation or earthwork is indicated. 5. Place fill material in horizontal layers not exceeding 6 inches loose depth, and thoroughly compact to density equal to adjacent original ground. 6. On areas required for roadway channel, or structural excavation, remove stumps, 2" diameter or larger limbs and roots, to depth of 2 feet below lower elevation of excavation. 08/2002 02200-2 CITY OF PEARLAND SITE PREPARATION 7. On areas required for embankment construction, remove 2" diameter limbs, stumps and roots to depth of 2 feet below ground surface. 8. Blade entire area to prevent ponding of water and to provide drainage, except in areas to be immediately excavated. 9. Trees and stumps may be cut off as close to natural ground as practicable on areas which are to be covered by at least 3 feet of embankment. 10. Complete operations by bulldozing, blading, and grading so that prepared area is free of holes, unplanned ditches, abrupt changes in elevations and irregular contours, and preserve drainage of area. 3.03 UNSUITABLE MATERIAL A Undercut and replace material, which Engineer designates as unsuitable for subsequent construction. B Material used to replace unsuitable material shall be suitable material from site excavation or "Brought -in Fill" specified in this section. 3.04 EXCAVATION AND FILL A Depressed site areas shall be filled using matenal from high areas, insofar as practicable. B Fill to indicated rough grade elevations under roadways with 'Brought -in Structural Fill" material, when fill obtained from high areas is exhausted and `Brought -in General' Fill for open areas not under structures or roadways. C Place and compact fill in accordance with Section 02330 - Embankment. 3.05 SALVAGEABLE ITEMS AND MATERIAL A Items designated by the Engineer to be salvaged are to be carefully removed, so as to cause no damage to the salvaged items and delivered to Owner's storage yard. 3.06 DISPOSAL A Remove and dispose of excess matenal and debris resulting from work under this Section in accordance with requirements of Section 01562 - Waste Material Disposal. END OF SECTION 08/2002 02200-3 CITY OF PEARLAND SITE DEMOLITION Section 02220 SITE DEMOLITION 1.0 GENERAL 1.01 SECTION INCLUDES A Demolishing and removing existing pavements, structures, equipment and materials only to the extent as indicated on the Contract Drawings. B Removing concrete paving, asphaltic concrete pavement, and base courses. C Removing concrete curbs, concrete curb and gutters, sidewalks and driveways. D Removing pipe culverts and sewers. E Removing miscellaneous structures of wood, plastics, metals concrete, masonry, or combination of concrete and masonry, etc. F Disposing of demolished materials and equipment. 1.02 UNIT PRICES A No separate payment will be made for removing existing pavements and structures under this Section unless included in bid documents. Include payment in unit price for work in appropriate sections. B No payment will be made for work outside maximum payment limits indicated on Drawings, or in areas removed for Contractor's convenience. C Refer to Section 01200 - Measurement and Payment for unit price procedures. 1.03 SUBMITTALS A Submittals shall conform to requirements of Section 01350 - Submittals. B Submit proposed methods equipment materials and sequence of operations for demolition. Describe coordination for shutting off, capping and removing temporary utilities. Plan operations to minimize temporary disruption of utilities to existing facilities or adjacent property. C Submit proposed demolition and removal schedule for approval. Notify Engineer in wnting at least 48 hours before starting demolition. 08/2002 02220-1 CITY OF PEARLAND SITE DEMOLITION D Submit an approved copy of demolition schedule to Engineer prior to commencement of demolition operations. E Obtain a permit for building demolition, as required. 1.04 OWNERSHIP OF MATERIAL AND EQUIPMENT A Materials and equipment designated for reuse or salvage are listed in Section 01100 - Summary of Work or on the plans. Protect items designated for reuse or salvage from damage during demolition, handling and storage. Restore damaged items to satisfactory condition. B Matenals and equipment not designated for reuse or salvage become the property of the Contractor. 1.05 STORAGE AND HANDLING A Store and protect materials and equipment designated for reuse until time of installation. B Deliver and unload items to be salvaged to storage areas indicated on Drawings. C Remove equipment and materials not designated for reuse or salvage and all waste and debris resulting from demolition from site. Remove material as work progresses to avoid clutter. 1.06 ENVIRONMENTAL CONTROLS A Minimize spread of dust and flying particles. If required by governing regulations, use temporary enclosures and other suitable methods to prevent the spread of dust, dirt and debris. B Use appropriate controls to limit noise from demolition to levels designated in local ordinances. C Do not use water where it can create dangerous or objectionable conditions, such as localized flooding, erosion, or sedimentation of nearby ditches or streams. D Stop demolition and notify Engineer if underground fuel storage tanks, asbestos, PCB's, contaminated soils, or other hazardous materials are encountered. E Dispose of removed equipment, matenals, waste and debris in a manner conforming to applicable laws and regulations. 08/2002 02220-2 CITY OF PEARLAND SITE DEMOLITION 2.0 PRODUCTS 2.01 EQUIPMENT AND MATERIALS FOR DEMOLITION A Use equipment and materials approved under Paragraph 1.03, Submittals. B Fires are not permitted. C Do not use a "drop hammer" where the potential exists for damage to underground utilities, structures or adjacent improvements. 3.0 EXECUTION 3.01 EXAMINATION A Prior to demolition, make an inspection with Engineer to determine the condition of existing structures and features adjacent to items designated for demolition. B Engineer will mark or list existing equipment to remain the property of the Owner. C Do not proceed with demolition or removal operations until after the joint inspection and subsequent authorization by Engineer. 3.02 PROTECTION OF PERSONS AND PROPERTY A Provide safe working conditions for employees throughout demolition and removal operations. Observe safety requirements for work below grade. B Maintain safe access to adjacent property and buildings. Do not obstruct roadways, sidewalks or passageways adjacent to the work. C Perform demolition in a manner to prevent damage to adjacent property. Repair damage to City property or adjacent property and facilities. D The Contractor shall be responsible for safety and integrity of adjacent structures and shall be liable for any damage due to movement or settlement. Provide proper framing and shoring necessary for support. Cease operations if an adjacent structure appears to be endangered. Resume demolition only after proper protective measures have been taken. E Erect and maintain enclosures, barriers, warning lights, and other required protective devices. 3.03 UTILITY SERVICES A Follow rules and regulations of authorities or companies having jurisdiction over communications, pipelines, and electrical distribution services. 08/2002 02220-3 CITY OF PEARLAND SITE DEMOLITION B Notify and coordinate with utility company and adjacent building occupants when temporary interruption of utility service is necessary. 3.04 DISPOSAL A Remove from the site all items contained in or upon the structure not designated for reuse or salvage. Conform to requirements of Section 01500 - Temporary Facilities and Controls or Section 01562 - Waste Material Disposal. B Follow method of disposal as required by regulatory agencies. 3.05 MECHANICAL WORK ITEMS A Mechanical removals consist of dismantling and removing existing piping, pumps, motors, water tanks, equipment and other appurtenances. It includes cutting, capping, and plugging required to restore use of existing utilities. B Remove existing process, water, chemical, gas, fuel oil and other piping not required for new work. Take out piping to the limits shown or to a pomt where it will not interfere with the new work. Piping not indicated to be removed or which does not interfere with new work shall be removed to the nearest solid support, capped, and the remainder left in place. Purge chemical and fuel lines and tanks. Verify that such lines are safe prior to removal or capping. C Where piping that is to be removed passes through existing walls, cut and cap piping on each side of the wall. Use cap appropnate for pipe material to be capped. Provide fire - rated sealant for walls classified as fire -rated. D When underground piping, which is not located in the public right-of-way, is to be altered or removed, cap the remaining piping Abandoned underground piping may be left in place unless it interferes with new work or is shown or specified to be removed. Piping less than 15 inches in diameter may be plugged and abandoned in place. For piping 15 inches in diameter and greater to be abandoned, fill with sand, pressure grout or other approved method and plug with concrete or bnck masonry bulkhead. E Remove waste and vent piping to points shown. Plug pipe and cleanouts and plugs. Where vent stacks pass through an existing roof that is to remain, remove the stack and patch the hole in the roof, making it watertight. Comply with requirements of existing roof installer so as to maintain roof warranty. F Conform to applicable codes when making any changes to plumbing and heating systems. 08/2002 02220-4 CITY OF PEARLAND SITE DEMOLITION 3.06 ELECTRICAL WORK ITEMS A Electrical removals consist of disconnecting and removing existing switchgear, distribution switchboards, control panels, bus duct, conduits and wires, panelboards, lighting fixtures, and miscellaneous electrical equipment. B Remove existing electrical equipment and fixtures to prevent damage to allow continued operation of existing systems and to maintain the integrity of the grounding systems. C Remove poles and metering equipment, if designated for removal on the Drawings. Coordinate electrical removals with the power company, as necessary. Verify that power is properly de -energized and disconnected. D Where shown or otherwise required, remove wiring in underground duct systems. Verify function of wiring before disconnecting and removing. Plug ducts which are not to be reused at entry to buildings. E Changes to electrical systems shall conform to applicable codes. F END OF SECTION /National Sanitation Foundation (ANSI/NFS) Standard 61 and certified by an organization accredited by ANSI. Unless otherwise noted, coat all exposed (wetted) steel parts of flanges, blind flanges, bolts, access manhole covers, etc. with epoxy lining, as specified herein. G Epoxy Lining: AWWA C210-92 - White, or approved equal for shop and field Joint applied, except as modified herein. 1. Surface Preparation: SSPC-SP-10(64); Near White Blast Clean; 2.0 to 3.0 mils surface profile. 2. Prime Coat: ACRO 4460 NSF Certified Epoxy - Buff; 4.0 to 6.0 mils DFT or approved equal. 3. Intermediate Coat: ACRO 4460 NSF Certified Epoxy - Buff: 4.0 to 6.0 mils DFT or approved equal. 4. Fmish Coat ACRO 4460 NSF Certified Epoxy - White 4.0 to 6.0 mils DFT or approved equal. 5. Minimum allowable dry film system thickness: 12.0 mils. 6. Maximum allowable dry film system thickness: 18.0 mils. 7. Minimum field adhesion: 700 psi. 8. Dry film thicknesses for approved alternate products in accordance with the product manufacturer's recommendations. 9. The lining system may consist of three or more coats of the same approved alternate epoxy lining without the use of a separate primer. 10. Provide materials from the same manufacturer. 08/2002 02220-5 CITY OF PEARLAND SITE DEMOLITION H Shop Applied Cement Mortar Lining: AWWA C205; shop -applied cement mortar linings, except as specified herein 3/8 inch minimum thickness for pipe diameters 24 inches and smaller. Pipe with cut back lining from joint ends no more than 2 inches to facilitate joining and welding of pipe. 3.07 MORTAR FOR EXTERIOR JOINTS A Cement Mortar: One part cement to two parts of fine, sharp clean sand; mix with water to a consistency of thick cream. B Portland Cement: ASTM C150, Type if C Sand: 1. Inside joints AWWA C602; fine graded natural sand. 2. Outside joints: ASTM C33; natural sand with 100 percent passing No. 16 sieve. D Water: ASTM D1888, Method A; total dissolved solids less than 1000 mg/10 ASTM D512 chloride ions less than 100 mg/1 for slurry and mortar cure; ASTM D1293 pH greater than 6.5. END OF SECTION 08/2002 02220-6 CITY OF PEARLAND ABANDONMENT OF FORCE MAINS Section 02222 ABANDONMENT OF FORCE MAINS 1.0 GENERAL 1.01 SECTION INCLUDES A Abandonment in place of existing sewers, Junction structures, manholes, and force mains. 1.02 MEASUREMENT AND PAYMENT A Unit Prices: 1. No separate payment will be made for plugging and abandoning sewer force mains Include cost of such abandonment in related work. 2. Refer to Section 01200 — Measurement and Payment for unit price procedures. B Stipulated Price (Lump Sum): If Contract is Stipulated Price Contract, payment for Work in this Section is included in total Stipulated Price. 1.03 DEFINITIONS A Abandonment. Force main abandonment consists of demolition and removal of portion of abandonment in place of force mains as specified in this Section. 1.04 SUBMITTALS A Conform to requirements of Section 01350 — Submittals. B At least 60 days prior to commencing abandonment activities, submit plan for abandonment, describing proposed grouting sequence, bypass pumping requirements and plugging, if any, and other information pertinent to completion of work. 2.0 PRODUCTS 2.01 PLUGS FOR FORCE MAINS A Grout Plugs: Cement -based dry -pack grout conforming to ASTM C 1107, Grade B or C. B Manufactured Plug: Commercially available plug or cap specifically designed and manufactured to be used with pipe being abandoned. 08/2002 02222-1 CITY OF PEARLAND ABANDONMENT OF FORCE MAINS 3.0 EXECUTION 3.01 DEMOLITION FORCE MANS PRIOR TO ABANDONMENT A Excavate overburden from force mains to be abandoned at locations indicated on Drawings, conforming to Section 02318 — Excavation and Backfill for Utilities. Cut existing force main, when necessary, to provide an end surface perpendicular to axis of pipe and suitable for plug to be installed. Remove force main piping material remaining outside of segment to be abandoned. 3.02 INSTALLATION A Plug each end of force main being abandoned. B Force Main Abandonment: 1. Clean inside surface of force main at least 12 inches from ends to achieve firm bond and seal grout plug or manufactured plug to pipe surface. Similarly, clean and prepare exterior pipe surface if manufactured cap is to be used. 2. When using grout plug, place temporary plug or bulkhead approximately 12 inches inside pipe. Fill pipe end completely with dry -pack grout mixture. 3. When using manufactured plug or cap, install fitting as recommended by manufacturer's instructions, to form water tight seal. 3.03 PROTECTION OF PERSONS AND PROPERTY A Provide safe working conditions for employees throughout demolition and removal operations. Observe safety requirements for work below grade. B Maintain safe access to adjacent property and buildings. Do not obstruct roadways, sidewalks or passageways adjacent to work. END OF SECTION 08/2002 02222-2 CITY OF PEARLAND ABANDONMENT OF FORCE MAINS ATTACHMENT TABLE 01580-1 SPONSORING DEPARTMENTS AND DIRECTORS SPONSORING DEPARTMENTS DEPARTMENT DIRECTORS / CHIEFS Police Department Fire Department Parks & Recreation Department Public Library Department Solid Waste Department Community Development Department of Housing and & Human Services Department Health 08/2002 02222-3 CITY OF PEARLAND CEMENT STABILIZED SAND Section 02252 CEMENT STABILIZED SAND 1.0 GENERAL 1.01 SECTION INCLUDES A Cement stabilized sand for backfill and bedding. 1.02 UNIT PRICES A No payment will be made for cement stabilized sand under this Section unless an extra unit price item is included in the Bid Proposal and the application of the pay item is approved by the Engineer. Include payment for cement stabilized sand in unit price for applicable utility or structure installation section. B If use of cement stabilized sand is allowed based on the Engineer's direction the extra unit pnce item will be paid on a per ton basis. A conversion between volume calculated based on theoretical limits and total weight will be made based on a ratio of 1.64 tons per cubic yard. 1.03 SUBMITTALS A Submittals shall conform to requirements of Section 01350 - Submittals. B Submit material qualification and mix design tests to include: 1. Three series of tests of sand or fine aggregate material from the proposed source. Tests shall include procedures defined in Paragraph 2.01. 2. Three moisture -density relationship tests prepared using the material qualified by the tests of Paragraph 1 03B.1. Blends of fine aggregate from crushed concrete and bank run sand shall be tested at the ratio to be used for the mix design testing. 3. Mix design report to meet the design requirements of Paragraph 1.04. The mix design shall include compressive strength tests after 48-hours and 7 days curing. 1.04 DESIGN REQUIREMENTS A Design sand -cement mixture to produce a minimum unconfined compressive strength of 100 pounds per square inch in 48 hours when compacted to 95 percent in accordance with ASTM D558 and when cured in accordance with ASTM D1632, and tested in accordance with ASTM D1633. Mix for general use shall contain a minimum of 1-1/2 sacks of cement per cubic yard. Compact mix with a moisture content on the dry side of optimum. 08/2002 02252-1 CITY OF PEARLAND CEMENT STABILIZED SAND 2.0 PRODUCTS 2.01 MATERIALS A Cement: Type 1 Portland cement conforming to ASTM C150. B Sand: Clean, durable sand meeting grading requirements for fine aggregates of ASTM C33, or requirements for Bank Run Sand of Section 02318 - Excavation and Backfill for Utilities, and the following requirements: 1. Classified as SW, SP or SM by the United Soil Classification System of ASTM D2487. 2. Deleterious materials: a. Clay lumps ASTM C142; less than 0.5 percent b. Lightweight pieces, ASTM C123; less than 5.0 percent. c. Organic impurities, ASTM C40; color no darker than the standard color. 3. Plasticity index of 4 or less when tested in accordance with ASTM D4318. C Fine aggregate manufactured from crushed concrete meeting the quality requirements for crushed rock material of Section 02318 - Excavation and Backfill for Utilities, may be used as a complete or partial substitute for bank run sand. The blending ratio of fine aggregate from crushed concrete and bank run sand shall be defined in the mix design report. D Water: Potable water, free of oils, acids, alkalies, organic matter or other deleterious substances, meeting requirements of ASTM C94. 2.02 MIXING MATERIALS A Thoroughly mix sand cement and water in proportions of the mix design using a pugmill-type mixer. The plant shall be equipped with automatic weight controls to ensure correct mix proportions. B Stamp batch ticket at plant with time of loading directly after mixing. Material not placed and compacted within 4 hours after mixing shall be rejected. 3.0 EXECUTION 3.01 PLACING A Place sand -cement mixture in 8-inch-thick loose lifts and compact to 95 percent of ASTM D558, unless otherwise specified. The moisture content during compaction shall be on the dry side of optimum but sufficient for hydration. Perform and complete compaction of sand -cement mixture within 4 hours after addition of water to mix at the plant. B Do not place or compact sand -cement mixture m standing or free water. 08/2002 02252-2 CITY OF PEARLAND CEMENT STABILIZED SAND 3.02 FIELD QUALITY CONTROL A Testing will be performed under provisions of Section 01410 - Testing Laboratory Services. B Mixing plant inspections will be performed periodically Material samples will be obtained and tested in accordance with Paragraph 2.01, Materials, if there is evidence of change in matenal characteristic. C Random samples of delivered product will be taken in the field at point of dehvery for each day of placement in a work area. Specimens will be prepared in accordance with ASTM C31 and tested for 48 hour compressive strength in accordance with ASTM D1633. D The cement content will be checked on samples obtained m the field whenever there are apparent changes in the mix properties. END OF SECTION 08/2002 02252-3 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES Section 02317 EXCAVATION AND BACKFILL FOR STRUCTURES 1.0 GENERAL 1.01 SECTION INCLUDES A Excavation, backfilling, and compaction of backfill for structures. 1.02 UNIT PRICES A No payment will be made for structural excavation and backfill under this Section. Include payment in unit price or lump sum for construction of structures. 1.03 DEFINITIONS A Unsuitable Material: Unsuitable soil materials are the following: 1. Materials that are classified as ML, CL-ML, MH, PT, OH and OL according to ASTM D 2487. 2. Materials that cannot be compacted to the required density due to either gradation, plasticity, or moisture content. 3. Materials that contain large clods, aggregates, stones greater than 3 inches in any dimension, debris, vegetation, waste or any other deleterious materials. 4. Materials that are contaminated with hydrocarbons or other chemical contaminants. B Suitable Material: Suitable soil materials are those meeting specification requirements. Unsuitable soils meeting specification requirements for suitable soils after treatment with lime or cement shall be considered suitable, unless otherwise indicated. C Select Material: Material as defined in Section 02318 - Excavation and Backfill for Utilities. D Backfill: Select material meeting specified quality requirements placed and compacted under controlled conditions around pavements, structures and utihties. E Foundation Backfill Materials: Natural soil or manufactured aggregate meeting Class I requirements and geotextile filter fabrics as required, to control drainage and material separation Foundation backfill material is placed and compacted as backfill where needed to provide stable support for the structure foundation base. Foundation backfill materials may include concrete fill and seal slabs. F Foundation Base: For foundation base material, use crushed aggregate with filter fabric as required, cement stabilized sand, or concrete seal slab. The foundation base provides a smooth, level working surface for the construction of the concrete foundation. 08/2002 02317-1 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES G Foundation Subgrade: Foundation subgrade is the surface of the natural soil which has been excavated and prepared to support the foundation base or foundation backfill, where needed. H Ground Water Control Systems. Installations external to the excavation such as well points, eductors, or deep wells. Ground water control includes dewatering to lower the ground water, intercepting seepage which would otherwise emerge from the side or bottom of the excavation, and depressurization to prevent failure or heaving of the excavation bottom. Refer to Section 01564 - Control of Ground Water and Surface Water. I Surface Water Control: Diversion and drainage of surface water runoff and rain water away from the excavation. Remove rain water and surface water which accidentally enters the excavation as a part of excavation drainage. J Excavation Drainage: Removal of surface and seepage water in the excavation by sump pumping and using sand and gravel drains surrounding the foundation to intercept the water. K Over -Excavation and Backfill: Excavation of subgrade soils with unsatisfactory bearing capacity or composed of otherwise unsuitable materials below the foundation as shown on Drawings, and backfilled with foundation backfill material. L Shoring System: A structure that supports the sides of an excavation to maintain stable soil conditions and prevent cave-ins. 1.04 SUBMITTALS A Submittals shall conform to requirements of Section 01350 - Submittals. B Submit a work plan for excavation and backfill for each structure with complete written description which identifies details of the proposed method of construction and the sequence of operations for construction relative to excavation and backfill activities. The descriptions, with supporting illustrations, shall be sufficiently detailed to demonstrate to the Engineer that the procedures meet the requirements of the Specifications and Drawings. C Submit excavation safety system plan. 1. The excavation safety system plan shall be in accordance with applicable OSHA requirements for all excavations. 2. The excavation safety system plan shall be in accordance with the requirements of Section 01570 - Trench Safety System, for all excavations that fall under State and Federal trench safety laws. D Submit a ground and surface water control plan in accordance with requirements in this Section and Section 01564 - Control of Ground Water and Surface Water. 08/2002 02317-2 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES E Submit backfill material sources and product quality information in accordance with requirements of Section 02318 - Excavation and Backfill for Utilities. F Submit project record documents under provisions of Section 01350 - Submittals. Record location of utilities, as installed, referenced to survey benchmarks. Include location of utilities encountered or rerouted. Give horizontal dimensions, elevations, inverts and gradients. 1.05 TESTS A Testing and analysis of backfill materials for soil classification and compaction during construction will be performed by an independent laboratory provided by the Owner in accordance with requirements of Section 01450 - Testing Laboratory Services and as specified in this Section. B Contractor shall perform embedment and backfill matenal source qualification testing in accordance with requirements of Section 02318- Excavation and Backfill for Utilities. 2.0 PRODUCTS 2.01 EQUIPMENT A Perform excavation with equipment suitable for achieving the requirements of this Specification. B Use equipment, which will produce the degree of compaction specified Backfill within 3 feet of walls shall be compacted with hand -operated equipment. Do not use equipment weighing more than 10,000 pounds closer to walls than a horizontal distance equal to the depth of the fill at that time. Use hand operated power compaction equipment where use of heavier equipment is impractical or restncted due to weight limitations. 2.02 MATERIAL CLASSIFICATIONS A Backfill materials shall conform to the classifications and product descriptions of Section 02318. The classification or product description for backfill applications shall be as shown on the Drawings and as specified. 08/2002 02317-3 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES 3.0 EXECUTION 3.01 PREPARATION A Conduct an inspection to determine condition of existing structures and other permanent installations. B Set up necessary street detours and barricades in preparation for excavation if construction will affect traffic. Conform to requirements of Section 01555 - Traffic Control and Regulation. Maintain barricades and warning devices at all times for streets and intersections where work is in progress, or where affected by the Work, and is considered hazardous to traffic movements. C Perform work in accordance with OSHA standards. Employ an excavation safety system as specified in Section 01570 - Trench Safety Systems, for excavations over 5 feet deep. D Remove old pavements and structures, including sidewalks and driveways, in accordance with requirements of Section 02220 - Site Demolition. E Install and operate necessary dewatering and surface water control measures in accordance with requirements of Section 01564 - Control of Ground Water and Surface Water. 3.02 PROTECTION A Protect trees, shrubs, lawns, existing structures, and other permanent objects outside of grading limits and within the grading limits as designated on the Drawings, and in accordance with requirements of Section 01563 - Tree and Plant Protection. B Protect and support above -grade and below -grade utilities which are to remain. C Restore damaged permanent facilities to pre -construction conditions unless replacement or abandonment of facilities are indicated on the Drawings. D Prevent erosion of excavations and backfill. Do not allow water to pond in excavations. E Maintain excavation and backfill areas until start of subsequent work. Repair and recompact slides, washouts, settlements, or areas with loss of density at no additional cost to the City. 3.03 EXCAVATION A Perform excavation work so that the underground structure can be installed to depths and alignments shown on Drawings. Use caution dunng excavation work to avoid disturbing surrounding ground and existing facilities and improvements Keep excavation to the absolute minimum necessary. No additional payment will be made for excess excavation not authorized by Engineer. 08/2002 02317-4 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES • B Upon discovery of unknown utilities, badly deteriorated utilities not designated for removal, or concealed conditions, discontinue work. Notify Engineer and obtain instructions before proceeding in such areas. C Immediately notify the agency or company owning any line which is damaged, broken or disturbed. Obtain approval from Engineer and agency for any repairs or relocations, either temporary or permanent. D Avoid settlement of surrounding soil due to equipment operations, excavation procedures, vibration, dewatering, or other construction methods. Provide surface drainage during construction to protect work and to avoid nuisance to adjoining property. Where required, provide proper dewatering and piezometric pressure control dunng construction. F Conduct hauling operations so that trucks and other vehicles do not create a dirt nuisance in streets. Cover trucks as required to prevent spillage. Venfy that truck beds are sufficiently tight and loaded in such a manner that objectionable materials will not spill onto streets. Promptly clear away any dirt, mud, or other materials that spill onto streets or are deposited onto streets by vehicle tires. G Maintain permanent benchmarks, monumentation, and other reference points. Unless otherwise directed, replace at no cost to the Owner all those which are damaged or destroyed by the Work. H Provide sheeting, shoring, and bracing where required to safely complete the Work, to prevent excavation from extending beyond limits indicated on Drawings, and to protect the Work and adjacent structures or improvements. Sheeting, shonng, and bracing used to protect workmen and the public shall conform to requirements of Section 01570 - Trench Safety Systems. I Prevent voids from forming outside of sheeting. Immediately fill voids with grout, concrete fill, cement stabilized sand, or other material approved by Engineer. J After completion of the structure, remove sheeting, shoring, and bracing unless Engineer has approved in wntmg that such temporary structures may remain. Remove sheeting, shoring and bracing in such a manner as to maintain safety during backfilling operations and to prevent damage to the Work and adjacent structures or improvements. K Immediately fill and compact voids left or caused by removal of sheeting with cement stabilized sand or material approved by Engineer. 08/2002 02317-5 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES 3.04 HANDLING EXCAVATED MATERIALS A Classify excavated materials. Place material, which is suitable for use as backfill in orderly piles at a sufficient distance from excavation to prevent slides or cave-ins. B Provide additional backfill matenal in accordance with requirements of Section 02318 - Excavation and Backfill for Utilities, if adequate quantities of suitable material are not available from excavation and trenching operations at the site. 3.05 DEWATERING A Provide ground water control per Section 01564 - Control of Ground Water and Surface Water. B Maintain the ground water surface a minimum of two feet below the bottom of the foundation base. C Maintain ground water control as directed by Section 01564 - Control of Ground Water and Surface Water and until the structure is sufficiently complete to provide the required weight to resist hydrostatic uplift with a minimum safety factor of 1.2. 3.06 FOUNDATION EXCAVATION A Notify Engineer at least 48 hours pnor to planned completion of foundation excavations. Do not place the foundation base until the excavation is accepted by the Engineer. B Excavate to elevations shown on Drawings, as needed to provide space for the foundation base, forming a level undisturbed surface, free of mud or soft material. Remove pockets of soft or otherwise unstable soils and replace with foundation backfill material or a material as directed by the Engineer. Pnor to placing material over it, recompact the subgrade, scarifying as needed, to 95 percent of the maximum Standard Proctor Density according to ASTM D 698 If the specified level of compaction cannot be achieved, moisture condition the subgrade and recompact until 95 percent is achieved, over -excavate to provide a minimum layer of 24 inches of foundation backfill material, or other means acceptable to the Engineer. C Fill unauthorized excessive excavation with foundation backfill material or other material as directed by the Engineer. D Protect open excavations from rainfall, runoff, freezing groundwater, or excessive drying so as to maintain foundation subgrade in a satisfactory, undisturbed condition. Keep excavations free of standing water and completely free of water during concrete placement. 08/2002 02317-6 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES E Soils which become unsuitable due to inadequate dewatering or other causes, after initial excavation to the required subgrade, shall be removed and replaced with foundation backfill material, as directed by Engineer, at no additional cost to the Owner. F Place foundation base, or foundation backfill material where needed, over the subgrade on same day that excavation is completed to final grade. Where base of excavations are left open for longer periods, protect them with a seal slab or cement -stabilized sand. G Where directed by the Drawings, all crushed aggregate, and other free draining Class I materials shall have a geotextile filter fabnc separating it from native soils or select material backfill. The fabric shall overlap a minimum of 12 inches beyond where another material stops contact with the soil H Crushed aggregate, and other Class I materials, shall be placed in uniform layers of 8-inch maximum thickness. Compaction shall be by means of at least two passes of a vibratory compactor. 3.07 FOUNDATION BASE A After the subgrade is properly prepared, including the placement of foundation backfill where needed, the foundation base shall be placed The foundation base shall consist of a 12-inch layer of crushed aggregate or cement stabilized sand. Alternately, a 4-inch minimum seal slab may be placed. The foundation base shall extend a minimum of 12 inches beyond the edge of the structure foundation. B Where the foundation base and foundation backfill are of the same material, both can be placed in one operation. 3.08 BACKFILL A Complete backfill to surface of natural ground or to lines and grades shown on Drawings. Use existing matenal that qualifies as select material, unless indicated otherwise. Deposit backfill in uniform layers and compact each layer as specified. B Do not place backfill against concrete walls or similar structures until laboratory test breaks indicate that the concrete has reached a minimum of 85 percent of the specified compressive strength. Where walls are supported by slabs or intermediate walls, do not begin backfill operations until the slab or intermediate walls have been placed and concrete has attained sufficient strength. C Remove concrete forms before starting backfill and remove shoring and bracing as work progresses. 08/2002 02317-7 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES D Maintain fill material at no less than 2 percent below nor more than 2 percent above optimum moisture content. Place fill material in uniform 8-inch maximum loose layers. Compaction of fill shall be to at least 95 percent of the maximum Standard Proctor Density according to ASTM D 698 under paved areas. Compact to at least 90 percent around structures below unpaved areas. E Where backfill is placed against a sloped excavation surface, run compaction equipment across the boundary of the cut slope and backfill to form a compacted slope surface for placement of the next layer of backfill. F Place backfill using cement stabilized sand in accordance with Section 02252 - Cement Stabilized Subgrade. 3.09 FIELD QUALITY CONTROL A Testing will be performed under provisions of Section 01450 - Testing Laboratory Services. B Tests will be performed initially on minimum of three different samples of each material type for plasticity characteristics, in accordance with ASTM D 4318, and for gradation characteristics, in accordance with Tex-101-E and Tex-110-E. Additional classification tests will be performed whenever there is a noticeable change in material gradation or plasticity. C In -place density tests of compacted subgrade and backfill will be performed according to ASTM D 1556, or ASTM D 2922 and ASTM D 3017, and at the following frequencies and conditions: 1. A minimum of one test for every 100 cubic yards of compacted backfill material. 2. A minimum three density tests for each full work shift. 3. Density tests will be performed in all placement areas. 4. The number of tests will be increased if inspection determines that soil types or moisture contents are not uniform or if compacting effort is variable and not considered sufficient to attain uniform density. D At least three tests for moisture -density relationships will be initially performed for each type of backfill material in accordance with ASTM D 698. Additional moisture -density relationship tests will be performed whenever there is a noticeable change in material gradation or plasticity. E If tests indicate work does not meet specified compaction requirements, recondition, recompact, and retest at Contractor's expense. 08/2002 02317-8 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES 3.10 DISPOSAL OF EXCESS MATERIAL A Dispose of excess materials in accordance with requirements of Section 01562 - Waste Material Disposal. END OF SECTION 08/2002 02317-9 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES Section 02318 EXCAVATION AND BACKFILL FOR UTILITIES 1.0 GENERAL 1.01 SECTION INCLUDES A Excavation, trenching, foundation, embedment, and backfill for installation of utilities, including manholes and other pipeline structures. 1.02 UNIT PRICES A If not listed in Bid Schedule, there will be no additional payment for trench excavation, embedment and backfill. Include cost in the unit price for installed underground piping, sewer, conduit, or duct work. B No separate or additional payment will be made for surface water control, ground water control, or for excavation drainage. Include in the unit price for the installed piping, sewer, conduit, or duct work. C Refer to Section 01200 - Measurement and Payment for unit price procedures. D If listed in Bid Schedule, there will be payment for special excavation: Measurement for special excavation is on a cubic yard basis, measured in place, without deduction for space occupied by portions of pipes, ducts, or other structures left in place across trenches excavated under this item. 1. Cost for item shall include: a. Dewatenng and surface water control. b. Protection of pipes, ducts, or other structures encountered including bracing, shoring and sheeting necessary for support. c. Replacement of pipes, ducts, or structures damaged by special excavation operations except where payment for replacement is authorized by Engineer due to deteriorated condition of pipes, ducts, or structure. d. Temporary disconnecting, plugging, and reconnecting of low volume water pipes, to allow machine excavation or augering, when approved by Engineer. Pipe for replacement shall be new and conform to specification requirements for type of existing pipe removed e. Resoddmg required for surface restoration within designated limits of special excavation. f. Disposal of excess excavated matenal not suitable for bedding or backfill, or not required for the Project. 08/2002 02318-1 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 2. Include cost for following items in payment for applicable Division 2 - Site Work Sections: a. Trench safety system including sheeting and shoring. b. Utility piping installed in trenches excavated under this item. c. Removal and replacement of associated streets, driveways, and sidewalks. E If listed in Bid Schedule, extra hand excavation: Measurement for extra hand excavation is on a cubic yard basis, measured in place. 1. Cost for item shall include: a. Dewatering and surface water control. b. Disposal of excess excavated matenal not suitable for bedding or backfill, or not required for the Project. 2. Include cost for placement of extra hand excavation in payment for Extra Work Bid Item for Extra Placement of Material. 3. Include cost for following items in payment for applicable Division 2 - Site Work Sections: a. Trench safety system including sheeting and shoring. b. Removal and replacement of associated streets, driveways, and sidewalks. F If listed in Bid Schedule, there will be payment for extra machine excavation: Measurement for extra machine excavation is on a cubic yard basis, measured in place. 1. Cost for item shall include: a. Dewatenng and surface water control. b. Disposal of excess excavated material not suitable for bedding or backfill, or not required for the Project. 2. Include cost for placement of extra machine excavation in payment for Extra Work Bid Item for Extra Placement of Material. 3. Include cost for following items in payment for applicable Division 2 - Site Work Sections: a. Trench safety system including sheeting and shoring. b. Removal and replacement of associated streets, driveways, and sidewalks. G If listed in Bid Schedule, there will be payment for extra placement of material: 1. Measurement for extra placement of material is on a cubic yard basis, measured in place. At the discretion of Engineer, measurement of cubic yards may be calculated from the volume of Extra Hand Excavation or Extra Machine Excavation for which placement is made, minus the volume of any Extra Placement of Special Backfill authonzed in conjunction with the Work. 2. Cost for this item shall include resodding required for surface restoration within designated limits of Extra Hand Excavation or Extra Machine Excavation. H If listed in Bid Schedule, there will be payment for extra placement of special excavation: 1. Measurement for extra placement of special material is on a cubic yard basis, measured in place. 08/2002 02318-2 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 2. Cost for this item shall include geotextile material and concrete trench dams required to complete the placement of special material conforming to the Specifications. I No payment will be made for delays in completion of Work resulting from extra unit price Work. Extra payment items must be approved in advance by the Engineer. 1.03 DEFINITIONS A Special excavation: Excavation necessitated by obstruction of pipes, ducts or other structures, not shown on Drawings, which interfere with installation of utility piping by normal methods of excavation or augering. Contractor shall be responsible for locating such underground obstructions, sufficiently in advance of trench excavation or augering, to preclude damage to the obstructions. B Extra hand excavation: Excavation by manual labor at locations designated by the Engineer, which is not included in bid items contained in the Schedule of Unit Prices. C Extra machine excavation• Excavation by machine at locations designated by the Engineer, which is not included in bid items contained in the Schedule of Unit Prices. D Extra replacement of material: Handling, backfill, and compaction of excavated material authorized under Extra Work Bid Items for Extra Hand Excavation or Extra Machine Excavation. Placement and compaction shall conform to requirements specified in appropriate Division 2 - Site Work Sections. E Extra placement of special backfill. Hauling, placing, and consolidating of special matenals in conjunction with Extra Work Bid Item Extra Replacement of Matenal at locations designated by the Engineer. Matenals placed under this item shall conform to requirements for Bank Run Sand, Cement Stabilized Sand, Concrete Sand, Pea Gravel, Gem Sand, or Crushed Stone specified in Division 2 - Site Work Sections. F Pipe Foundation: Suitable and stable native soils that are exposed at the trench subgrade after excavation to depth of bottom of the bedding as shown on the Drawings, or foundation backfill material placed and compacted in over -excavations. G Pipe Bedding: The portion of trench backfill that extends vertically from top of foundation up to a level line at bottom of pipe, and horizontally from one trench sidewall to opposite sidewall. H Haunching: The material placed on either side of pipe from top of bedding up to springline of pipe and horizontally from one trench sidewall to opposite sidewall. I Initial Backfill: The portion of trench backfill that extends vertically from springline of pipe (top of haunching) up to a level line 12 inches above top of pipe, and horizontally from one trench sidewall to opposite sidewall. 08/2002 02318-3 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES J Pipe Embedment: The portion of trench backfill that consists of bedding, haunching and imhal backfill. K Trench Zone: The portion of trench backfill that extends vertically from top of pipe embedment up to pavement subgrade or up to final grade when not beneath pavement. L Unsuitable Material: Unsuitable soil materials are the followings 1. Materials that are classified as ML, CL-ML, MH, PT, OH and OL according to ASTM D 2487. 2. Materials that cannot be compacted to required density due to either gradation, plasticity, or moisture content. 3. Materials that contain large clods, aggregates, stones greater than 4 inches in any dimension, debris, vegetation, waste or any other deletenous materials. 4. Materials that are contaminated with hydrocarbons or other chemical contaminants. M Suitable Material: Suitable soil materials are those meeting specification requirements. Unsuitable soils meeting specification requirements for suitable soils after treatment with lime or cement are considered suitable, unless otherwise indicated. N Backfill: Suitable material meeting specified quality requirements, placed and compacted under controlled conditions. 0 Ground Water Control Systems: Installations external to trench, such as well points, eductors, or deep wells. Ground water control includes dewatering to lower ground water, intercepting seepage which would otherwise emerge from side or bottom of trench excavation, and depressurization to prevent failure or heaving of excavation bottom. Refer to Section 01564 - Control of Ground Water and Surface Water. P Surface Water Control: Diversion and drainage of surface water runoff and rain water away from trench excavation. Rain water and surface water accidentally entering trench shall be controlled and removed as a part of excavation drainage. Excavation Drainage: Removal of surface and seepage water in trench by sump pumping and using a drainage layer, as defined in ASTM D 2321, placed on the foundation beneath pipe bedding or thickened bedding layer of Class I material. Q R Trench Conditions are defined with regard to the stability of trench bottom and trench walls of pipe embedment zone. Maintain trench conditions that provide for effective placement and compaction of embedment material directly on or against undisturbed soils or foundation backfill, except where structural trench support is necessary. 1. Dry Stable Trench: Stable and substantially dry trench conditions exist in pipe embedment zone as a result of typically dry soils or achieved by ground water control (dewatenng or depressurization) for trenches extending below ground water level. 08/2002 02318-4 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 2. Stable Trench with Seepage: Stable trench in which ground water seepage is controlled by excavation drainage. a. Stable Trench with Seepage in Clayey Soils: Excavation drainage is provided in lieu of or to supplement ground water control systems to control seepage and provide stable trench subgrade in predominately clayey soils prior to bedding placement. b. Stable Wet Trench in Sandy Soils: Excavation drainage is provided in the embedment zone in combination with ground water control in predominately sandy or silty soils. 3. Unstable Trench: Unstable trench conditions exist in the pipe embedment zone if ground water inflow or high water content causes soil disturbances, such as sloughing, shding, boiling, heaving or loss of density. S Subtrench: Subtrench is a special case of benched excavation. Subtrench excavation below trench shields or shoring installations may be used to allow placement and compaction of foundation or embedment materials directly against undisturbed soils. Depth of a subtrench depends upon trench stability and safety as determined by the Contractor. T Trench Dam: A placement of low permeability material in pipe embedment zone or foundation to prohibit ground water flow along the trench. U Over -Excavation and Backfill: Excavation of subgrade soils with unsatisfactory bearing capacity or composed of otherwise unsuitable matenals below top of foundation as shown on Drawings, and backfilled with foundation backfill material. V Foundation Backfill Materials: Natural soil or manufactured aggregate of controlled gradation, and geotextile filter fabrics as required, to control drainage and material separation. Foundation backfill material is placed and compacted as backfill to provide stable support for bedding. Foundation backfill materials may include concrete seal slabs. W Trench Safety Systems include both Protective Systems and Shoring Systems as defined in Section 01570 - Trench Safety Systems. X Trench Shield (Trench Box): A portable worker safety structure moved along the trench as work proceeds, used as a Protective System and designed to withstand forces imposed on it by cave-in, thereby protecting persons within the trench. Trench shields may be stacked if so designed or placed in a series depending on depth and length of excavation to be protected. Y Shoring System: A structure that supports sides of an excavation to maintain stable soil conditions and prevent cave-ins, or to prevent movements of the ground affecting adjacent installations or improvements. Z Special Shoring: A shoring system meeting Special Shoring requirements for locations identified on the Drawings. 08/2002 02318-5 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 1.04 SCHEDULING A Schedule work so that pipe embedment can be completed on the same day that acceptable foundation has been achieved for each section of pipe installation, manhole, or other structures. 1.05 SUBMITTALS A Conform to Section 01350 - Submittals. B Submit a written description for information only of the planned typical method of excavation, backfill placement and compaction, including: 1. Sequence of work and coordination of activities. 2. Selected trench widths. 3. Procedures for foundation and embedment placement, and compaction. 4. Procedure for use of trench boxes and other premanufactured systems while assuring specified compaction against undisturbed soil. 5. Procedure for installation of Special Shoring at locations identified on the Drawings. C Submit a ground and surface water control plan in accordance with requirements in this Section and Section 01564 - Control of Ground Water and Surface Water. D Submit backfill material sources and product quality information in accordance with requirements in this Section. E Submit a trench excavation safety program in accordance with requirements of Section 01570 - Trench Safety System. Include designs for special shoring meeting the requirements defined in the Section. F Submit record of location of utilities as installed, referenced to survey control points. Include locations of utilities encountered or rerouted. Give stations, horizontal dimensions, elevations, inverts, and gradients. 1.06 TESTS A Perform backfill material source qualification testing in accordance with requirements in this Section. B Testing and analysis of backfill materials for soil classification and compaction during construction will be performed by an independent laboratory provided by the Owner in accordance with requirements of Section 01450 - Testing Laboratory Services and as specified in this Section. 08/2002 02318-6 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 1.07 PROTECTION A Protect trees, shrubs, lawns, existing structures, and other permanent objects outside of grading limits and within the grading limits as designated on the Drawings, and in accordance with requirements of Section 01563 - Tree and Plant Protection. B Protect and support above -grade and below -grade utilities which are to remain. C Restore damaged permanent facilities to pre -construction conditions unless replacement or abandonment of facilities are indicated on the Drawings. 1.08 SPECIAL SHORING DESIGN REQUIREMENTS A Have Special Shoring designed or selected by the Contractor's Professional Engineer to provide support for the sides of the excavations, including soils and hydrostatic ground water pressures as apphcable, and to prevent ground movements affecting adjacent installations or improvements such as structures pavements and utilities. Special shoring may be a premanufactured system selected by the Contractors Professional Engineer to meet the project site requirements based on the manufacturer's standard design. 2.0 PRODUCTS 2.01 EQUIPMENT A Perform excavation with track mounted excavator or other equipment suitable for achieving the requirements of this Section. B Use only hand -operated tamping equipment until a minimum cover of 12 inches is obtained over pipes conduits and ducts. Do not use heavy compacting equipment until adequate cover is attained to prevent damage to pipes, conduits, or ducts C Use trench shields or other Protective Systems or Shoring Systems which are designed and operated to achieve placement and compaction of backfill directly against undisturbed native soil. D Use Special Shoring systems where required which may consist of braced sheeting, braced soldier piles and lagging, slide rail systems, or other systems meeting the Special Shonng design requirements. 2.02 MATERIAL CLASSIFICATIONS A Embedment and Trench Zone Backfill Materials: Conform to the following classifications and product descriptions: 08/2002 02318-7 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES B Matenals for backfill shall be classified for the purpose of quality control in accordance with the Unified Soil Classification Symbols as defined in ASTM D 2487. Material use and application is defined in utility installation specifications and Drawings either by class, as described in Paragraph 2.01 B, or by product descriptions, as given in Paragraph 2.02. C Class Designations Based on Laboratory Testing: 1. Class I: Well -graded gravels and sands, gravel -sand mixtures, crushed well - graded rock, httle or no fines (GW, SW): a. Plasticity index: nonplastic. b. Gradation: D60/Dio - greater than 4 percent; amount passing No. 200 sieve - less than or equal to 5 percent 2. Class 11 Poorly graded gravels and sands, silty gravels and sands, little to moderate fines: a. Plasticity index: nonplastic to 4. b. Gradations: 1) Gradation (GP, SP): amount passing No. 200 sieve - less than 5 percent. 2) Gradation (GM, SM): amount passing No. 200 sieve - between 12 percent and 50 percent. 3) Borderline gradations with dual classifications (e.g., SP-SM): amount passing No. 200 sieve - between 5 percent and 12 percent. 3. Class 111: Clayey gravels and sands, poorly graded mixtures of gravel, sand, silt, and clay (GC, SC, and dual classifications, e.g., SP-SC): a. Plasticity index: greater than 7. b. Gradation: amount passing No. 200 sieve - between 12 percent and 50 percent. 4. Class IVA: Lean clays (CL) a. Plasticity Indexes: 1) Plasticity index greater than 7, and above A line. 2) Borderline plasticity with dual classifications (CL-ML): PI between 4 and 7. b. Liquid limit. less than 50. c. Gradation: amount passing No. 200 sieve - greater than 50 percent. d. Inorganic. 5. Class IVB: Fat clays (CH) a. Plasticity index: above A line. b. Liquid limit. 50 or greater. c. Gradation: amount passing No. 200 sieve - greater than 50 percent. d. Inorganic. 6. Use soils with dual class designation according to ASTM D 2487, and which are not defined above, according to the more restrictive class. 08/2002 02318-8 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 2.03 PRODUCT DESCRIPTIONS A Soils classified as silt (ML), elastic silt (MH), organic clay and organic silt (OL, OH), and organic matter (PT) are not acceptable as backfill materials. These soils maybe used for site grading and restoration in unimproved areas as approved by the Engineer. Soils in Class IVB, fat clay (CH) may be used as backfill materials where allowed by the applicable backfill installation specification. Refer to Section 02317 - Excavation and Backfill for Structures and Section 02318 - Excavation and Backfill for Utilities. B Provide backfill material that is free of stones greater than 3 inches, free of roots, waste, debris, trash, organic material, unstable material, non -soil matter, hydrocarbon or other contamination, conforming to the following hmits for deleterious materials: 1. Clay lumps: Less than 0.5 percent for Class I, and less than 2.0 percent for Class II, when tested in accordance with ASTM C 142. 2. Lightweight pieces: Less than 5 percent when tested in accordance with ASTM C 123. 3. Organic impurities: No color darker than standard color when tested in accordance with ASTM C 40. C Manufactured materials, such as crushed concrete, may be substituted for natural soil or rock products where indicated in the product specification, and approved by the Engineer, provided that the physical property cnteria are determined to be satisfactory by testing. D Bank Run Sand: Durable bank run sand classified as SP, SW, or SM by the Unified Soil Classification System (ASTM D 2487) meeting the following requirements: 1. Less than 15 percent passing the number 200 sieve when tested in accordance with ASTM D 1140. The amount of clay lumps or balls not exceeding 2 percent. 2. Material passing the number 40 sieve shall meet the following requirements when tested in accordance with ASTM D 4318: a. Liquid limit: not exceeding 25 percent. b. Plasticity codex: not exceeding 7. E Concrete Sand: Natural sand, manufactured sand, or a combination of natural and manufactured sand conforming to the requirements of ASTM C 33 and graded within the following limits when tested in accordance with ASTM C 136: PERCENT PASSING SIEVE 3/8" 100 No. 4 95 to 100 No. 8 80 to 100 No. 16 50 to 85 No. 30 25 to 60 No. 50 10 to 30 No. 100 2 to 10 08/2002 02318-9 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES F Gem Sand: Sand conforming to the requirements of ASTM C 33 for course aggregates specified for number 8 size and graded within the following limits when tested in accordance with ASTM C 136: SIEVE 3/8" PERCENT PASSING 95 to 100 No. 4 60 to 80 No. 8 15 to 40 G Pea Gravel: Durable particles composed of small smooth, rounded stones or pebbles and graded within the following limits when tested in accordance with ASTM C 136: SIEVE PERCENT PASSING 1/2" 100 3/8" 85 to 100 No. 4 10 to 30 No. 8 0 to 10 No. 16 0 to 5 H Crushed Aggregates. Crushed aggregates consist of durable particles obtained from an approved source and meeting the following requirements: 1. Materials of one product delivered for the same construction activity from a single source. 2. Non -plastic fines. 3. Los Angeles abrasion test wear not exceeding 45 percent when tested in accordance with ASTM C 131. 4. Crushed aggregate shall have a minimum of 90 percent of the particles retained on the No. 4 sieve with 2 or more crushed faces as determined by Test Method Tex-460-A, Part I. 5. Crushed stone: Produced from oversize plant processed stone or gravel, sized by crushing to predominantly angular particles from a naturally occumng single source. Uncrushed gravel are not acceptable matenals for embedment where crushed stone is shown on the applicable utility embedment drawmg details. 6. Crushed Concrete: Crushed concrete is an acceptable substitute for crushed stone as utility backfill Gradation and quality control test requirements are the same as crushed stone. Provide crushed concrete produced from normal weight concrete of uniform quality; containing particles of aggregate and cement material, free from other substances such as asphalt, reinforcing steel fragments, soil, waste gypsum (calcium sulfate), or debris. 08/2002 02318-10 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 7. Gradations, as determined in accordance with Tex-110-E. PERCENT PASSING BY WEIGHT FOR PIPE SIEVE EMBEDMENT BY RANGES OF NOMINAL PIPES SIZES >15" 15 ' - 8" <8" 1' 95 - 100 100 - 3/4" 60 - 90 90 - 100 100 1/2" 25 - 60 - 90 - 100 3/8" - 20 - 55 40 - 70 No.4 0- 5 0-10 0-15 No. 8 - 0- 5 0- 5 I Select Backfill: Class III clayey gravel or sand or Class IV lean clay with a plasticity index between 7 and 20 or clayey soils treated with lime in accordance with Section 02980 - Pavement Repair and Resurfacing, to meet plasticity criteria. J Random Backfill: Any suitable soil or mixture of soils within Classes I, II, lit and IV; or fat clay (CH) where allowed by the applicable backfill installation specification. Refer to Section 02317 - Excavation and Backfill for Structures and Section 02318 - Excavation and Backfill for Utilities. K Cement Stabilized Sand: 1. Cement: Type 1 Portland cement conforming to ASTM C150. 2. Sand: Clean, durable sand meeting grading requirements for fine aggregates of ASTM C33, or requirements for Bank Run Sand of Paragraph 2.03D, and the following requirements: a. Classified as SW, SP or SM by the United Soil Classification System of ASTM D2487. b. Deleterious materials: 1) Clay lumps ASTM C142; less than 0.5 percent. 2) Lightweight pieces, ASTM C123; less than 5.0 percent. 3) Organic impurities, ASTM C40; color no darker than the standard color. c. Plasticity index of 4 or less when tested in accordance with ASTM D4318. 3. Fine aggregate manufactured from crushed concrete meeting the quality requirements for crushed rock material of paragraph 2.03H, may be used as a complete or partial substitute for bank run sand. The blending ratio of fine aggregate from crushed concrete and bank run sand shall be defined in the mix design report. 4. Water: Potable water, free of oils, acids alkalies, organic matter or other deleterious substances, meeting requirements of ASTM C94. L Concrete Backfill: Conform to Class B concrete as specified in Section 03300 - Cast -in - Place Concrete. 08/2002 02318-11 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 2.04 MATERIAL TESTING A Ensure that material selected, produced and delivered to the project meets applicable specifications and is of sufficient uniform properties to allow practical construction and quality control. B Source or Supplier Qualification. Perform testing, or obtain representative tests by suppliers, for selection of material sources and products. Provide test results for a minimum of three samples for each source and material type. Tests samples of processed materials from current production representing material to be delivered. Tests shall verify that the materials meet specification requirements. Repeat qualification test procedures each time the source characteristic changes or there is a planned change in source location or supplier. Qualification tests shall include, as applicable* 1. Gradation. Complete sieve analyses shall be reported regardless of the specified control sieves. The range of sieves shall be from the largest particle through the No. 200 sieve. 2. Plasticity of material passing the No 40 sieve. 3. Los Angeles abrasion wear of material retained on the No. 4 sieve. 4. Clay lumps 5. Lightweight pieces 6. Organic impurities C Production Testing. Provide reports to the Engineer from an independent testing laboratory that backfill materials to be placed in the Work meet applicable specification requirements. D Assist the City Engineer in obtaining material samples for verification testing at the source or at the production plant. E Concrete Backfill: Conform to requirements for Class B concrete as specified in Section 03300 - Cast -in -Place Concrete. F Geotextile (Filter Fabric): Conform to requirements of Section 02370 - Geotextile. G Concrete for Trench Dams: Concrete backfill or 3 sack premixed (bag) concrete. H Timber Shoring Left in Place: Untreated oak. 3.0 EXECUTION 3.01 STANDARD PRACTICE A Install flexible pipe, including "semi -rigid" pipe, to conform to standard practice described in ASTM D 2321, and as described in this Section. Where an apparent conflict occurs between the standard practice and the requirements of this Section, this Section governs. 08/2002 02318-12 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES B Install rigid pipe to conform with standard practice described in ASTM C 12, and as described in this Section. Where an apparent conflict occurs between the standard practice and the requirements of this Section, this Section governs. 3.02 PREPARATION A Establish traffic control to conform with requirements of Section 01555 - Traffic Control and Regulation. Maintain barricades and warning lights for streets and intersections where Work is in progress or where affected by the Work, and is considered hazardous to traffic movements. B Perform Work to conform with applicable safety standards and regulations. Employ a trench safety system as specified in Section 01570 - Trench Safety Systems. C Immediately notify the agency or company owning any existing utility line which is damaged, broken, or disturbed. Obtain approval from the Engineer and agency for any repairs or relocations, either temporary or permanent. D Remove existing pavements and structures, including sidewalks and driveways, to conform with requirements of Section 02220 - Site Demolition, as applicable. E Install and operate necessary dewatenng and surface water control measures to conform with Section 01564 - Control of Ground Water and Surface Water. F Maintain permanent benchmarks, monumentation, and other reference points. Unless otherwise directed m writing, replace at no cost to the Owner those which are damaged or destroyed in accordance with Section 01720 - Field Surveying. 3.03 EXCAVATION A Except as otherwise specified or shown on the Drawings, install underground utilities in open cut trenches with vertical sides. B Perform excavation work so that pipe, conduit, and ducts can be installed to depths and alignments shown on the Drawings Avoid disturbing surrounding ground and existing facilities and improvements. C Determine trench excavation widths using the following schedule as related to pipe outside diameter (O.D.). Maximum trench width shall be the mimmum trench width plus 24 inches. NOMINAL MINIMUM TRENCH WIDTH, INCHES PIPE SIZE, INCHES Less than 18 O.D. + 18 18 to 30 O.D. + 24 Greater than 30 O.D. + 36 08/2002 02318-13 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES D Use sufficient trench width or benches above the embedment zone for installation of well point headers or manifolds and pumps where depth of trench makes it uneconomical or impractical to pump from the surface elevation. Provide sufficient space between shoring cross braces to permit equipment operations and handling of forms, pipe, embedment and backfill, and other materials. E Upon discovery of unknown utilities, badly deteriorated utilities not designated for removal, or concealed conditions, discontinue work at that location. Notify the Engineer and obtain instructions before proceeding. F Shoring of Trench Walls. 1. Install Special Shoring in advance of trench excavation or simultaneously with the trench excavation, so that the soils within the full height of the trench excavation walls will remain fully laterally supported at all times. 2. For all types of shoring, support trench walls in the pipe embedment zone throughout the installation. Provide trench wall supports sufficiently tight to prevent washing the trench wall soil out from behind the trench wall support. 3. Unless otherwise directed by the Engineer, leave sheeting driven into or below the pipe embedment zone in place to preclude loss of support of foundation and embedment materials Leave rangers, walers, and braces in place as long as required to support sheeting, which has been cut off, and the trench wall in the vicinity of the pipe zone. 4. Employ special methods for maintaining the integrity of embedment or foundation material Before moving supports, place and compact embedment to sufficient depths to provide protection of pipe and stability of trench walls. As supports are moved finish placing and compacting embedment. 5. If sheeting or other shoring is used below top of the pipe embedment zone, do not disturb pipe foundation and embedment materials by subsequent removal. Maximum thickness of removable sheeting extending into the embedment zone 1 inch. Fill voids left on removal of supports with compacted backfill material. G Use of Trench Shields. When a trench shield (trench box) is used as a worker safety device, the following requirements apply: 1. Make trench excavations of sufficient width to allow shield to be lifted or pulled freely, without damage to the trench sidewalls. 2. Move trench shields so that pipe, and backfill materials, after placement and compaction, are not damaged nor disturbed, nor the degree of compaction reduced. 3. When required, place, spread, and compact pipe foundation and bedding materials beneath the shield. For backfill above bedding, move the shield as backfill is placed and ramped in. Place and compact backfill materials against undisturbed trench walls and foundation. 4. Maintain trench shield in position to allow sampling and testing to be performed in a safe mariner. 08/2002 02318-14 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 3.04 HANDLING EXCAVATED MATERIALS A Use only excavated materials which are suitable as defined in this Section. Place material suitable for backfilling in stockpiles at a distance from the trench to prevent slides or cave-ins. B When required, provide additional backfill material conforming with requirements in this Section. C Do not place stockpiles of excavated materials on streets and adjacent properties. Maintain site conditions in accordance with Section 01500 - Temporary Facilities and Controls. 3.05 GROUND WATER CONTROL A Implement ground water control according to Section 01564 - Control of Ground Water and Surface Water. Provide a stable trench to allow installation in accordance with the Specifications. 3.06 TRENCH FOUNDATION A Excavate bottom of trench to uniform grade to achieve stable trench conditions and satisfactory compaction of foundation or bedding materials. B Place trench dams in Class I foundations in line segments longer than 100 feet between manholes, and not less than one in every 500 feet of pipe placed. Install additional dams as needed to achieve workable construction conditions. Do not place trench dams closer than 5 feet from manholes. 3.07 PIPE EMBEDMENT PLACEMENT AND COMPACTION A Immediately prior to placement of embedment materials, the bottoms and sidewalls of trenches shall be free of loose, sloughing, caving, or otherwise unsuitable soil. B Place geotextile, if specified, to prevent particle migration from the in -situ into open - graded (Class I) embedment materials or drainage layers. C Place embedment including bedding, haunching and initial backfill to meet requirements indicated on Drawings. PVC & HDPE require cement -stabilized sand bedding and backfill to one foot below subgrade or below grade if under pavement, or one foot above top of pipe if not under pavement. 08/2002 02318-15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES D For pipe installation, manually spread embedment materials around the pipe to provide uniform bearing and side support when compacted. Do not allow materials to free -fall from heights greater than 24 inches above top of pipe. Perform placement and compaction directly against the undisturbed soils in the trench sidewalls, or against sheeting which is to remain in place. E Do not place trench shields or shoring within height of the embedment zone unless means to maintain the density of compacted embedment material are used. If moveable supports are used in embedment zone lift the supports incrementally to allow placement and compaction of the material against undisturbed soil. F Do not damage coatings or wrappings of pipes during backfilling and compacting operations. When embedding coated or wrapped pipes, do not use crushed stone or other sharp, angular aggregates. G Place haunching material manually around the pipe and compact it to provide uniform bearing and side support. If necessary, hold small -diameter or lightweight pipe in place during compaction of haunch areas and placement beside the pipe with sand bags or other suitable means. H Place electrical conduit directly on foundation without bedding. Shovel pipe embedment material in place and compact it using pneumatic tampers in restricted areas, and vibratory -plate compactors or engine -powered jumping jacks in unrestricted areas. Compact each lift before proceeding with placement of the next lift. 1. Class I embedment materials. a. Maximum 6-inches compacted lift thickness. b. Systematic compaction by at least two passes of vibrating equipment. Increase compaction effort as necessary to effectively embed the pipe to meet the deflection test criteria c. Moisture content as determined by Contractor for effective compaction without softening the soil of trench bottom, foundation or trench walls. 2. Class II embedment and cement stabilized sand. a. Maximum 6-inches compacted thickness. b. Compaction by methods determined by Contractor to achieve a minimum of 95 percent of the maximum dry density as determined according to ASTM D 698 for Class II materials and according to ASTM D 558 for cement stabilized materials. c. Moisture content of Class II materials within 3 percent of optimum as determined according to ASTM D 698. Moisture content of cement stabilized sands on the dry side of optimum as determined according to ASTM D 558 but sufficient for effective hydration. 08/2002 02318-16 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES J Place trench dams in Class I embedments in line segments longer than 100 feet between manholes, and not less than one in every 500 feet of pipe placed Install additional dams as needed to achieve workable construction conditions. Do not place trench dams closer than 5 feet from manholes. 3.08 TRENCH ZONE BACKFILL PLACEMENT AND COMPACTION A Place backfill for pipe or conduits and restore surface as soon as practicable. Leave only the minimum length of trench open as necessary for construction. B Where damage to completed pipe installation work is likely to result from withdrawal of sheeting leave the sheeting in place. Cut off sheeting 1.5 feet or more above the crown of the pipe. Remove trench supports within 5 feet from the ground surface. C For sewer pipes, use backfill matenals described here as determined by trench limits. As trench zone backfill in paved areas for streets and to one foot back of curbs and pavements, use cement stabilized sand for pipe of nominal sizes less than 36 inches, or bank run sand for pipe of nominal sizes 36 inches and larger as indicated on the Drawings. Uniformly backfill trenches unless specified otherwise according to the paved area criteria. Use select backfill within one foot below pavement subgrade for rigid pavement. For asphalt concrete, use flexible base material within one foot below pavement subgrade. D For water lines backfill in trench zone, including auger pits, with bank run sand, select fill, or random backfill matenal as specified in this Section. E For trench excavations under pavement, place trench zone backfill in lifts and compact by methods indicated below. Fully compact each lift before placement of the next lift. 1. Bank run sand. a. Maximum 9-inches compacted lift thickness. b. Compaction by vibratory equipment to a minimum of 95 percent of the maximum dry density determined according to ASTM D 698. c. Moisture content within 3 percent of optimum determined according to ASTM D 698 2. Cement -stabilized sand a. Maximum lift thickness determined by Contractor to achieve uniform placement and required compaction but not exceeding 24 inches. b. Compaction by vibratory equipment to a minimum of 95 percent of the maximum dry density determined according to ASTM D 558. c. Moisture content on the dry side of optimum determined according to ASTM D 558 but sufficient for cement hydration. 08/2002 02318-17 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 3. Select fill a. Maximum 6-inches compacted thickness. b. Compaction by equipment providing tamping or kneading impact to a minimum of 95 percent of the maximum dry density determined according to ASTM D 698 c. Moisture content within 2 percent of optimum determined according to ASTM D 698. F For trench excavations outside pavements, a random backfill of suitable material maybe used in the trench zone 1. Fat clays (CH) may be used as trench zone backfill outside paved areas at the Contractor's option. If the required density is not achieved, the Contractor, at his option and at no additional cost to the Owner, may use lime stabilization to achieve compaction requirements or use a different suitable material. 2. Maximum 9-inch compacted lift thickness for clayey soils and maximum 12-inch lift thickness for granular soils. 3. Compact to a minimum of 90 percent of the maximum dry density determined according to ASTM D 698, or to same density as adjacent soils. 4. Moisture content as necessary to achieve density. 3.09 MANHOLES, JUNCTION BOXES AND OTHER PIPELINE STRUCTURES A Meet the requirements of adjoining utility installations for backfill ofpipeline structures, as shown on the Drawings. 3.10 SOURCES OF UTILITY BACKFILL MATERIALS A Use of material encountered in the trench excavations is acceptable, provided applicable specification requirements are satisfied. If excavation material is not acceptable, provide from other approved source. B Identify off -site sources for backfill materials at least 14 days ahead of intended use so that the Engineer may obtain samples for verification testing. C Obtain approval for each matenal source by the Engineer before delivery is started. If sources previously approved do not produce uniform and satisfactory products, furnish materials from other approved sources. Materials may be subjected to inspection or additional verification testing after delivery. Materials which do not meet the requirements of the specifications will be rejected. Do not use material which, after approval, has become unsuitable for use due to segregation, mixing with other materials, or by contamination. Once a material is approved by the Engineer, expense for sampling and testing required to change to a different material will be credited to the City through a change order. 08/2002 02318-18 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES D Bank run sand, select backfill, and random backfill, if available in the project excavation, may be obtained by selective excavation and acceptance testing Obtain additional quantities of these materials and other materials required to complete the work from off - site sources. E The City does not represent or guarantee that any soil found in the excavation work will be suitable and acceptable as backfill material. 3.11 MATERIAL HANDLING A When backfill material is obtained from either a commercial or non-commercial borrow pit, open the pit to expose the vertical faces of the various strata for identification and selection of approved material to be used. Excavate the selected material by vertical cuts extending through the exposed strata to achieve uniformity in the product. B Establish temporary stockpile locations for practical material handling and control, and verification testing by the Engineer in advance of final placement. Obtain approval from landowner for storage of backfill material on adjacent pnvate property. C When stockpiling backfill material near the project site, use appropriate methods to eliminate blowing of materials into adjacent areas and prevent runoff containing sediments from entering the drainage system. D Place stockpiles in layers to avoid segregation of processed materials. Load material by making successive vertical cuts through entire depth of stockpile. 3.12 FIELD QUALITY CONTROL A Quality Control 1 The Engineer may sample and test backfill at: a. Sources including borrow pits, production plants and Contractor's designated off -site stockpiles. b. On -site stockpiles. c. Materials placed in the Work. 2. The Engineer may resample material at any stage of work or location if changes in characteristics are apparent. B Production Verification Testing: The City's testing laboratory will provide verification testing on backfill materials, as directed by the Engineer. Samples may be taken at the source or at the production plant, as applicable. C Provide excavation and trench safety systems at locations and to depths required for testing and retesting during construction. 08/2002 02318-19 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES D Tests will be performed on a minimum of three different samples of each material type for plasticity characteristics, in accordance with ASTM D 4318, and for gradation characteristics, in accordance with Tex-101-E and Tex-110-E Additional classification tests will be performed whenever there is a noticeable change in material gradation or plasticity. E At least three tests for moisture -density relationships will be performed initially for backfill materials in accordance with ASTM D 698, and for cement- stabilized sand in accordance with ASTM D 558. Additional moisture -density relationship tests will be performed whenever there is a noticeable change in material gradation or plasticity. F In -place density tests of compacted pipe foundation embedment and trench zone backfill soil materials will be performed according to ASTM D 1556, or ASTM D 2922 and ASTM D 3017, and at the following frequencies and conditions. 1. A minimum of one test for every 20 cubic yards of compacted embedment and for every 50 cubic yards of compacted trench zone backfill material. 2. A minimum of three density tests for each full shift of Work when backfill is placed. 3. Density tests will be distributed among the placement areas. Placement areas are: foundation, bedding, haunching, initial backfill and trench zone. 4. The number of tests will be increased if inspection determines that soil type or moisture content are not uniform or if compacting effort is variable and not considered sufficient to attain uniform density, as specified. 5. Density tests may be performed at various depths below the fill surface by pit excavation. Material in previously placed lifts may therefore be subject to acceptance/rej ection. 6. Two verification tests will be performed adjacent to in -place tests showing density less than the acceptance criteria Placement will be rejected unless both verification tests show acceptable results. 7 Recompacted placement will be retested at the same frequency as the first test series, including verification tests. G Recondition, recompact, and retest at Contractor's expense if tests indicate Work does not meet specified compaction requirements. For hardened soil cement with nonconforming density, core and test for compressive strength at Contractor's expense. H Acceptability of crushed rock compaction will be determined by inspection. 3.13 DISPOSAL OF EXCESS MATERIAL A Dispose of excess materials in accordance with requirements of Section 01562 - Waste Matenal Disposal. END OF SECTION 08/2002 02318-20 CITY OF PEARLAND EMBANKMENT Section 02330 EMBANKMENT 1.0 GENERAL 1.01 SECTION INCLUDES A Construction of embankments with excess excavated material and borrow. 1.02 UNIT PRICES A Unless listed in the Bid Schedule, there will be no separate payment will be made for embankment. Include cost in the unit price for Site Preparation, Section 02200. 1.03 TESTS A Tests and analysis of soil properties will be performed in accordance with ASTM D4318, ASTM D2216, and ASTM D698 under provisions of Section 01450 - Testing Laboratory Services. 1.04 PROTECTION A Protect trees, shrubs, lawns, existing structures, and other features outside of embankment limits. B Protect utilities above and below grade, which are to remain. C Repair damage. 2.0 PRODUCTS 2.01 MATERIALS A Topsoil: Conform to requirements of Section 02910 - Topsoil. B General Backfill: Excavated matenal, graded free of roots, lumps greater than 6 inches, rocks larger than 3 inches, organic material, and debris. C Structural Backfill (under pavement or structures): Select unmodified general backfill material from excavation or borrow meeting the following requirements: 1. Plasticity Index Not less than 12 nor more than 20. 2. Maximum Liquid Limit: 45 unless approved by Engineer. In no case greater than 65. 08/2002 02330-1 CITY OF PEARLAND EMBANKMENT D Borrow Material: Excavated material shall be graded free of lumps greater than 6 inches, rocks larger than 3 inches, organic material, chemical waste or other contamination, and debris. Take borrow material from sources approved by Engineer. 3.0 EXECUTION 3.01 EXAMINATION A Verify borrow and excess excavated materials to be reused, are approved. B Verify removals, and clearing and grubbing operations, have been completed. C Notify Engineer and testing laboratory 5 days in advance of opemng borrow source to permit obtaining samples for qualification testing. D Clear approved source of trees, limbs greater than 2" diameter, stumps, brush, roots, vegetation, organic matter, and other unacceptable material. 3.02. PREPARATION A Fill test pits, or stump holes and other surface irregularities such as small swales: Backfill with embankment materials and compact in proper lift depths, to requirements for embankment compaction. B Remove and dispose of muck and other unsuitable materials which will not consolidate. Backfill with embankment materials and compact to requirements for embankment. C Complete backfill of new utilities below future grade. 3.03 EMBANKMENT A Do not conduct placement operations dunng inclement weather or when existing ground or fill materials exceed 3 percent of optimum moisture content. Contractor may manipulate wet material to facilitate drying, by disking or windrowing, at Contractor's expense. B Do not place embankment fill until density and moisture content of previously placed material comply with specified requirements. C Scarify areas to be filled to a minimum depth of 4 inches to bond existing and new materials. Mix with first fill layer. D Spread fill material evenly, from dumped piles or windrows, into horizontal layers approximately parallel to finished grade. Place to meet specified compacted thickness. Break clods and lumps and mix materials by blading, harrowing, discing, or other approved method. Each layer shall extend across full width of fill. 08/2002 02330-2 CITY OF PEARLAND EMBANKMENT E Each layer shall be homogeneous and contain uniform moisture content before compaction. Mix dissimilar abutting materials to prevent abrupt changes in composition of fill. • F Layers shall not exceed the following compacted thickness: 1. Areas indicated to be under future paving or shoulders, to be constructed within 6 months: 6 inches when compacted with pneumatic rollers, or 8 inches when compacted with other rollers. 2. Other areas: 12 inches. G Where shown on plans for steep slopes, cut benches into slope and scarify before placing fill. Place increasingly wide horizontal layers of specified depth, to the level of each bench. H Build embankment layers on back slopes, adjacent to existing roadbeds, to level of old roadbed. Scarify top of old roadbed to minimum depth of four inches and recompact with next fill layer. I Construct to lines and grades shown on drawings. J Remove unsuitable material and excess soil not being used for embankment from the site in accordance with requirements of Section 01562 - Waste Material Disposal. 3.04 COMPACTION A Maintain moisture content of embankment materials to attain required compaction density. B Compact to following minimum densities at a moisture content of optimum to 3 percent above optimum as determined by ASTM D698, unless otherwise indicated on the Drawings: 1. Areas under future paving and shoulders: Minimum density of 95 percent of maximum dry density. 2. Other areas Minimum density of 90 percent of maximum dry density. 3.05 TOLERANCES A Top of compacted surface: Plus or minus 1/2 inch in cross section, or in 16 foot length. 3.06 FIELD QUALITY CONTROL A Compaction Testing will be performed in accordance with ASTM D1556 or ASTM D2922 and ASTM 3017 under provisions of Section 01450 - Testing Laboratory Services. B A minimum of three tests will be taken for each 1,000 linear feet per lane of roadway or 500 square yards of embankment per lift. 08/2002 02330-3 CITY OF PEARLAND EMBANKMENT C If tests indicate work does not meet specified compaction requirements, recondition, recompact, and retest at Contractor's expense. END OF SECTION 08/2002 02330-4 CITY OF PEARLAND SUBGRADE Section 02335 SUBGRADE 1.0 GENERAL 1.01 SECTION INCLUDES A Foundation course of lime stabilized or lime/fly ash stabilized natural subgrade material. 1.02 UNIT PRICES A No separate measurement of payment will be made for subgrade. Include in payment for appropriate sections. 1.03 SUBMITTALS A Submittals shall conform to requirements of Section 01350 - Submittals. B Submit certificates stating that hydrated lime, quicklime, or commercial lime slurry complies with these specifications. C Submit weight tickets, certified by supplier, with each bulk delivery of lime to work site. D Submit manufacturer's description and characteristics for rotary speed mixer and compaction equipment for approval. 1.04 TESTS A Testing will be performed under provisions of Section 01450 - Testing Laboratory Services. B Tests and analysis of soil materials will be performed in accordance with ASTM D4318. C Sampling and testing of lime slurry shall be in accordance with Tex-600-J. D Sample mixtures of hydrated lime or quicklime in slurry form will be tested to establish compliance with specifications. E Soil will be evaluated to establish percent of hydrated lime, fly ash, quicklime, or lime slurry to be applied to subgrade material. F Moisture -density relationship will be established on material sample from roadway, after stabilization with lime, in accordance with ASTM D698. 08/2002 02335-1 CITY OF PEARLAND SUBGRADE 1.05 DELIVERY, STORAGE, AND HANDLING A Bagged lime shall bear manufacturer's name, product identification, and certified weight. Bags varying more than 5 percent of certified weight maybe rejected; average weight of 50 random bags in each shipment shall not be less than certified weight. B Store lime in weatherproof enclosures. Protect lime from ground dampness. C Quicklime can be dangerous; exercise extreme caution if used for the Work. Contractor shall become informed about recommended precautions in the handling, storage and use of quicklime. 2.0 PRODUCTS 2.01 WATER A Water shall be clean; clear; and free from oil, acids, alkali, or organic matter. 2.02 LIME A Type A - Hydrated lime* Dry material consisting essentially of calcium hydroxide or mixture of calcium hydroxide and an allowable percentage of calcium oxide and magnesium hydroxide. B Type B - Commercial lime slurry: Liquid mixture consisting essentially of lime solids and water in slurry form. Water or liquid portion shall not contain dissolved material in sufficient quantity to be injurious or objectionable for purpose intended. C Type C - Quicklime: Dry material consisting essentially of calcium oxide. Furnish quicklime in either of the following grades: 1. Grade DS: Pebble quicklime of a gradation suitable for use in the preparation of a slurry for wet placing. 2. Grade S: Finely -graded quicklime for use in the preparation of a slurry for wet placing. Do not use grade S quicklime for dry placing. (So called "Blue Lime" is not acceptable) O8/2002 02335-2 CITY OF PEARLAND SUBGRADE • D Lime shall conform to following requirements: CHEMICAL COMPOSITION TYPE A B C Active % by weight lime content, Ca(OH)2 CaO 90.0 min 87.0 2 - min + Unhydrated lime content, % by weight CaO 5.0 - 87.0 min max water content, % by weight 5.0 - - Free max H2O SIZING Wet Sieve, as % by weight residue retained: No. 6 0.2 0.2 max2 8.0 max3 max No. 30 4.0 max 4.0 - max2 Dry sieve, as % by weight residue retained: 1-inch - - 0.0 3/4-inch - - 10.0 max Notes: I Maximum lime 5 0% by weight CaO shall be allowed in determining total active content. 2 Maximum solids content of slurry 3 exceed active 2.0% hme content, by weight as of CaO, original in retained C hme. on the No. 6 sieve shall Total not material Type E Lime slurry may be delivered to the job site as commercial lime, or may be prepared at the job site by using hydrated lime or quicklime. The slurry shall be free of liquids other than water and shall be of a consistency that can be handled and uniformly apphed without difficulty. 08/2002 02335-3 CITY OF PEARLAND SUBGRADE 2.03 FLY ASH A Residue or ash remaining after burning finely pulverized coal at high temperatures conforming to the requirements of ASTM C618, Class C, and the following: 1. Have a minimum CaO content of 20 percent. 2. Loss on ignition shall not exceed 3 percent. 3. Contain no lignite ash. 3.0 EXECUTION 3.01 EXAMINATION A Verify compacted subgrade is ready to support imposed loads. B Verify subgrade fines and grades are correct. 3.02 PREPARATION A Complete backfill of new utilities below future grade. B Cut material to bottom of subgrade using an approved cutting and pulverizing machine meeting following requirements: 1. Cutters accurately provide a smooth surface over entire width of cut to plane of secondary grade. 2. Visible indication that cut is to proper depth. C Alternatively, scarify or excavate to bottom of stabilized subgrade. Remove material or windrow to expose secondary grade. Correct wet or unstable material below secondary grade by scarifying, adding lime, and compacting. Obtain uniform stability. 3.03 LIME SLURRY APPLICATION A Mix hydrated lime or quicklime with water to foil a slurry of the solids content specified. Commercial lime slurry shall have dry solids content as specified. Conform to cautionary requirements of Paragraph 1.06C concerning use of quicklime. B Apply slurry with a distributer truck equipped with an agitator to keep lime and water in a consistent mixture. Make successive passes over measured section of roadway to attain proper moisture and lime content. Limit spreading to an area where preliminary mixing operations can be completed on the same working day. C Apply so that dry subgrade will contain a minimum lime content of 5 percent by weight of dry subgrade unless otherwise instructed by Testing Laboratory. 08/2002 02335-4 CITY OF PEARLAND SUBGRADE 3.04 PRELIMINARY MIXING A Do not mix and place material when temperature is below 40 degrees F and falling. Base may be placed when temperature taken in shade and away from artificial heat is above 35 degrees F and rising. B Use approved single -pass or multiple -pass rotary speed mixers to mix soil, lime, and water to required depth. Obtain a homogeneous friable mixture free of clods and lumps. C Shape mixed subgrade to final hues and grades. D Eliminate following operations and final mixing if pulverization requirements of Paragraph 3.05C can be met during preliminary mixing 1. Seal subgrade as a precaution against heavy rainfall by rolling lightly with light pneumatic rollers. 2. Cure soil -lime material for 1 to 4 days. Keep subgrade moist during cure. 3.05 FINAL MIXING A Use approved single -pass or multiple -pass rotary speed mixers to uniformly mix cured soil and lime to required depth. B Add water to bring moisture content of soil mixture to a minimum of optimum or above. C Mix and pulverize until all material passes a 1-3/4-inch sieve• a minimum of 85 percent, excluding nonslacking fractions, passes a 3/4-inch sieve; and a minimum of 60 percent excluding nonslacking fractions passes a No. 4 sieve. D Shape mixed subgrade to final lines and grades. E Do not expose hydrated lime to open air for more than 6 hours during interval between application and mixing. Avoid excessive hydrated lime loss due to washing or blowing. 3.06 COMPACTION A Aerate or sprinkle to attain optimum moisture content as determined by Testing Laboratory. Remove and reconstruct sections where average moisture content exceeds ranges specified at time of final compaction. B Start compaction immediately after final mixing, unless approved by Engineer. C Spread and compact in two or more approximately equal layers where total compacted thickness is to be greater than 8 inches D Compact with approved heavy pneumatic or vibrating rollers, or a combination of tamping rollers and fight pneumatic rollers. Begin compaction at the bottom and continue until entire depth is uniformly compacted 08/2002 02335-5 CITY OF PEARLAND SUBGRADE E Do not allow stabilized base to mix with underlying material. Correct irregularities or weak spots immediately by replacing material and recompacting. F Compact to following minimum densities at a moisture content of optimum to 3 percent above optimum as determined by ASTM D698, unless otherwise indicated on the Drawings: 1. Areas to receive pavement without subsequent base course: Minimum density of 98 percent of maximum dry density. 2. Areas to receive subsequent base course: Minimum density of 95 percent of maximum dry density. G Seal with approved light pneumatic tired rollers: Prevent surface hair line cracking. Rework and recompact at areas where hair hne cracking develops. H . All references to lime or lime slurry shall include fly ash as appropriate for application, mixing, and compaction. I Contractor shall conduct operations to minimize elapsed time between mixing and compacting fly -ash stabilized subgrade in order to take advantage of rapid imtial set characteristics. Complete compaction within 2 hours of commencing compaction, and not more than 6 hours after adding and mixing the last stabilizing agent. 3.07 CURING A Moist cure for a minimum of 3 days before placing base or surface course, or opening to traffic. Time may be adjusted as approved by Engineer. Subgrade may be opened to traffic after 2 days if adequate strength has been attained to prevent damage. Restrict traffic to light pneumatic rollers or vehicles weighing less than 10 tons. B Keep subgrade surface damp by sprinkling. Roll with light pneumatic roller to keep surface knit together. C Place base, surface, or seal course within 14 days after final mixing and compaction unless prior approval is obtained from Engineer. 3.08 TOLERANCES A Completed surface shall be smooth and conform to typical section and established lines and grades. B Top of compacted surface: Plus or minus 1/4 inch in cross section or in 16 foot length. 3.09 FIELD QUALITY CONTROL A Testing will be performed under provisions of Section 01450 - Testing Laboratory Services. 08/2002 02335-6 CITY OF PEARLAND SUBGRADE B A minimum of one phenolphthalein test will be made at random locations per 1000 linear feet per lane of roadway or 500 square yards of base to determine in -place depth. C Contractor may, at his own expense, request additional cores in the vicinity of cores indicating nonconforming in -place depths. If the average of the tests falls below the required depth, place and compact additional material at no cost to the Owner. D Compaction Testing will be performed in accordance with ASTM D1556 or ASTM D2922 and ASTM D3017 at a random locations near depth determination tests. Rework and recompact areas that do not conform to compaction requirements at no cost to the Owner. E Fill test sections with new compacted lime stabilized subgrade. 3.10 PROTECTION A Maintain stabilized subgrade to lines and grades and in good condition until placement of base or surface course. Protect the asphalt membrane, if used, from being picked up by traffic. B Repair defects immediately by replacing material to full depth. END OF SECTION 08/2002 02335-7 CITY OF PEARLAND GEOTEXTILE 1.0 GENERAL Section 02370 GEOTEXTILE 1.01 SECTION INCLUDES A Geotextile fabnc, also called filter fabric, in applications such as under a granular fill, as a pipe embedment wrap, around the exterior of a tunnel finer, or around the foundations of pipeline structures. 1.02 UNIT PRICES A Unless hsted by the square yard in place in the Bid Schedule, no separate payment will be made for work performed under this Section. Include the cost of such work in unit prices for work requinng geotextile, such as embankment, pipe embedment, sewer line in tunnel, or placement of manhole foundations, as appropriate. 1.03 SUBMITTALS A Conform to Section 01350 - Submittals. B Submit the standard manufacturer's catalog sheets and other pertinent information, for approval, prior to installation. C Submit installation methods, as a part of the work plan for tunneling or for excavation and backfill for utihties. Obtain approval from Engineer for geotextile matenal and the proposed installation method prior to use of the geotextile. 2.0 PRODUCTS 2.01 GEOTEXTILE A Provide a geotextile (filter fabric) designed for use in geotechnical applications which forms a permeable layer or media while retaining the soil matrix. B Use a fabric which meets the physical requirements for Class A Subsurface Drainage installation conditions as defined in AASHTO M288 and as specified in paragraph 2.02. 2.02 PROPERTIES A Material: Nonwoven, nonbiodegradable, fabric consisting only of continuous chain polymer filaments or yarns, at least 85 percent by weight polyolefins, polyesters or polyamide, formed into a dimensionally stable network. 08/2002 02370-1 CITY OF PEARLAND GEOTEXTILE B Chemical Resistance: Inert to commonly encountered chemicals and hydrocarbons over a pH range of 3 to 12. C Physical Resistance: Resistant to mildew and rot, ultraviolet light exposure, insects and rodents. D Minimum Test Values: PROPERTY VALUE (MIN) TEST METHOD Grab strength 180 lbs ASTM D 4632 Strength 50 lbs ASTM Trapezoidal Tear D 4533 Puncture Strength 80 lbs ASTM D 4833 Mullen Strength 290 psi ASTM Burst D 3786 Apparent Opening Size (1) 0.25 min ASTM D 4751 Permittivity (sec-1) 0.2 ASTM D 4491 (1) Maximum average roll value 3.0 EXECUTION 3.01 LINE WORK A Use geotextile with backfill for utilities in conformance with Section 02318 - Excavation and Backfill for Utilities. END OF SECTION 08/2002 02370-2 CITY OF PEARLAND PIPE AND CASING AUGERING FOR SEWERS Section 02415 PIPE AND CASING AUGERING FOR SEWERS 1.0 GENERAL 1.01 SECTION INCLUDES A Work to be accomplished for augering casings with installation of sanitary sewer pipes or for direct installation and sanitary sewer pipes. B Contractor shall select a method of construction by augenng, which can be demonstrated to successfully complete the Project. 1.02 MEASUREMENT AND PAYMENT A Payment of augered casing with water and sewer pipes will be full compensation for all labor, equipment, casing water and sewer pipes, materials and supervision for construction complete in place including dewatering, augering, joints, spoil removal, pipe installation, grouting, utihty adjustments, testing, and cleanup, and other work necessary for construction as shown on the Drawings and as specified B Augered pipes will be measured on a linear foot basis along the axis of the casing from end to end of the casing. C Payment of augered pipe will be full compensation for labor, pipe, equipment, materials, and supervision for construction complete in place including dewatering, jacking, utility adjustments, testing, cleanup, and other work necessary for construction as shown on the Drawings and as specified. D Augered pipe will be measured along the axis of the pipe and shall include fittings. In the case of a branch pipe, the length of the pipe will be considered as the distance from the axis of the line to the end of the branch. The length of the pipe laid between two lines or from a line to an appurtenance will be measured between the centerlines of each. E Auger pits and other excavations are incidental to the work. Trench Safety for Auger Pits and other excavations for work specifically performed for this section shall be included in Section 01570 - Trench Safety Systems. F No separate payment will be made for pavement removal and replacement (i.e., lime stabilization, crushed limestone, hot mix asphalt surface course, cement sand base, and concrete pavement, etc.) associated with augering. 08/2002 02415-1 CITY OF PEARLAND PIPE AND CASING AUGERING FOR SEWERS 1.03 DEFINITIONS A Dry augering shall be defined as installation of steel casing by excavating the soil at the advancing end of casing and transporting the spoil through the casing by an otherwise uncased auger, while advancing the casing by jacking at the same rate as the auger excavation progresses. B Slurry augering shall be defined as installation of casing or sewer pipe by first drilling a small diameter pilot hole from shaft to shaft, followed by reaming the bore to full diameter by augenng with slurry, and installing the casing or pipe by a pull -back or jacking method. C Augering pipe or casing work plans shall be defined as wntten descriptions, together with sketches, drawings, schedules, and other documents defining Contractor's plans and procedures for installation of casing or sewer pipe by augering method. Such methods of construction shall be of the Contractor's choosing, in accordance with this specification. The submission of work plans including drawings shall be required for the sole purpose of providing the Engineer sufficient details to verify that the Contractor's planned work and work in progress is in accordance with the intent of the project design and specifications. D Augered pipe shall be defined as the Contractor's installed sewer pipe in casing. 1.04 REFERENCE STANDARDS A The publications listed below form a part of this Specification to the extent referenced. The pubhcations are referred to in the text by the abbreviation only. 1. American Railway Engineering Association (AREA) Manual for Railway Engineering 2. American Association of State Highway and Transportation Officials (AASHTO) 1.05 SUBMITTAL A Review. Submittal shall be made in accordance with Section 01350 - Submittal. The Engineer will review submitted plans, details and data for compliance with specifications. Contractor shall not commence work on any items requiring pipe and casing augering work plan, or other submittal until the submittal have been reviewed and accepted by the Engineer. Such review by the Engineer shall not be construed in any way of relieving the Contractor of his responsibilities under the Contract, shall not be construed by the contractor as an endorsement by the Engineer that such methods are constructable or will work for the specific subsurface soils encountered Structural designs and other engineered components shall be signed and sealed by a Professional Engineer registered in the State of Texas. 08/2002 02415-2 CITY OF PEARLAND PIPE AND CASING AUGERING FOR SEWERS • B Pipe and Casing Augering Operation. 1. Submit for review a Pipe and Casing Augering Work Plan with complete drawings and written description identifying details of the proposed method of construction and the sequence of operations to be performed during construction, as required. The drawings and descriptions shall be sufficiently detailed to demonstrate to the Engineer whether the proposed materials and procedures will meet the requirements of this Section. 2. Depending on the Contractor's method of construction, the Pipe and Casing Augering Work Plan shall be submitted on the following items: a. Arrangement drawings and technical specifications of the augering equipment and experience record of the Contractor. b. Method of controlling line and grade of augering operation. c. Method of spoil and slurry removal, including surface storage and disposal. d. Details of the pipe or casing installation. e. Grouting techniques to be used for filling annular void between casing and sewer pipe, where required, and for filling over excavation, if any, including equipment, pumping and injection procedures, pressure grout types, and mixtures. f. Location and construction of auger pits, including details for all required ground support installation not included in the Trench Safety Plan. g. Groundwater control system per requirements in this section and in accordance with Section 01563 - Control of Ground Water and Surface Water as required by construction method. 3. Casing and pipe fabrication drawings, including joint details. C Trench Safety 1. Shall be in accordance with Section 01570 - Trench Safety System. 2. To the extent that excavation for pipe and casing augering involves work not covered by Contractor's Trench Safety Plan, the safety provisions of these excavation shall be addressed in the Pipe and Casing Augering Work Plan. D Quality Control Methods. At least 30 days prior to the start of augering, the Contractor shall submit a description of the quality control methods proposed for use in this operation to the City Engineer. The submittal shall include: 1 Supervision. Supervisory control to ensure that work is performed in accordance with the Drawings and Specifications, and Pipe and Casing Augenng Work Plan. 2. Line Grade. Procedures for surveying, controlling and checking line and grade, including field forms. 3. Augenng Observation and Monitoring. Procedures for preparing and submitting daily logs of augering operations, including field forms. 4. Products and Materials. A plan for testing and submittal of test results to demonstrate compliance with the specification and Contractor s design cntena for permanent products, material and installations. The plan shall identify applicable standards and procedures for testing and acceptance. 08/2002 02415-3 CITY OF PEARLAND PIPE AND CASING AUGERING FOR SEWERS 5. Monitoring Settlement. Submit a settlement Monitoring Plan if requested by the Engineer. 1.06 CRITERIA FOR DETERMINING INSTALLATION LOADS A Pipes and casings shall be selected by the Contractor to carry overburden pressure and applicable surcharge and installation loads. B The criteria to be used for truck loading shall be HS-20 vehicle loading distributions in accordance with AASHTO. C The Contractor shall be responsible for the selection of the casing, pipe and pipe joints to carry the thrust of the Jacks or loads due to the pulling mechanism. D The Contractor shall select the diameter of the casing to meet the minimum dimensions defined in the Drawings, and to permit practical installation (including skids, pipe spiders and shims, if applicable) and grouting, where required. 2.0 PRODUCTS 2.01 MATERIALS A Casing pipe shall be provided where shown on Drawings or indicated in Specifications and be new, uncoated welded steel pipe manufactured in accordance with AWWA C200. The design stress in the pipe wall shall be 50 percent of the minimum yield point of the steel or 18,000 psi, whichever is less, when subjected to the loading conditions. The design deflection to be used in determining wall thickness shall not exceed 3 percent of nominal casing pipe size. B Sewer pipe shall be provided in accordance with Section 02530 - Gravity Sanitary Sewers The sewer pipe shall be selected by the Contractor and venfied by the Contractor s engineer to safely withstand all service loads, including overburden pressures and surcharge loads together with all forces and pressures induced in pipe and joints during installation. C For grouting materials refer to Section 02430 - Tunnel Grout. 3.0 EXECUTION 3.01 PROTECTION AND SAFETY A Contractor shall be responsible for means and methods for augenng pipe and casing and shall ensure the safety of the work, the Contractor's employees, the public, and adjacent property, whether public or private. 08/2002 02415-4 CITY OF PEARLAND PIPE AND CASING AUGERING FOR SEWERS B Perform construction operations in such a manner that will not interfere with the operation of street or railroad, affect underground installations, or weaken or damage any structure. 3.02 DRY AUGERING A Provide horizontal augering equipment of sufficient capacity for the diameter and length of the casing to be installed and the anticipated ground conditions. B Provide heavy-duty jacks of a capacity suitable for forcing the excavating auger and casing through the ground and a suitable jacking frame or backstop. Use operating jacks constructed so that even pressure is applied to all jacks used. C Provide steerable front section of casing to allow vertical grade adjustments. A water level or other means shall be provided to allow monitoring of the grade elevation of the auger casing. D Set casing to be jacked on guides, properly braced together, to support the section of pipe and direct it to proper line and grade. Place the whole jacking assembly so as to line up with the direction and grade of the pipe. E In unconsolidated soil formations, bentonite may be used to seal the voids outside the wall and furnish lubrication for the installation of casing. The use of water to assist in lubrication to facilitate the removal of spoil is permitted, however, water jetting of the soil is not allowed when jacking the casing. F Acceptance criteria for the sewer pipe when installed in casing shall be ± 6 inches in horizontal alignment from theoretical at any point between manholes, including the receiving end, and ± 1-1/2 inches in elevation from the theoretical. If the sewer pipe cannot be installed in the casing within these tolerances, the Contractor may be required to realign the casing at no additional cost to City, including any backfill or grouting of the abandoned hole. Any redesign of the sewer and manholes made necessary by out of tolerance casing shall be at the Contractor's expense and shall be signed by a Professional Engineer registered in the State of Texas. The installed pipe must be capable of meeting the design flow and velocities for a full pipe condition. Contractor is responsible for final selection of casing diameter to assure these tolerances. G Insofar as practical and depending on the character of the soil encountered during the augering operation, conduct operations without interruption to prevent the pipe from seizing up in the hole before the installation is complete. H Repair casing damaged in augering operations by method acceptable to the Engineer or remove and replace it. 08/2002 02415-5 CITY OF PEARLAND PIPE AND CASING AUGERING FOR SEWERS 3.03 SLURRY AUGERING A Provide horizontal boring equipment for drilling of pilot hole, slurry augering equipment for excavating the full-sized hole for casing or pipe installation. B Drill a small diameter pilot hole for the entire length of the augered pipe. Check the pilot hole for line and grade at the receiving end to determine if the larger diameter hole will comply with this Specification. The pilot hole shall be redrilled if the installed pipe would not meet the specified tolerances. C Auger the large -diameter hole by mechanical means for reaming the pilot hole. The diameter of the augered hole shall be not more than 1 inch greater than the outside diameter of the installed pipe measured from the barrel of the pipe. Place excavated material outside the working pit and dispose of it, as specified in Section 01500 - Temporary Facilities and Controls. Jetting is not permitted. Augered holes which do not meet the specified tolerances shall be grouted. D In unconsohdated soil formations, use a bentonite slurry to maintain a stable hole and furnish lubrication for the installation of the pipe. Install the pipe or casing in one operation with the displacement of cuttings and slurry from the hole in potentially unstable soils to prevent casing and settlement of the ground surface. E Depending on the character of the soil encountered during the augering operation, conduct operations without interruption insofar as practical, to prevent the pipe from seizing up in the hole before the installation is complete. F Acceptance cnteria for the installed sewer pipe shall be ± 6 inches in honzontal alignment from theoretical at any point between manholes, including the receiving end, and ± 1-1/2 inches in elevation from the theoretical. If a deviation exceeds these tolerances, the Contractor may be required to re -auger the pipe at no additional cost to the City, including any backfilling or grouting of the abandoned hole. Any redesign of the sewer and manholes made necessary by out -of -tolerance sewer pipe shall be at the Contractor's expense and shall be signed by a Professional Engineer registered in the State of Texas. The installed pipe must be capable of meeting the design flow and velocities for a full pipe condition. Contractor is responsible for final selection casing diameter to assure these tolerances. G Remove any pipe damaged in augering operations and replace it. 3.04 AUGER PITS A Contractor's Pipe and Casing Augering Work Plan shall identify the location, size, depth and layout, and ground support design of all augering and observation pits, as well as a schedule of dates that each pit is expected to be open. 08/2002 02415-6 CITY OF PEARLAND PIPE AND CASING AUGERING FOR SEWERS B Auger pits that are excavated as a part of open -cut sewer construction shall be in accordance with Section 02318 - Excavation and Backfill for Utilities. C Install sheeting, lining, shoring, and bracing required for the protection of the workmen and the public in accordance with Section 01570 - Trench Safety Systems. 3.05 PIPE IN CASING A Pipes shall be installed in augered casings in accordance with this Section, as applicable. B The annular void between sewer pipe and casing shall be grouted as one monolithic placement from end to end of the casing to completely displace all voids, following procedures defined in Contractor's Work Plan. 3.06 INFILTRATION LEAKAGE TESTING A Pipes installed by augering shall be tested in accordance with Section 02530 - Gravity Sanitary Sewers and Section 02510 - Water Mains. 3.07 DISPOSAL OF EXCESS MATERIAL A All spoil shall be removed from the job site. Spoil removal and its disposal from the job site shall be in accordance with Section 01500 - Temporary Facilities and Controls. END OF SECTION 08/2002 02415-7 CITY OF PEARLAND TRENCHLESS CONSTRUCTION FOR SEWERS Section 02416 TRENCHLESS CONSTRUCTION FOR SEWERS 1.0 GENERAL 1.01 SECTION INCLUDES A Work to be accomplished for trenchless construction of sanitary sewer pipes. B Contractor shall select a method of construction, which can be demonstrated to successfully complete the Project. C Casing sizes shown on the plans are minimum size. Contractor may substitute larger casing pipe at no additional cost to the Owner. 1.02 MEASUREMENT AND PAYMENT A Payment of trenchless construction sewer pipes will be full compensation for all labor, equipment, casing, sewer pipes, materials and supervision for construction complete in place including dewatering, casing installation, joints, spoil removal, pipe installation, grouting utility adjustments testing, and cleanup, and other work necessary for construction as shown on the Drawings and as specified. B Trenchless construction with or without casing will be measured on a linear foot basis. C Access pits and other excavations are incidental to the work. Trench Safety for Access Pits and other excavations for work specifically performed for this section shall be included in Section 01570 - Trench Safety Systems. D No separate payment will be made for pavement removal and replacement (i.e., lime stabilization, crushed limestone, hot mix asphalt surface course, cement sand base, and concrete pavement, etc.) associated with augering. E For areas indicated on the drawings, the Contractor may provide trenchless construction without casing provided that proper line and grade can be met. This shall be adequately demonstrated in the Contractor s trenchless construction work plan and sealed by a Professional Engineer registered in the State of Texas. 1.03 DEFINITIONS A Dry augenng shall be defined as installation of steel casing by excavating the soil at the advancing end of casing and transporting the spoil through the casing by an otherwise uncased auger, while advancing the casing by jacking at the same rate as the auger excavation progresses. 08/2002 02416-1 CITY OF PEARLAND TRENCHLESS CONSTRUCTION FOR SEWERS B Slurry augering shall be defined as installation of casing or sewer pipe by first drilling a small diameter pilot hole from shaft to shaft, followed by reaming the bore to full diameter by augenng with slurry, and installing the casing or pipe by a pull -back or jacking method. C Microtunneling shall be defined as a method of installing pipe by jacking the pipe behind a microtunnel boring machine which is connected to and shoved forward by the pipe being installed, generally precluding man entry with the pipe serving as both the tunnel liner during construction and the sewer pipe after the completion of construction. D Microtunnel Boring Machine (MTBM): Mechanized excavating equipment that is remotely -controlled, steerable, guided and articulated, connected to and shoved forward by the pipe being installed, usually precluding man entry. E Trenchless pipe or casing work plans shall be defined as written descriptions together with sketches, drawings, schedules, and other documents defining Contractor's plans and procedures for installation of casing or sewer pipe by trenchless method. Such methods of construction shall be of the Contractor's choosing, in accordance with this specification. The submission of work plans including drawings shall be required for the sole purpose of providing the Engineer sufficient details to verify that the Contractor's planned work and work in progress is in accordance with the intent of the project design and specifications. 1.04 REFERENCE STANDARDS A The publications listed below form a part of this Specification to the extent referenced. The publications are referred to in the text by the abbreviation only. 1. American Railway Engineering Association (AREA) Manual for Railway Engineering 2. American Association of State Highway and Transportation Officials (AASHTO) 1.05 SUBMITTAL A Review. Submittal shall be made in accordance with Section 01350 - Submittal. The Engineer will review submitted plans, details and data for compliance with specifications. Contractor shall not commence work on any items requiring pipe and casing augering work plan, or other submittal until the submittal have been reviewed and accepted by the Engineer. Such review by the Engineer shall not be construed in any way of relieving the Contractor of his responsibilities under the Contract shall not be construed by the contractor as an endorsement by the Engineer that such methods are constructable or will work for the specific subsurface soils encountered. Structural designs and other engineered components shall be signed and sealed by a Professional Engineer registered in the State of Texas. 08/2002 02416-2 CITY OF PEARLAND TRENCHLESS CONSTRUCTION FOR SEWERS B Trenchless Operation. 1. Submit for review a Trenchless Construction Work Plan with complete drawings and written description identifying details of the proposed method of construction and the sequence of operations to be performed during construction, as required. The drawings and descriptions shall be sufficiently detailed to demonstrate to the Engineer whether the proposed materials and procedures will meet the requirements of this Section 2. Depending on the Contractor's method of construction, the Trenchless Construction Work Plan shall be submitted on the following items: a. Proposed method of construction. b. Arrangement drawings and technical specifications of the equipment and experience record of the Contractor. c. Method of controlling line and grade of augering operation. d. Method of spoil and slurry removal, including surface storage and disposal. e. Details of the pipe or casing installation. f. Grouting techniques to be used for filling annular void between casing and sewer pipe, where required, and for filling over excavation, if any including equipment, pumping and injection procedures, pressure grout types, and mixtures. g. Location and construction of auger pits, including details for all required ground support installation not included in the Trench Safety Plan. h. Groundwater control system per requirements in this section and in accordance with Section 01563 - Control of Ground Water and Surface Water, as required by construction method. 3. Casing and pipe fabrication drawings, including joint details. C Trench Safety 1. Shall be in accordance with Section 01570 - Trench Safety System. 2. To the extent that excavation for pipe and casing augering involves work not covered by Contractor's Trench Safety Plan, the safety provisions of these excavation shall be addressed in the Pipe and Casing Augering Work Plan. D Quality Control Methods. At least 30 days pnor to the start of augenng, the Contractor shall submit a description of the quality control methods proposed for use in this operation to the City Engineer. The submittal shall include: 1 Supervision. Supervisory control to ensure that work is performed in accordance with the Drawings and Specifications, and Trenchless Construction Work Plan. 2. Line Grade. Procedures for surveying, controlling and checking line and grade, including field forms. 3. Procedures for preparing and submitting daily logs of trenchless operations, including field forms. 08/2002 02416-3 CITY OF PEARLAND TRENCHLESS CONSTRUCTION FOR SEWERS 4. Products and Materials. A plan for testing and submittal of test results to demonstrate compliance with the specification and Contractor s design criteria for permanent products, material and installations. The plan shall identify applicable standards and procedures for testing and acceptance. 5. Monitoring Settlement. Submit a settlement Monitoring Plan if requested by the Engineer. 1.06 CRITERIA FOR DETERMINING INSTALLATION LOADS A Pipes and casings shall be selected by the Contractor to carry overburden pressure and applicable surcharge and installation loads. B The criteria to be used for truck loading shall be HS-20 vehicle loading distributions in accordance with AASHTO. C The Contractor shall be responsible for the selection of the casing, pipe and pipe joints to carry the thrust of the Jacks or loads due to the pulling mechanism. D The Contractor shall select the diameter of the casing to meet the minimum dimensions defined in the Drawings, and to permit practical installation (including skids, pipe spiders and shims, if applicable) and grouting where required. 2.0 PRODUCTS 2.01 MATERIALS A Casing pipe shall be provided where shown on Drawings or indicated in Specifications and be new, uncoated welded steel pipe manufactured in accordance with AWWA C200. The design stress in the pipe wall shall be 50 percent of the minimum yield point of the steel or 18,000 psi, whichever is less, when subjected to the loading conditions. The design deflection to be used in determining wall thickness shall not exceed 3 percent of nominal casing pipe size. B Sewer pipe shall be provided in accordance with Section 02530 - Gravity Sanitary Sewers The sewer pipe shall be selected by the Contractor and venfied by the Contractor s engineer to safely withstand all service loads, including overburden pressures and surcharge loads together with all forces and pressures induced in pipe and Joints during installation. C For grouting materials refer to Section 02430 - Tunnel Grout. 08/2002 02416-4 CITY OF PEARLAND TRENCHLESS CONSTRUCTION FOR SEWERS 3.0 EXECUTION 3.01 PROTECTION AND SAFETY A Contractor shall be responsible for means and methods for trenchless construction and shall ensure the safety of the work, the Contractor's employees, the public, and adjacent property, whether public or private. B Perform construction operations in such a manner that will not interfere with the operation of street or railroad, affect underground installations, or weaken or damage any structure. 3.02 DRY AUGERING • A Provide horizontal augenng equipment of sufficient capacity for the diameter and length of the casing to be installed and the anticipated ground conditions. B Provide heavy-duty jacks of a capacity suitable for forcing the excavating auger and casing through the ground and a suitable jacking frame or backstop. Use operating jacks constructed so that even pressure is applied to all jacks used. C Provide steerable front section of casing to allow vertical grade adjustments. A water level or other means shall be provided to allow monitoring of the grade elevation of the auger casing. D Set casing to be jacked on guides, properly braced together, to support the section of pipe and direct it to proper line and grade. Place the whole jacking assembly so as to line up with the direction and grade of the pipe. E In unconsohdated soil formations, bentonite may be used to seal the voids outside the wall and furnish lubrication for the installation of casing. The use of water to assist in lubrication to facilitate the removal of spoil is permitted, however, water jetting of the soil is not allowed when Jacking the casing. F Acceptance cnteria for the sewer pipe when installed in casing shall be ± 6 inches in horizontal alignment from theoretical at any point between manholes, including the receiving end, and ± 1-1/2 inches in elevation from the theoretical. If the sewer pipe cannot be installed in the casing within these tolerances, the Contractor may be required to realign the casing at no additional cost to City, including any backfill or grouting of the abandoned hole. Any redesign of the sewer and manholes made necessary by out of tolerance casing shall be at the Contractor's expense and shall be signed by a Professional Engineer registered in the State of Texas. The installed pipe must be capable of meeting the design flow and velocities for a full pipe condition. Contractor is responsible for final selection of casing diameter to assure these tolerances. 08/2002 02416-5 CITY OF PEARLAND TRENCHLESS CONSTRUCTION FOR SEWERS G Insofar as practical and depending on the character of the soil encountered during the augering operation, conduct operations without interruption to prevent the pipe from seizing up in the hole before the installation is complete. H Repair casing damaged in augering operations by method acceptable to the Engineer or remove and replace it. 3.03 SLURRY AUGERING A Provide honzontal bonng equipment for drilling of pilot hole, slurry augering equipment for excavating the full-sized hole for casing or pipe installation. B Dnll a small diameter pilot hole for the entire length of the augered pipe. Check the pilot hole for hne and grade at the receiving end to determine if the larger diameter hole will comply with this Specification. The pilot hole shall be redrilled if the installed pipe would not meet the specified tolerances. C Auger the large -diameter hole by mechanical means for reaming the pilot hole. The diameter of the augered hole shall be not more than 1 inch greater than the outside diameter of the installed pipe measured from the barrel of the pipe. Place excavated material outside the working pit and dispose of it, as specified in Section 01500 - Temporary Facilities and Controls. Jetting is not permitted. Augered holes which do not meet the specified tolerances shall be grouted. D In unconsolidated soil formations, use a bentonite slurry to maintain a stable hole and furnish lubncation for the installation of the pipe. Install the pipe or casing in one operation with the displacement of cuttings and slurry from the hole in potentially unstable soils to prevent casing and settlement of the ground surface. Depending on the character of the soil encountered during the augering operation, conduct operations without interruption, insofar as practical, to prevent the pipe from seizing up in the hole before the installation is complete. F Acceptance criteria for the installed sewer pipe shall be ± 6 inches in horizontal alignment from theoretical at any point between manholes, including the receiving end, and ± 1-1/2 inches in elevation from the theoretical. If a deviation exceeds these tolerances, the Contractor may be required to re -auger the pipe at no additional cost to the City, including any backfilhng or grouting of the abandoned hole. Any redesign of the sewer and manholes made necessary by out -of -tolerance sewer pipe shall be at the Contractor's expense and shall be signed by a Professional Engineer registered in the State of Texas. The installed pipe must be capable of meeting the design flow and velocities for a full pipe condition. Contractor is responsible for final selection casing diameter to assure these tolerances. G Remove any pipe damaged in augering operations and replace it. 08/2002 02416-6 CITY OF PEARLAND TRENCHLESS CONSTRUCTION FOR SEWERS 3.04 MICROTUNNELLING A The Contractor shall be responsible for selection of tunneling equipment, which based on past experience, has proven to be satisfactory for excavation of the soils to be encountered. B The Contractor shall employ tunneling equipment that will be capable of handling the various anticipated ground conditions and is capable of minimizing loss of soil ahead of and around the machine and shall provide satisfactory support of the excavated face. C Microtunneling Equipment: In the case of MTBM, use a spoil transportation system which: 1. Either balances the soil and ground water pressures by the use of a slurry or earth pressure balance system; system shall be capable of adjustments required to maintain face stability for the particular soil condition and shall monitor and continuously balance the soil and ground water pressure to prevent loss of slurry or uncontrolled soil and ground water inflow, or, in the case of a slurry spoil transportation system: a. Provides pressure at the excavation face by use of the slurry pumps, pressure control valves, and a flow meter. b. Includes a slurry bypass unit in the system to allow the direction of flow to be changed and isolated, as necessary. c. Includes a separation process. Design it to provide adequate separation of the spoil from the slurry so that slurry with a sediment content within the limits required for successful tunneling can be returned to the cutting face for reuse Appropnately contain spoil at the site prior to disposal. d. Uses the type of separation process suited to the size of tunnel being constructed the soil type being excavated, and the work space available at each work area for operating the plant. e. Allows the composition of the slurry to be monitored to maintain the slurry weight and viscosity hmits required. 2. In the case of a cased auger earth pressure balance system, the system shall be capable of adjustments required to maintain face stability for the particular soil condition to be encountered. Monitor and continuously balance the soil and ground water pressure to prevent loss of soil or uncontrolled ground water inflow. a. In a cased auger spoil transportation system, manage the pressure at the excavation face by controlling the volume of spoil removal with respect to the advance rate. Monitor the speed of rotation of the auger flight, and the addition of water. 3. Remote Control System: Provide an MTBM which includes a remote control system with the following features: a. Allows for operation of the system without the need for personnel to enter the tunnel. Has a display available to the operator, at a remote operation console, showing the position of the shield in relation to a design reference together with other information such as face pressure roll, 08/2002 02416-7 CITY OF PEARLAND TRENCHLESS CONSTRUCTION FOR SEWERS pitch, steering attitude, valve positions, thrust force, and cutter head torque; rate of advance and installed length. b. Integrates the system of excavation and removal of spoil and its simultaneous replacement by pipe. As each pipe section is jacked forward, the control system shall synchronize all of the operational functions of the system. 4. Active Direction Control: Provide an MTBM which includes an active direction control system with the following features: a. Controls line and grade by a guidance system that related to actual position of the MTBM to a design reference (e.g. by a laser beam transmitted from the jacking shaft along the pipe to a target mounted in the shield. b. Provide active steering information, which shall be monitored and transmitted to the operating console. c. Provides positioning and operation information to the operator on the control console. 5. Use generator, which is suitably insulated for noise ("hospital" type) in residential or commercial areas. D Pipe Jacking Equipment: Provide a pipe jacking system with the following features: 1. Has the main jacks mounted in a jacking frame located in the starting shaft. 2. Has a jacking frame, which successively pushes a string of connected pipes following the tunneling excavation equipment towards a receiving shaft. 3. Has sufficient jacking capacity to push the tunneling excavation equipment and the stnng of pipe through the ground. Incorporates intermediate jacking stations, if required. 4. Has a capacity at least 20 percent greater than the calculated maximum jacking load. 5. Develops a uniform distribution of j acking forces on the end of the pipe by use of spreader rings and packing measured by operating gauges. 6. Provides and maintains a pipe lubrication system at all times to lower the friction developed on the surface of the pipe during jacking. 7. Jack Thrust Reactions: Use reactions for pipe jacking that are adequate to support the j acking pressure developed by the main j acking system. Special care shall be taken when setting the pipe guide rails in the jacking shaft to ensure correctness of the alignment, grade, and stability. E Enclose lighting fixtures in watertight enclosures with suitable guards. Provide separate circuits for lighting, and other equipment. F Electncal systems shall conform to requirements of National Electrical Code — NFPA 70. G Acceptance criteria for the sewer pipe shall be plus of minus 6 inches in horizontal alignment from the theoretical at any point between manholes, including the receiving end, and plus or minus 1-1/2 inches in elevation from the theoretical. If a deviation exceeds these tolerances, the Contractor may be required to reinstall the pipe at no 08/2002 02416-8 CITY OF PEARLAND TRENCHLESS CONSTRUCTION FOR SEWERS additional cost to the City, including any backfilling or grouting of the abandoned hole. Any redesign of the sewer and manholes made necessary by out -of -tolerance sewer pipe shall be at the Contractor's expense and shall be signed by a Professional Engineer registered in the State of Texas. The installed pipe must be capable of meeting the design flow and velocities for a full pipe condition. Contractor is responsible for final selection casing diameter to assure these tolerances. 3.05 ACCESS PITS A Contractor's Trenchless Construction Work Plan shall identify the location, size, depth and layout, and ground support design of all access and observation pits, as well as a schedule of dates that each pit is expected to be open. B Access pits that are excavated as a part of open -cut sewer construction shall be in accordance with Section 02318 - Excavation and Backfill for Utilities. C Install sheeting, lining, shoring, and bracing required for the protection of the workmen and the public in accordance with Section 01570 - Trench Safety Systems. 3.06 PIPE IN CASING A Pipes shall be installed in augered casings in accordance with this Section, as applicable. B The annular void between sewer pipe and casing shall be grouted as one monolithic placement from end to end of the casing to completely displace all voids, following procedures defined in Contractor's Work Plan. 3.07 INFILTRATION LEAKAGE TESTING A Pipes installed by augenng shall be tested in accordance with Section 02530 - Gravity Sanitary Sewers and Section 02510 - Water Mains. 3.08 DISPOSAL OF EXCESS MATERIAL A All spoil shall be removed from the job site. Spoil removal and its disposal from the job site shall be in accordance with Section 01500 - Temporary Facilities and Controls. END OF SECTION 08/2002 02416-9 CITY OF PEARLAND AUGERING PIPE FOR WATER LINES Section 02417 AUGERING PIPE FOR WATER LINES 1.0 GENERAL 1.01 SECTION INCLUDES A Installing water pipe by methods of augering. 1.02 UNIT PRICES A Augered pipe will be measured on a linear foot basis along the axis of the pipe and shall include fittings. In the case of a branch pipe, the length of the pipe will be considered as the distance from the axis of the line to the end of the branch. The length of the pipe laid between two lines or from a line to an appurtenance will be measured between the centerlines of each. B Auger pits and other excavations are incidental to the work. Trench Safety for Auger Pits and other excavations for work specifically performed for this section shall be included in Section 01570 - Trench Safety. C No separate payment will be made for pavement removal and replacement (i.e., lime stabilization, crushed limestone, hot mix asphalt surface course, cement sand base, and concrete pavement, etc.) associated with augering. D If open -cut construction is requested by Contractor for his convenience in areas designated for augenng, and if approved in advance by the Engineer such areas shall be paid for at the Contract Unit Pnce for open -cut installation. Payment includes necessary surface restoration and pavement repair. E Refer to Section 01200 - Measurement and Payment for unit price procedures. 1.03 SUBMITTALS A Submit product data in accordance with requirements of Section 01350 - Submittals. B Submit product data for casing insulators for approval. C Prior to commencement of work, furnish for the Engineer's approval, a plan showing pit locations. Approval of this plan will not relieve Contractor from responsibility to obtain specified results. D Show actual pit locations dimensioned on as -built drawings so that they can be identified in field. 08/2002 02417-1 CITY OF PEARLAND AUGERING PIPE FOR WATER LINES 1.04 REGULATORY REQUIREMENTS A Conform to Texas Department of Transportation for installations under state highways. Owner will obtain required permits for State Highway crossings. City will make submittal to TxDOT. Contractor will supply Traffic Control Plans. B Installations under railroads: 1. Secure and comply with requirements of right -of -entry for crossing railroad company's easement or right-of-way from railroad companies affected. Comply with railroad permit requirements. Submit copy to the Engineer. 2. Use dry auger method only. 3. No extra compensation for damages due to delays caused by the railroad requesting work to be done at hours which will not inconvenience the railroad. 4. Maintain minimum 35-foot clearance from centerline of tracks. 2.0 PRODUCTS 2.01 • MATERIALS A Piping and Fittings: As required by Drawings. B Casings: Where required by Drawings, in accordance with Section 02635 - Steel Pipe and Fittings. C Insulators: Where casings are required by Drawings, casing insulator width 8 inches for pipe sizes 4 to 14 inches; 12 mches for pipe sizes 16 to 30 inches. 1. For welded steel pipe 12 inches and smaller, use Pipeline Seal & Insulator Model PE, or approved equal. 2. For other pipe materials, use Pipeline Seal & Insulator Model C8G-2 or approved equal for pipe sizes up to 12 inches. 3. For all pipe sizes above 12 inches, use Pipeline Seal & Insulator Model C12G-2 or approved equal. D Casing End Seals: Provide Pipeline Seal & Insulator Model C or approved equal. 3.0 EXECUTION 3.01 GENERAL A Do not exceed 100 feet for length of auger hole for PVC pipe less than 12 inches in diameter without intermediate pit. B Do not exceed 75 feet for length of auger hole for PVC pipe 12 inches to 16 inches in diameter without intermediate pit. 08/2002 02417-2 CITY OF PEARLAND AUGERING PIPE FOR WATER LINES C Do not exceed 80 feet for length of auger hole for PVC pipe greater than 16-inches in diameter without intermediate pit. 3.02 PREPARATION A Contractor shall be responsible for means and methods for augering pipe and casing and shall ensure the safety of the work, the Contractor s employees, the public and adjacent property, whether public or private. 3.03 TRAFFIC CONTROL A Conform to applicable provisions of Section 01555 - Traffic Regulation and Control. B Secure nght-of-entry for crossing railroad company's easement or right-of-way. 3.04 JACKING A Comply with Section 01570 - Trench Safety Systems for all pits, access shafts, end trenches and other excavations relating to work required by this specification. B If grade of pipe at jacking end is below ground surface, excavate suitable pits or trenches for conducting jacking operations and for placing end joints of pipe. Wherever end trenches are cut in sides of embankment or beyond it, sheath securely and brace such work to prevent earth caving. C No more than one joint shall be made-up in pit or trench prior to jacking. D Construction shall not interfere with operation of railroad, street, highway, or other facility, nor weaken or damage embankment or structure. E During construction operations, furnish and maintain barricades and hghts to safeguard traffic and pedestrians as directed by the Engineer, until such time as backfill has been completed and removed from site. F Provide heavy-duty jacks suitable for forcing pipe through embankment. Use suitable jacking head, usually of timber and suitable bracing between jacks and jacking head and suitable jacking frame or backstop so that jacking pressure will be applied to pipe uniformly around ring of pipe Set pipe to be jacked on guides, properly braced together, to support section of pipe and to direct it in proper line and grade. Place jacking assembly in line with direction and grade of pipe. Excavate embankment material just ahead of pipe and remove material through pipe. Force pipe through embankment with Jacks, into space thus provided. 08/2002 02417-3 CITY OF PEARLAND AUGERING PIPE FOR WATER LINES G Conform excavation for underside of pipe to contour and grade of pipe, for at least one third of circumference of pipe. Provide clearance of not more than 2 inches for upper half of pipe. Taper off upper clearance to zero at point where excavation conforms to contour of pipe. H Distance that excavation shall extend beyond end of pipe depends on character of material, but it shall not exceed 2 feet in any case. Decrease distance on instructions from the Engineer, if character of material being excavated makes it desirable to keep advance excavation closer to end of pipe. Jack pipe from low or downstream end. Lateral or vertical variation in final position of pipe from line and grade estabhshed by the Engineer will be permitted only to extent of 1 inch in 10 feet, provided such variation is regular and only in one direction and that final grade of flow line is in direction indicated on plans. J Use cutting edge of steel plate around head end of pipe extending short distance beyond end of pipe with inside angles or lugs to keep cutting edge from slipping back onto pipe. K Once jacking of pipe is begun, carry on without interruption to prevent pipe from becoming firmly set in embankment. L Remove and replace any pipe damaged in jacking operations. M Backfill pits or trenches excavated to facilitate jacking operations immediately after completion of J acking of pipe. N Grout annular space when loss of embankment occurs or when clearance of two inches is exceeded. 3.05 AUGERING (BORING) A Auger from approved pit locations. Excavate for pits and install shoring as outlined above under ' Jacking.' Auger mechanically with use of a pilot hole entire length of crossing and check for line and grade on opposite end of bore from work pit. The large hole is to be no more than 2 inches larger than diameter of bell. Place excavated material outside working pit and dispose of as required. Use water or other fluids in connection with boring operation only to lubricate cuttings; jetting will not be permitted. B In unconsolidated soil formations, a gel -forming colloidal drilling fluid may be used Fluid is to consist of at least 10 percent of high-grade processed bentonite and shall consolidate cuttings of bit, seal walls of hole, and shall furnish lubrication for subsequent removal of cuttings and installation of pipe. 3.06 CASING A Install casings as required by Drawings, in accordance with this section. 08/2002 02417-4 CITY OF PEARLAND AUGERING PIPE FOR WATER LINES 3.07 INSULATOR INSTALLATION A There must be no inadvertent metallic contact between casing and metallic carrier pipe. Spacing of spacers should ensure that carrier pipe is adequately supported throughout its length, particularly at ends, to offset settling and possible electrical shorting. End spacer must be within 6 inches of end of casing pipe, regardless of size of casing and carrier pipe or type of spacer used. Casing spacers are designed to withstand much greater loads than can be safely applied to most coatings. Therefore, spacing between spacers depends largely on load bearing capabilities of pipe coating and flexibility of pipe. B Bottom of trench adjacent to each end of casing should be graded to provide firm, uniform and continuous support for carrier pipe. If trench requires some backfill to establish final trench bottom grade, backfill material should be placed in 6-inch lifts and each layer properly compacted. C Casing spacers should be installed in accordance with manufacturer's instructions. Special care should be taken to ensure that all subcomponents are correctly assembled and evenly tightened, and that no damage occurs during tightening of insulators or carrier pipe insertion. D Annulus between carrier pipe and casing should be sealed with casing end seals at each end of casing. E Insulator Spacing: 1. Spacing shall be as shown on Drawing with maximum distance between spacers to be 10 feet for pipe sizes 4 to 14 inches and 8 feet for pipe sizes 16 to 30 inches. 2. For ductile iron pipe, flanged pipe, or bell -and -spigot pipe, spacers should be installed within one foot on each side of bell or flange and one in center of joint when 18- to 20-foot-long joints are used. 3. If casing or carrier pipe is angled, bent or dented, spacing should be reduced. 3.08 PITS A Locate auger pits where there is minimum interference with traffic or access to property. B Pit Size* Provide minimum 6-inch space between pipe and walls of bore pit. Maximum allowable width of pit shall be 5 feet unless approved by the Engineer. Width of pit at surface shall not be less than at bottom. Maximum allowable length of pit shall be no more than 5 feet longer than one full joint of pipe and shall not exceed 25 feet unless approved by the Engineer. C Excavate bore pits to finished grade at least 6 inches lower than grade indicated by stakes or as approved by the Engineer. D Backfill in accordance with Section 02318. 08/2002 02417-5 CITY OF PEARLAND AUGERING PIPE FOR WATER LINES 3.09 CLEANUP A Conform to applicable provisions of Section 01562 - Waste Material Disposal. 3.10 FILLING ANNULAR SPACE A Allowable variation from line and grade shall be as specified under "Jacking.' Block void space around pipe in augered hole with approximately 12 inches of packed clay or similar material approved by the Engineer, to prevent bedding or backfill from entering the void around the pipe in the augered hole when compacted. For pipe diameters 4 inches through 8 inches use minimum 1/2 cubic foot clay for pipe diameters 12 inches through 16 inches use minimum 3/4 cubic foot clay. END OF SECTION 08/2002 02417-6 CITY OF PEARLAND CORROSION PROTECTION Section 02427 CORROSION PROTECTION PART 1 GENERAL 1.01 SECTION INCLUDES A. Requirements for thickness design surface preparation, repairs and solventless epoxy coating application to specified surfaces. 1.02 RELATED SECTIONS A. Concrete Repair. B. Environmental, Health and Safety. 1.03 REFERENCES A. ASTM D638 — Tensile Properties of Plastics. B ASTM D790 — Flexural Properties or Unreinforced and Reinforced Platics. C. ASTM D4541— Pull -Off Strength of Coatings Using a Protable Adhesion Tester. D. ASTM D2584 — Volatile Matter Content. E ASTM D2240 — Durometer Hardness, Type D. F. ASTM D543 — Resistance of Plastics to Chemical Reagents. G. ASTM F1216 — Standard Practice for Rehabilitation of Existing Pipelines and Conduits by the Inversion and Curing of Resin -Impregnated Tube, APPENDIX XI. DESIGN CONSIDERATIONS, Section XI.2, sub -section XI.2.1. H. ASTM — The published standards of the American Society for Testing. I. NACE — The published standards of the National Association of Corrosion Engineers (NACE International), Houston, TX. J. SSPC — The published standards of the Steel Structures Painting Council, Pittsburgh, PA. K. City of Los Angeles Standard Specification for Public Works Construction. "Greenbook, 08/2002 02427-1 CITY OF PEARLAND CORROSION PROTECTION Section 210.2.3.3 Chemical Resistance. 1.04 SUBMITTALS A. The following items shall be submitted: 1. Technical data sheet of each product used, including ASTM test results indicating the product conforms to and is suitable for its intended use per these specifications. 2. Material Safety Data Sheets (MSDS) for each product used. 3. Project specific guidelines and recommendations. 4. Qualification of Applicator: a. Manufacturer certification that Applicator has been trained and approved in the handling, mixing and application of the products to be used. Applicator must provide proof of certification or of annual recertification from epoxy manufacturer. Certifications or recertifications shall be considered current when issued within the previous 365 days. b. Certification that the equipment to be used for applying the products has been manufactured or approved by the protective coating manufacturer and Applicator personnel have been trained and certified for proper use of the equipment. 5. Design details for any additional ancillary systems and equipment to be used in site and surface preparation, application and testing. 1.05 QUALITY ASSURANCE A. Applicator shall initiate and enforce quality control procedures consistent with applicable ASTM, NACE, and SSPC standards and the protective coating manufacturer's recommendations.. B. The Applicator shall label a retain plaque with pertinent and unique identification for each and spray one side for submission, if required, to the Owner or to the epoxy manufacturer. 08/2002 02427-2 CITY OF PEARLAND CORROSION PROTECTION 1.06 DELIVERY, STORAGE, AND HANDLING A. Materials are to be kept dry, protected from weather and stored under cover. B Protective lining materials are to be stored between 32 degrees F and 110 degrees F. Do not store near flame, heat or strong oxidants. C. Protective lining materials are to be handled according to their material safety data sheets. 1.07 SITE CONDITIONS A. Applicator shall conform to all local, state, and federal regulations including those set forth by OSHA, RCRA, and the EPA and any other applicable authorities. B. Method statements and design procedures are to be provided by Owner when confined space entry flow diversion or bypass is necessary in order for Applicator to perform the specified work. 1.08 WARRANTY A. Applicator shall warrant all work against defects in materials and workmanship for a period of one (1) year, unless otherwise noted, from the date of final acceptance of the project Applicator shall, within a reasonable time after receipt of written notice thereof, repair defects in materials or workmanship which may develop dunng said one (1) year period, and any damage to other work caused by such defects or the repairing of same, at his own expense and without cost to the Owner. PART 2 PRODUCTS 2.01 OTHER PRODUCTS A. Standard Portland cement or new concrete (not quick setting high strength cement) must be well cured pnor to application of the protective lining. Twenty eight (28_ days minimum cure time for standard Portland cement shall be required If earlier apphcation is desired, compressive or tensile strength of the concrete can be tested to determine if acceptable cure has occurred. (Note: Bond strength of the coating to the concrete surface is generally limited to the tensile strength of the concrete itself. Engineer may require Elcometer pull tests to determine suitability of concrete for coating). 08/2002 02427-3 CITY OF PEARLAND CORROSION PROTECTION B Cementitious patching and repair materials should not be used unless their manufacturer provides information as to its suitability of the material with an epoxy lining. Project specific submittals should be provided including apphcation cure time and surface preparation procedures that permit optimum bond strength with the epoxy coating. C. Remove existing coatings prior to apphcation of the new protective coating. 2.02 MANUFACTURER A. NeoPoxy Corporation, Dublin, CA (925) 560-1500, Fax (925) 560-1508, www. NeoPoxy.com or City of Pearland approved equal. B The manufacturer shall have an on -staff chemist(s) that interfaces directly with the in- house manufactunng personnel. The chemist(s) interfacing with the production personnel shall be available to the agency and contractor for technical support. C. A record of all quality control tests shall be maintained and the finished production lot shall meet the manufacturer's standards prior to shipment. A certificate of compliance (C of C) certifying that the production lot meets the manufacturer's specifications and standards at the time of shipment. D. A retain shall be maintained by the manufacturer for each production lot. Each retain shall be properly identified, labeled and stored for future reference. Retains may be properly disposed of after two years from the production date. 2.03 REPAIR MATERIALS A. Repair matenals shall be used to fill voids, structurally reinforce and/or rebuild surfaces, etc. as determined necessary by the Engineer and rehabilitation structural liner applicator. Repair materials must be compatible with the specified epoxy and shall be applied in accordance with the manufacturer s recommendations. B. The following products maybe accepted and approved as compatible repair materials for epoxy lining for use within the specifications: 1. 100% solids epoxy grout specifically formulated for epoxy lining capability. The epoxy grout manufacturer shall provide instructions for trowel or spray application and for epoxy lining procedures. 2. Factory blended, rapid setting, high early strength, non -shrink repair mortar that can be trowelled or pneumatically spray applied may be approved if specifically formulated and approved by the epoxy liner manufacturer Such repair mortars should not be used unless their manufacturer provides information as to its suitability for top coating with an epoxy coating. Project specific submittals should be provided including application, cure time and surface preparation procedures that permit optimum bond strength with the epoxy coating. 3. Chemical grout for leak control. 08/2002 02427-4 CITY OF PEARLAND CORROSION PROTECTION 2.04 PROTECTIVE AND STRUCTURAL LINING MATERIAL A. NeoPoxy NPR-5300 Series epoxy system or City of Pearland approved equal. Product Type Color Solids Content (vol. %) Volumetric Mix Ratio Weight Ratio Compressive Strength, psi Tensile Strength, psi Tensile Elongulation, % Flexural Modulus, psi Hardness, Type D Bond Strength — Concrete Chemical Resista City of Los Angeles (Ref L) Sodium Hydroxide, 20% MEK Jet Fuel JP-4 Gasoline Tap Water (pH 6-9) Nitric Acid 5% Nitric Acid 1% Phosphoric Acid, 10% Sulfuric Acid, 10% Sulfuric Acid, 5% ASTM Fuel C, 100% Vegetable Oil, 100% Detergent, 0.1 % Soap, 0.1 % Amine Cured Epoxy {see product data sheet} 100 {see product data sheet} {see product data sheet} >10,000 >7,000 >4 >450,000 >80 >Tensile Strength of Concrete nce to: {Examples} All solutions and all concentrations Immersion Service Incidental Contact Immersion Service Immersion Service Immersion Service Immersion Service Immersion Service Immersion Service Immersion Service Immersion Service Immersion Service Immersion Service Immersion Service Immersion Service {include reagents relevant to the project} 08/2002 02427-5 CITY OF PEARLAND CORROSION PROTECTION 2.05 EPDXY LINING APPLICATION EQUIPMENT A. Specifically designed, or approved for use by the lining manufacturer, temperature controlled plural component spray equipment for use in the application of the specified protective coating. 2.06 REPAIR MORTAR SPRAY APLPICATION EQUIPMENT (if spray applied) A. Specifically designed, or approved for use by the repair mortar materials manufacturer, for continuous mixing and spraying of the material. PART 3 EXECUTION 3.01 ACCEPTABLE APLICATORS A. Repair mortar applicators shall be trained to properly apply the cementitious mortar according to manufacturer's recommendations B. Rehabilitative structural liner must be apphed by a Certified Applicator of the epoxy lining manufacturer and according to manufacturer specifications C. Applicator shall have been certified, or recertified, by the manufacturer within the previous year. Proof of current certification shall be provided prior to commencement of work. 3.02 EXAMINATION A. All structures to be lined shall be readily accessible to Applicator. B. The applicator shall comply with local, state and federal regulatory and other applicable agencies with regard to environment, health and safety. C. All extraneous flows into the manhole or structure at or above the area to be lined shall be stopped plugged and/or diverted until the epoxy has cured. As an option, warm air may be added to the manhole to accelerate set time of the epoxy. D. Installation of the protective and/or structural epoxy lining shall not commence until the concrete substrate has properly cured in accordance with these specifications. 08/2002 02427-6 CITY OF PEARLAND CORROSION PROTECTION E Temperature of the surface to be coated should be maintained between 45 degrees F and 120 degrees F during application. Prior to and during application, care should be taken to avoid exposure of direct sunlight or other intense heat source to the structure being lined. Where varying of surface temperatures do exist, care should be taken to apply the coating when the temperature is falling versus rising (Le. late afternoon into evening vs. morning into afternoon). 3.03 SURFACE PREPARATION (PROTECTIVE LINING) A. Applicator shall inspect all surfaces specified to receive a protective lining prior to surface preparation. Applicator shall notify Owner of any noticeable disparity in the surfaces which may interfere with the proper preparation, or application of the repair mortar and rehabilitative structural liner. B. Place cover over all pipe openings to prevent extraneous materials from entering the sewer system. C. The concrete or masonry substrate must be structurally sound. Loose or unsound concrete or masonry should be removed. Clean the surface by removing any dust, unsound or contaminated material, plaster, oil, paint, grease, corrosion deposits, or algae. Where breaking out mortar is not required roughen the surface and remove any laitance by mechanical means or high pressure water blast to a sound profile surface. All surface preparation procedures used on the substrate should ensure that adequate mechanical key is achieved. Oil and grease deposits should be removed by steam cleaning, detergent scrubbing or the use of a degreaser to ensure optimum repair results. D. Infiltration shall be stopped by using a chemical grout or plug matenal that is compatible with the specified repair mortar and is suitable for the specified epoxy rehabilitative system. E All surfaces shall be repaired as required by the epoxy rehabilitative protective liner system in the intended service condition. F. Test prepared surfaces after cleaning but prior to application of the epoxy protective hmng to determine if a specific pH or moisture content of the concrete is required according to manufacturer's recommendations. G. The area between the manhole and the manhole ring and any other area that might exhibit movement or cracking due to expansion and contraction, shall be grouted with a flexible or elastomeric grout or gel. 3.04 08/2002 02427-7 CITY OF PEARLAND CORROSION PROTECTION SURFACE PREPARATION (STRUCTURAL LINING) A. Applicator shall inspect all surface specified to receive a structural liner prior to surface preparation. B. Place covers over all pipe openings to prevent extraneous materials from entering the sewer system. C. Clean the surface by removing dust, unsound or contaminated material, plaster, oil, paint, grease, corrosion deposits or algae. D. Infiltration shall be stopped after cleaning, by using chemical grout or plug material that is compatible with the specified epoxy structural liner. E Fill any voids with quick setting cementious patch mix, or other material approved by the epoxy manufacturer, according to the manufacturer's recommendations. 3.05 APPLICATION OF EPDXY LINING A. Application procedures shall conform to the recommendations of the epoxy lining manufacturer, including material handling, mixing, environmental controls during applications, safety, and spray equipment. B. The spray equipment shall be specifically designed to accurately ratio and apply the specified epoxy lining materials and shall be regularly maintained and in proper working order. C. Specified surfaces shall be coated by spray application of moisture tolerant, solventless, 100% solids, epoxy structural lining resin as further described herein. The minimum spray application will be 125 mils, when used as a protective lining, and a minimum wet film thickness of not less than 250 mils for a structural lining as specified by the Project Engineer Based on the physical properties of the epoxy material, flexible pipe design using cured -in -place resin materials, thicker builds can be achieved to meet the Owner's requirements and design by successive coverage. D. All successive layers should be applied after initial gel of the previous layer (nominally between 2 and 4 hours, depending upon ambient surface temperature), and before full cure, typically 24-48 hours. After full cure of previous layer, scarify surface to provide mechanical lock. 08/2002 02427-8 CITY OF PEARLAND CORROSION PROTECTION E Airless spray application equipment approved by the coating manufacturer shall be used to apply each coat of high build epoxy to avoid any potential contamination from compressed air oil, which may encourage inter -coat delamination. F. After the structural or protective lining is applied, if required by the Engineer, a broadcasting of sand (i.e. oven dried 20 to 30 gradation) may be applied to the bench area while the epoxy material is tacky to provide a non -slip surface. 3.06 TESTING AND INSPECTION A. During application, a mil thickness gage as designated by the epoxy manufacturer, shall be used to ensure a monolithic lining and uniform thickness during application. B. Measurement of bond strength of the protective coating to the substrate can be measured in accordance with ASTM D4541. Any areas detected to have inadequate bond strength shall be evaluated by the Project Engineer. Further bond tests may be performed in that area to determine the extent of potentially deficient bond area and repairs shall be made by Applicator in strict accordance with manufacturer's recommendations. END OF SECTION 08/2002 02427-9 CITY OF PEARLAND TUNNEL GROUT Section 02430 TUNNEL GROUT 1.0 GENERAL 1.01 SECTION INCLUDES A Mix design requirements, testing, furnishing and production of grout for: 1. Pressure grouting of jacked -pipe. 2. Annular grouting of cased or uncased water and sewer pipes. 3. Grouting voids in ground resulting from caving, loss of ground, or settlement. 4. Grouting of manholes constructed in shafts. B Compaction grouting is not part of this specification. 1.02 UNIT PRICE A No separate payment will be made for work performed under this Section. Include the cost of such work in contract unit prices for work of which it is a component part. • 1.03 DEFINITIONS A Pressure Grouting. Filling a void behind a finer or pipe with grout under pressure sufficient to ensure void is properly filled but without overstressing temporary or permanent ground support, or causing ground heave to occur. B Back Grouting. Secondary pressure grouting to ensure that voids have been filled between primary tunnel or shaft liners and the surrounding ground. C Annular Grouting. Filling the annular space between the carner pipe and the primary tunnel liner, casing, or ground, by pumping. D Ground Stabilization Grouting. The filling of voids, fissures, or under -slab settlement due to caving or loss of ground by injecting grout under gravity or pressure to fill the void. 1.04 SUBMITTALS A Make submittals in accordance with Section 01350 - Submittals. B Submit a description of materials, grout mix, equipment and operational procedures to accomplish each grouting operation. The description may include sketches as appropriate, indicating type and location of mixing equipment, pumps, injection points, venting method, flowlines, pressure measurement, volume measurement, grouting sequence, schedule, and stage volumes. 08/2002 02430-1 CITY OF PEARLAND TUNNEL GROUT C Submit a grout mix design report, including: 1. Grout type and designation. 2. Grout mix constituents and proportions, including materials by weight and volume. 3. Grout densities and viscosities, including wet density at point of placement. 4. Initial set time of grout. 5. Bleeding, shrinkage/expansion. 6. Compressive strength. D Maintain and submit logs of grouting operations indicating pressure, density, and volume for each grout placement. 2.0 PRODUCTS 2.01 MATERIALS A Grouting materials: Conform to Section 03300 - Cast -in -Place Concrete, except as modified in the following paragraphs. B Grout Type Applications. 1. Grout for pressure grouting and back grouting: Sand -cement mortar mix. 2. Grout for annular grouting Sand -cement mortar mix. 3. Grout for filling space around manholes in shafts: Sand -cement mortar mix. 4. Ground stabilization: Sand cement mortar mix. C Do not include toxic or poisonous substances in the grout mix or otherwise inject such substances underground. 2.02 GROUT A Employ and pay for a commercial testing laboratory, acceptable to the Engineer, to prepare and test the grout mix design. Develop one or more mixes based on the following criteria as applicable: 1. Size of the annular void between sewer pipe and liner, or size of the void between primary finer and the surrounding soil. 2. Absence or presence of groundwater. 3. Adequate retardation. 4. Non -shrink characteristics. 5. Pumping distances. B Prepare mixes that satisfy the required application. Materials used in grout mix shall meet the following standards' 1. Cement: ASTM C150. 2. Fly Ash: ASTM C618. 3. Water: Potable. 08/2002 02430-2 CITY OF PEARLAND TUNNEL GROUT 4. Slurry: ASTM C138. 5. Sand for sand -cement mortar mix. ASTM C144. C Provide grout that meets the following minimum requirements: 1. Minimum 28 day unconfined compressive strength: 1,000 psi for sand -cement mortar grout. 2. Determine strength by ASTM C942. D Fluidifier. Use a fluidifier, meeting ASTM C937, that holds the solid constituents of the grout in colloidal suspension and is compatible with the cement and water used in the grouting operations. E Admixtures. 1. Use admixtures meeting ASTM C494 and ASTM C 1017 as required, to improve pumpability, to control time of set, to hold sand in suspension and to reduce segregation and bleeding. 2. Ensure that admixtures used in a mix are compatible. Provide written confirmation from the admixtures' manufacturers of their compatibility. 3.0 EXECUTION 3.01 PREPARATION A Notify the Engineer at least 48 hours in advance of grouting operations. B Select and operate grouting equipment to avoid damage to new or existing underground utilities and structures. C In selection of grouting placement consider pipe flotation length of pipe, length of tunnel, depth from surface, type of sewer pipe, type of pipe blocking and bulkheading, grout volume and length of pipe to be grouted between bulkheads. D Operate any dewatering systems until the grouting operations are complete. 3.02 EQUIPMENT A Batch and mix grout in equipment of sufficient size and capacity to provide the necessary quality and quantity of grout for each placement stage. B Use equipment for grouting of a type and size generally used for the work, capable of mixing grout to a homogeneous consistency, and providing means of accurately measuring grout component quantities and accurately measuring pumping pressures. Use pressure grout equipment, which delivers grout to the injection point at a steady pressure. 08/2002 02430-3 CITY OF PEARLAND TUNNEL GROUT 3.03 ANNULAR GROUTING FOR WATER AND SEWER LINES IN CASED OR UNCASED AUGERS A Fill the annular space between the water and sewer pipes and the casing or ground, with grout. B Placement 1. Placement Limits: The limits of each grout placement stage shall be predetermined by the size and capacity of the batching equipment and the initial set time of the proposed grout. Under no circumstances shall placement continue at a grout port longer than that period of time for the mix to take initial set. Grout hole spacing and locations shall be located according -to the number of stages necessary to grout tunnel liners. A stage or lift cannot be installed on another lift until a proper set has been attained. Have placement procedures approved by the admixture or additive manufacturer. 2. Limit pressure on the annular space to prevent damage or distortion to the pipe or liner. Define the limiting and estimated required pressure range. Provide an open ended, high point tap or equivalent vent and monitor it at the bulkhead opposite to the point of grouting. 3. Pump grout until a material discharging is similar in consistency to that at point of inj ection. 4. In a primary lined tunnel, limit length of pipe installed to 200 feet or less before grouting the same length of sewer line. Repeat this cycle until all pipe is installed and grouted. C Remove temporary bulkheads installed for grouting. 3.04 PRESSURE GROUTING FOR JACKED PIPE A For jacked pipe 60 inches in diameter or greater pressure grout the annulus after installation, displacing the bentonite lubrication. Jacked pipes less than 60-inch diameter may be left ungrouted unless the excavated diameter exceeds the external pipe diameter by more than one inch. B Inject grout through grout holes in the water and sewer pipes. Drilling holes from the surface or through the carrier pipe walls is not allowed. Perform grouting by injecting it at the pipe invert with bentonite displacement occurring through a high point tap or vent. C Control ground water as necessary to permit completion of grouting without separation of the grout materials. D Limit pressures to prevent damage or distortion to the pipe or to keep flexible pipe within acceptable tolerances. E Pump grout until material discharging is similar in consistency to that at point of inj ection. 08/2002 02430-4 CITY OF PEARLAND TUNNEL GROUT 3.05 GROUND STABILIZATION GROUTING A Completely fill voids outside the limits of excavation caused by caving or collapse of ground. Fill with gravity or pressure injected sand -cement grout as necessary to fill the void. B Take care in grouting operations to prevent damage to adjacent utilities or public or pnvate property. Grout at a pressure that will not distort or imperil any portion of the work or existing installations or structures. C Verify that the void has been filled by volumetric comparisons and visual inspection. In the case of settlement under existing slabs, take cores as directed by the Engineer, at no additional cost to the Owner, to demonstrate that the void has been filled. 3.06 FIELD QUALITY CONTROL A Annular Grouting for Sewer Line in Cased or Uncased Augers. 1. For cased or uncased augers, make one set of four compressive test specimens for each grouting operation, or for each 100 feet of pipe installed, whichever is more frequent. B Pressure Grouting for Jacked Pipe. Make one set of four compressive test specimens for every 400 feet of jacked pipe pressure grouting. C Ground Stabilization Grouting. Make one set of four compressive test specimens for every location where ground stabilization grouting is performed. END OF SECTION 08/2002 02430-5 CITY OF PEARLAND WATER MAINS Section 02510 WATER MAINS 1.0 GENERAL 1.01 SECTION INCLUDES A Installation of water mains, including valves, fire hydrants, wet connections, cut and plug of mains, disinfection and hydrostatic testing for pipelines. 1.02 UNIT PRICES A Measurement for water mains open cut or augered, with or without casing, is on a linear foot basis for each size of pipe installed including fittings. 1. Mains: Measure along axis of pipe and include fittings and valves. 2. Branch Pipe: Measure from axis of main to end of branch. 1.03 QUALITY ASSURANCE A Regulatory Requirements 1. Pipe shall bear Underwriter's Laboratories (UL) label. 2. Pipe material acceptable without penalty to State's community fire insurance rating agency. 3. System acceptable to City and Texas Natural Resource Conservation Commission. 4. Bacteriological disinfection acceptable to local health officials and Texas Department of Health. 5. Water taps and drawoff fines in compliance with local municipal specifications and regulations. 1.04 SUBMITTALS A Product Data: 1. Obtain from pipe manufacturer installation instructions, manuals, and printed recommendations except for Owner furnished pipe. 2. Retain product data on job site for reference 3. Submit certified record of tests of pipe, fittings, or valves upon request of Engineer. 4. Submit hydrant manufacturer flow and friction loss curve. B Samples: 1. Submit water samples from each 1000 ft. of completed and disinfected water main to health authorities for testing for contamination. 08/2002 02510-1 CITY OF PEARLAND WATER MAINS 1.05 PRODUCT HANDLING A Deliver pipe to trench in sound, undamaged condition. B Cut pipe neatly avoiding sharp, ragged, or unbeveled plain ends and do not damage fining by cutting. C Remove damaged or rejected materials from project site. 1.06 ENVIRONMENTAL REQUIREMENTS A Do not lay pipe when it is raining or when trench is muddy, soft, or contains standing water. 2.0 PRODUCTS 2.01 FITTINGS A Ductile iron or gray cast iron complying with AWWA C 110. B Mechanical joint fittings: AWWA C 110 and C 111. C Push On Joint Fittings: AWWA C111 D All fittings shall be cement lined according to AWWA C-104. 2.02 POLYVINYL CHLORIDE (PVC) PRESSURE PIPE A Pipe PVC pressure pipe 4 inches through 12 inches for water shall conform to AWWA C-900. Class 150 pipe shall conform to requirements of DR18. PVC compounds shall conform to ASTM D1784. B Joints: Joints of plastic pressure pipe using elastomeric seals shall conform to ASTM D3139. Elastic seals shall conform to ASTM F-477. C Fittings: Above ground Fittings shall have ductile iron mechanical joints conform to AWWA C-100 with joints meeting the requirements of AWWA C-111 and below ground shall be push on fittings meeting the requirements of AWWA C-111, unless approved otherwise in writing by the Engineer. D Tests: 1. Each standard, random, or short length of pipe and each coupling sleeve, when manufactured from same material as pipe, shall be tested in accordance with USDC CS-272. 2. Use Class 150 except pipe 6 in. or less shall be Class 200. 08/2002 02510-2 CITY OF PEARLAND WATER MAINS 2.03 FIRE HYDRANTS A See Section 02514 — Fire Hydrant Assembly. 2.04 VALVES A See Sections 02520 — Valves Boxes, Meter Boxes, and Meter Vaults, and Section 02541 — Water and Wastewater Valves. 2.05 RELATED MATERIALS A Concrete: As specified in Section 03300 - Cast -in -Place Concrete. B Meter Box: 1. Cast Iron To Owner's Dimensions: ASTM A 48. 2. Prefabricated cast concrete or plastic meter box to Owner's dimensions. C Underground Copper Tubing: Type "K" Soft Annealed, ASTM B 88, straight 20 Ft. lengths in 1 %2 in. and 2 in. sizes. D Underground Curb Stops And Fittings: ASTM B 62, red brass (bronze). E Polyethylene wrap as specified in Section 02512 - Polyethylene Wrap, Type I low density 8 mils. thickness. 3.0 EXECUTION 3.01 PREPARATION A Thoroughly clean pipe interiors of foreign matter before being lowered into trench. B Clean hydrant and valve interiors of foreign matter before installation. 3.02 INSTALLATION A Inspection: 1. Carefully examine each piece of pipe for soundness and specifications compliance after delivery at trench before placing in trench. 2. Remove rejected pipe and fittings from site of work and replace with sound pipe. 3. Pipe and fittings will be rejected because of any of the following: a. Cracks in pipe or fittings. b. Damaged or cracked ends. c. Damaged gaskets or gasket groves. d. Less than minimum wall thickness. e. Defects and deformations. 08/2002 02510-3 CITY OF PEARLAND WATER MAINS B Cleaning: 1. Clean interior of pipe and fittings of foreign matter before laying. 2. Keep interiors and ends clean dunng installation. 3. Keep joint contact surfaces clean during installation. 4. Take precautions to prevent foreign material from entering pipe during installation. 5. Do not place rubbish, tools, rags, or other materials in pipe. 6. Whenever pipe laying is stopped, place plugs in uncompleted ends of pipe. C Installation: 1. Install pipe, couplings, and fittings in accordance with pipe manufacturer's recommendations. 2. Install gaskets and necessary lubncants. 3. Full length of each barrel of pipe shall rest solidly on pipe bed with recesses excavated to accommodate bells and joints. 4. Take up and relay pipe that has grade or joint disturbed. 5. Do not joint pipe with water in trench. 6. Keep water out of trench until jointing is completed. 7. Do not lay water pipe closer than 10 ft horizontally from sanitary sewer. 8. Do not locate joints at cross-overs with sanitary sewers closer than 9 ft. from cross -over point. 9. Where water lines cross sanitary sewers, construct sewer from cast iron, ductile iron, or PVC pressure pipe rated for 200 psi for distance of 9 ft. each side of crossing with no joint located within 9 ft. of crossing or construction sewer with imtial backfill zone filled with cement stabilized sand (2 or more bags of cement per cubic yard of sand) for all sections of sewer within 9 ft. of the water line). 10. Where pipe ends are left for future connections, install valve and plug or cap end. Twenty foot minimum line section required between valve and plug or cap end. 11. Install concrete thrust blocking at bends and tees and at ends of lines to provide adequate reaction backing. D Polyvinyl Chloride (PVC) Pipe: Install in compliance with ASTM D 2774. E Steel Pipe: Installation in a dry augered hole shall comply with Specification 02417 Augenng Pipe for Water Lines. F Setting Valves, Valve Boxes, and Fire Hydrants: 1. Set plumb. 2. Center valve boxes on valves. 3. Where feasible, locate valves outside area of roads and str 4. Carefully tamp earth fill around each valve box to distance to undisturbed trench face if less than 4 ft. 5. Set hydrants at elevation so that connecting pipe will not mains. 6. Set hydrants on slab of concrete. eets. of 4 ft. on all sides or have less cover than 08/2002 02510-4 CITY OF PEARLAND WATER MAINS • 7 Depth of bury of hydrant is defined as distance from bottom of inlet pipe to ground line. 8. Place concrete thrust block back of hydrant opposite pipe connections set against vertical face of trench to prevent from blowing off line. 9. If character of soil is such that hydrant cannot be securely wedged with thrust block, use 3/4 in. stock bridle rods and rod collars protected by coat of acid -resisting paint. 10. Place not less than 5 cu. ft. of broken stone around base of hydrant to ensure drainage 11. Compact backfill to grade line. 12. Tighten stuffing boxes. 13. Test hydrant and valve in opened and closed position to ensure that parts are in working condition. G Anchorage of Fittings: 1. Anchor tees, elbows, and plugs in water mains with concrete thrust blocks. 2. Place blocks so that joints will be accessible for inspection and repair. 3.03 WET CONNECTIONS A Definitions: 1. Wet connections consist of isolating sections of pipe to be connected with installed valves, draining the isolated sections, and completing the connections. 2. Connection of 2 inch or smaller lines, which may be referred to on Drawings as "2 inch standard connections or' gooseneck connections" will be measured as 2" wet connections. This item is not to be used as any part of a 2-inch service line. B Materials: 1. Corporation stops and saddles shall conform to requirements of Section 02515. 2. Valves shall conform to requirements of Section 02541. 3. Brass fittings shall conform to requirements of AWWA C800. C Execution: 1. Plan wet connections in such manner and at such hours as to least inconvenience public. Notify Engineer at least 48 hours in advance of making connections. 2. Do not operate valves on mains in use by Owner. Owner will handle, at no cost to Contractor, all operations involving opening and closing valves for wet connections. 3. Conduct connection operations when Inspector is at job site. Connection work shall progress without interruption until complete, once existing mains have been cut or plugs has been removed for making connections. 08/2002 02510-5 CITY OF PEARLAND WATER MAINS D 2-Inch Wet Connections 1. Tap water main. Provide and install corporation stops; saddles; copper tubing as required for line and grade adjustment; and brass fittings necessary to adapt to existing main. Provide 2-inch valves when indicated on Drawings for 2-inch copper gooseneck connections. 3.04 CUT, PLUG AND ABANDONMENT OF MAINS A Materials: 1. Concrete for reaction blocks: Class B conforming to requirements of Section 03305. 2. Plugs and clamps shall be suitable for type of pipe to be plugged. B Execution 1. Do not begin cut, plug and abandonment operations until replacement main has been constructed disinfected, and tested, and all service lines have been transferred to replacement main. 2. Install plug, clamp, and concrete reaction block and make cut at location shown on Drawings 3. Main to be abandoned shall not be valved off and shall not be cut or plugged other than at supply main or as shown on Drawings. 4. After main to be abandoned has been cut and plugged, check for other sources feeding abandoned main. If sources are found, notify Engineer immediately. Cut and plug abandoned main at point of other feed as directed by Engineer. 5. Plug or cap all ends or openings in abandoned main in an acceptable manner approved by Engineer. 6. Remove and dispose of all surface identifications such as valve boxes and fire hydrants. Valve boxes in improved streets, other than shell, may be poured full of concrete after removing cap. 7. Backfill all excavations in accordance with Section 02318 - Excavation and Backfill for Utiltities. 8. Repair all street surfaces in accordance with Section 02980 - Pavement Repair and Resurfacing. 3.05 DISINFECTION A All waterlines constructed shall be promptly disinfected before any tests are conducted on waterlines and before waterlines are connected to water distribution system. B Water for disinfection and flushing will be furnished without charge to Contractor. 08/2002 02510-6 CITY OF PEARLAND WATER MAINS C Preparation: 1. Furnish all required temporary blind flanges, cast-iron sleeves, plugs, and other items needed to facilitate disinfection of new mains prior to connecting them to water distribution system. Normally, each valved section of waterline requires two each 3/4-inch taps A 2-inch minimum blow -off is required for waterlines up to and including 6-inch diameter. 2. Fire hydrants shall be used as blow -offs to flush newly constructed waterlines 8- inch diameter and above. Where fire hydrants are not available on waterlines, locations and designs for blow -offs shall be as indicated on Drawings. Install temporary blow -off valves and remove promptly upon successful completion of disinfection and testing. Abandon tap by use of a full circle stainless steel clamp. 3. Slowly fill each section of pipe with water in a manner approved by Engineer Average water velocity when filling pipeline should be less than 1 fps and shall not, under any circumstance, exceed 2 fps. Before beginning disinfection operations, expel all air from pipehne. 4. All excavations made shall be backfilled immediately after installation of risers or blow -offs. 5. Install blow -off valves at end of main to facilitate flushing at all dead-end water mains. Install permanent blow -off valves as per drawing. D Disinfection: 1. Use not less than 100 parts of chlorine per million parts of water. Introduce chlorinating material to water lines in accordance with AWWA C651. After contact period of not less than 24 hours, flush system with clean water until residual chlorine is no greater than 1.0 parts per milhon parts of water. Open and close valves in lines being sterilized several times during contact period. 2. If a chemical compound is used for a sterilizing agent, it shall be placed in pipes as directed by Engineer. E Bacteriological Testing: 1. After disinfection and flushing of waterlines, bacteriological tests will be performed by Owner or testing laboratory in accordance with Section 01450 - Testing Laboratory Services. If test results indicate need for additional disinfection of waterlines based upon Texas Department of Health requirements, Contractor shall perform additional disinfection operations at no additional cost to the Owner. F Completion: 1. Upon completion of disinfection and testing, remove risers except those approved for use in subsequent hydrostatic testing, and backfill excavation promptly. 3.06 HYDROSTATIC TESTING A Hydrostatically test all new water pipelines for liquids after disinfection, if required, and before connecting to water distribution system. 08/2002 02510-7 CITY OF PEARLAND WATER MAINS B Pipelines shall be tested in lengths between valves, or plugs, of not more than 1,500 feet unless greater length is approved by Engineer. C Conduct hydrostatic tests in presence of Engineer in accordance with requirements of this Section. D Preparation: 1. Disinfect water system pipelines prior to hydrostatic testing. E Test Procedures: 1. Furnish, install, and operate connections, pump, meter and gages necessary for hydrostatic testing. 2. Allow pipeline to sit minimum of 24 hours from time it is initially disinfected until testing begins, to allow pipe wall or lining material to absorb water. Contractor should be aware that periods of up to 7 days may be required for mortar lining to become saturated 3. Expel all air and apply a minimum test pressure of 125 psi or 150 psi as directed by Engineer. 4. Maintain test pressure for 8 hours. If a large quantity of water is required to maintain pressure during test, testing shall be discontinued until cause of water loss is identified and corrected. F Allowable Leakage for Water Mains: 1. During hydrostatic tests, no leakage will be allowed for sections of water mains consisting of welded Joints. 2. Maximum allowable leakage for water mains with rubber gasketed joints: 11.65 gallons per inch nominal diameter per mile of pipe per 24 hours while testing at the required pressure. G Correction for Failed Tests: 1. Repair all joints showing visible leaks on surface regardless of total leakage shown on test. Check all valves and fittings to ensure that no leakage occurs that could affect or invalidate test. Remove any cracked or defective pipes, fittings and valves discovered during pressure test and replace with new items. 2. Engineer may direct Contractor to disinfect failed lines after repair and prior to retesting. Conduct subsequent disinfection operations in accordance with requirements under Disinfection 3. Repeat test until satisfactory results are obtained. H Completion: 1. Upon satisfactory completion testing, remove risers remaining from disinfection and hydrostatic testing, and backfill excavation promptly. END OF SECTION 08/2002 02510-8 CITY OF PEARLAND WATER METERS Section 02511 WATER METERS 1.0 GENERAL 1.01 SECTION INCLUDES A Water meters for customer service, including submeters (i.e. cooling tower meters, sewer credit meters, etc.), for fire service in sizes 5/8 inch through 10 inches. 1.02 UNIT PRICES A Measurement for water meters is on a lump sum basis for installation of each meter type and size. Owner will furnish all water meters. B Refer to Section 01200 - Measurement and Payment for unit price procedures. 2.0 PRODUCTS 2.01 GENERAL A Owner furnishes all water meters. 2.02 CONNECTIONS AND FITTINGS A Connections: Provide pipe in accordance with Section 02510 - Water Mains, restrained joints only. B Fittings: Restrained ductile iron; push -on bell joints or mechanical joint fittings outside of meter vault installations; Class 125 flanged inside meter vaults cement mortar lined and sealed. 2.03 LAYING LENGTHS A The minimum length (with 1 inch tolerance) for meter and standard strainer shall be shown as indicated on the detail drawing for water meters. 3.0 EXECUTION 3.01 TAPPING AND SERVICE LINE INSTALLATION A Refer to Section 02515 — Water Tap and Service Line Installation or Section 02541 Water and Wastewater Line Valves for tapping requirements. END OF SECTION 04/2002 02511-1 CITY OF PEARLAND POLYETHYLENE WRAP Section 02512 POLYETHYLENE WRAP 1.0 GENERAL 1.01 SECTION INCLUDES A Polyethylene wrap for cast and ductile iron pipe to be used only in open -cut construction when cathodic protection system is not required by Drawings. 1.02 UNIT PRICES A No separate payment will be made for polyethylene wrap. Include cost of polyethylene wrap in unit price for items wrapped. 1.03 SUBMITTALS A Submit product data in accordance with Section 01350 - Submittals. B Submit product data for proposed film and tape for approval. 2.0 PRODUCTS 2.01 MATERIALS A Polyethylene Film: Tubular or sheet form without tears, breaks, holidays or defects; conforming with requirements of AWWA C 105, 2.5 to 3 percent carbon black content, either low- or high -density: 1. Low -density polyethylene film. Low -density polyethylene film shall be manufactured of virgin polyethylene matenal conforming to the following requirements of ASTM D 1248. a. Raw material. 1) Type . I 2) Class: C (black) 3) Grade* E-5 4) Flow rate (formerly melt index): 0.4 g/10 minute, maximum 5) Dielectric strength: Volume resistivity, 1015 ohm -cm, minimum b. Physical properties. 1) Tensile strength: 1200 psi, minimum 2) Elongation: 300 percent, minimum 3) Dielectric strength: 800 V/mil thickness, minimum c. Thickness Low -density polyethylene film shall have a nominal thickness of 0.008 inch. The minus tolerance on thickness is 10 percent of the nominal thickness. 08/2002 02512-1 CITY OF PEARLAND POLYETHYLENE WRAP 2. High -density, cross -laminated polyethylene film: High -density, cross laminated polyethylene film shall be manufactured of virgin polyethylene material conforming to the following requirements of ASTM D 1248 a. Raw material. 1) Type III 2) Class: C (black) 3) Grade: P33 4) Flow rate (formerly melt index): 0.4 to 0.5g/10 minute, maximum 5) Dielectric strength: Volume resistivity, 1015 ohm -cm, minimum b. Physical properties. 1) Tensile strength: 5000 psi, minimum 2) Elongation: 100 percent, minimum 3) Dielectric strength: 800 V/mil thickness, minimum c. Thickness: Film shall have a nominal thickness of 0 004 inch. The minus tolerance of thickness is 10 percent of the nominal thickness. B Polyethylene Tape Provide 3-inch wide, plastic -backed, adhesive tape; Polyken No. 900, Scotchwrap No. 50, or equal. 3.0 EXECUTION 3.01 INSTALLATION A Preparation: 1. Remove all lumps of clay, mud, cinders, etc., on pipe surface prior to installation of polyethylene encasement. Prevent soil or embedment material from becoming trapped between pipe and polyethylene. 2. Fit polyethylene film to contour of pipe to effect a snug fit, but not tight; encase with minimum space between polyethylene and pipe. Provide sufficient slack in contouring to prevent stretching polyethylene where it bndges irregular surfaces, such as bell -spigot interfaces, bolted joints or fittings, and to prevent damage to polyethylene due to backfilling operations. Secure overlaps and ends with adhesive tape to hold polyethylene encasement in place until backfilling operations are complete. 3. For installations below water table and/or in areas subject to tidal actions, seal both ends of polyethylene tube with adhesive tape at joint overlap. B Tubular Type (Method A): 1. Cut polyethylene tube to length approximately 2 feet longer than pipe section. Slip tube around pipe, centering it to provide 1-foot overlap on each adjacent pipe section, and bunching it accordion -fashion lengthwise until it clears pipe ends. 2. Lower pipe into trench and make up pipe joint with preceding section of pipe. Make shallow bell hole at joints to facilitate installation of polyethylene tube. 08/2002 02512-2 CITY OF PEARLAND POLYETHYLENE WRAP 3. After assembling pipe joint, make overlap of polyethylene tube. Pull bunched polyethylene from preceding length of pipe, slip it over end of new length of pipe, and secure in place. Then slip end of polyethylene from new pipe section over end of first wrap until it overlaps joint at end of preceding length of pipe. Secure overlap in place. Take up slack width at top of pipe to make a snug, but not tight, fit along barrel of pipe, securing fold at quarter points. 4. Repair cuts, tears, punctures, or other damage to polyethylene. Proceed with installation of next section of pipe in same manner. C Tubular Type (Method B): 1. Cut polyethylene tube to length approximately 1 foot shorter than pipe section. Slip tube around pipe, centenng it to provide 6 inches of bare pipe at each end. Take up slack width at top of pipe to make a snug, but not tight, fit along barrel of pipe, securing fold at quarter points; secure ends. 2. Before making up joint, slip 3-foot length of polyethylene tube over end of preceding pipe section, bunching it accordion -fashion lengthwise. After completing joint, pull 3-foot length of polyethylene over joint, overlapping polyethylene previously installed on each adjacent section of pipe by at least 1 foot, make each end snug and secure. 3. Repair cuts, tears, punctures, or other damage to polyethylene. Proceed with installation of next section of pipe in same manner D Sheet Type. 1. Cut polyethylene sheet to a length approximately 2 feet longer than pipe section. Center length to provide 1-foot overlap on each adjacent pipe section, bunching it until it clears pipe ends. Wrap polyethylene around pipe so that it circumferentially overlaps top quadrant of pipe. Secure cut edge of polyethylene sheet at intervals of approximately 3 feet. 2. Lower wrapped pipe into trench and make up pipe joint with preceding section of pipe. Make shallow bell hole at joints to facilitate installation of polyethylene. After completing joint, make overlap and secure ends. 3. Repair cuts, tears punctures, or other damage to polyethylene. Proceed with installation of next section of pipe in same manner E Pipe -shaped Appurtenances: Cover bends, reducers, offsets, and other pipe -shaped appurtenances with polyethylene in same manner as pipe. F Odd -shaped Appurtenances* When it is not practical to wrap valves, tees, crosses, and other odd -shaped pieces in tube, wrap with flat sheet or split length of polyethylene tube by passing sheet under appurtenance and bringing it up around body Make seams by bringing edges together folding over twice, and taping down. Tape polyethylene securely in place at valve stem and other penetrations. G Repairs: Repair any cuts, tears, punctures, or damage to polyethylene with adhesive tape or with short length of polyethylene sheet or cut open tube, wrapped around pipe to cover damaged area, and secured in place. 08/2002 02512-3 CITY OF PEARLAND POLYETHYLENE WRAP H Openings in Encasement: Provide openings for branches, service taps, blowoffs, air valves, and similar appurtenances by making an X-shaped cut in polyethylene and temporarily folding back film. After appurtenance is installed, tape slack securely to appurtenance and repair cut, as well as other damaged area in polyethylene, with tape Service taps may also be made directly through polyethylene, with any resulting damaged areas being repaired as described above. I Junctions between Wrapped and Unwrapped Pipe: Where polyethylene -wrapped pipe joins an adjacent pipe that is not wrapped, extend polyethylene wrap to cover adjacent pipe for distance of at least 3 feet. Secure end with circumferential turns of tape. Wrap service lines of dissimilar metals with polyethylene or suitable dielectric tape for mimmum clear distance of 3 feet away from cast or ductile iron pipe. END OF SECTION 08/2002 02512-4 CITY OF PEARLAND FIRE HYDRANTS ASSEMBLY 1.0 GENERAL 1.01 SECTION INCLUDES A Fire hydrants. 1.02 UNIT PRICES • Section 02514 FIRE HYDRANTS ASSEMBLY A Measurement is on a lump sum basis for each fire hydrant installed. B Measurement for fire hydrant branches (leads) is on a linear foot basis for each branch installed. Separate payment will be made for open cut and augered branches. C Measurement for removing and salvaging of fire hydrants is on a lump sum basis for each fire hydrant removed. This includes removing hydrant and valve if available, plugging branch line and removing materials from site. Return salvage fire hydrants to Owner D Refer to Section 01200 - Measurement and Payment for unit price procedures. 1.03 SUBMITTALS A Submit product data in accordance with Section 01350 - Submittals. 1. Control drawing(s) for proposed hydrant: Include model number, parts list, and material specifications, unique drawing number and descriptive legend identifying hydrant. Such drawing(s) should be same as approval drawing(s) on file with the Owner. 2. Material safety data sheets for lubricants. 3. Affidavit of compliance for coating materials. 4. Certified hydraulic performance test report for proposed hydrant. 2.0 PRODUCTS 2.01 HYDRANT MATERIALS A Hydrants: AWWA C502; dry barrel design; tamper resistant; same manufacturer throughout project. 1. "O' Ring Seal Packing: Prevent water leakage between barrel and lubrication chamber. Provide dynamic seals of Buna' N" or other oil resistant material and static seals of Buna "N" or other approved synthetic rubber. 2. Bronze: Hydrant components in waterway to contain not more than 15 percent zinc and not more than 8 percent lead. 3. Acceptable Manufacturer Mueller Super Centurian 250 or approved equal. 04/2002 02514-1 CITY OF PEARLAND FIRE HYDRANTS ASSEMBLY B Operating Stems: Everdur, or other high -quality non -corrodible metal where threads are located in barrel or waterway. Bronze -to -bronze working parts in waterway; genuine wrought iron or steel where threads are not located in barrel or waterway, bronze bushed at penetration of stuffing box; seal threads against contact with water regardless of open or closed position of main valve. Connect operating stems with breakable coupling. C Main Valve (shut-off valve): Circular; compression -type, closes with line pressure; minimum opening of 5-1/4 inches in diameter. Seal bottom end of stem threads from contact with water with cap nut. D Valve Mechanism: Bronze valve seat ring threaded into bronze drain ring; seat ring and main valve assembly removable from above ground through upper barrel with lightweight seat removal wrench breakable stem coupling opposite barrel breakaway; bronze or corrosion -resistant pins and locking devices; bronze valve stem sleeve, 0-ring seals and travel stop; sealed lubricating reservoir at top and bottom which fully lubricates threads and bearing surfaces when opening or closing main valve; thrust bearing or lubricated thrust collar for operating assembly. Lubricants:Food Grade. Valve Seat: Molded "Natural" rubber; scale durometer rating of 90 ±5; minimum thickness of 1/2 inch. Natural Rubbers: Resistant to microbiological attack. E Lower Hydrant Barrel: Single piece coupled to upper barrel to allow 360-degree rotation of upper barrel. Bury Length: Distance from bottom of inlet to ground line as specified. Ground Line: Clearly marked on barrel. Indicate inside diameter and wall thickness (with tolerances) for upper barrel, lower barrel, and bonnet sections. Show dimensions at minimum sections to demonstrate compliance with Paragraph 3.2.6 of AWWA C502. F Extensions: Permit use of one or more standard extensions available from manufacturer in lengths from 6 inches to 60 inches in 6-inch increments. G Provide hydrants with automatic, positively operating non -corrodible drain or drip valve to drain hydrant completely when main valve is shut. Bronze or corrosion resistant drain line. Tapping of drain holes is not required. H Inlet Connection: Elbow with AWWA Standard bell designed for 6-inch mechanical joint, or push -on. Joints: ANSI A21 11; AWWA C 111. Operating Nut and Hold-down Nuts: Stainless steel or cast or ductile iron with bronze inserts or, as an alternative, provide security device with bronze operating nut. Any such security devices shall not require special tools for normal off/on operation of hydrant. Fabricate hold-down assemblies of suitable metallic materials for service intended. J Field -Replaceable Nozzles: NFPA No. 194 ANSI B26-1925; mechanically attached to hydrant body counterclockwise* sealed with '0" rings and mechanically located into place; provide two hose nozzles with 2-1/2 inch nominal inside diameter and one pumper nozzle with 4.492' nominal inside diameter; National Standard Threads; lock in place with secunty device. 04/2002 02514-2 CITY OF PEARLAND FIRE HYDRANTS ASSEMBLY K Pumper Nozzle: Allow a minimum unobstructed radius of 10 inches from threaded surface of nozzle throughout path of travel of wrench or other device used to fasten hose to nozzle. L Nozzle Caps: Security chains to hydrant barrel, minimum 1/8 inch diamter; "Natural" rubber or neoprene gasket seals. M Hydrant shoe with 6-inch cast or ductile iron pipe diameter inlet, flanged, swivel or slip joint with harnessing lugs for restrained joints. Underground flanging shall incorporate minimum of six full 3/4-inch diameter electro-galvanized or cadmium coated steel bolts or four 5/8-inch diameter stainless or cadmium coated steel bolts. N Provide traffic model hydrants equipped with safety flange on hydrant barrel and stem. Equip body of hydrant with breakable flange, or breakable bolts, above finish grade. 0 Lubricate hydrants with food grade oil or with grease meeting requirements of FDA 21 CFR 178.3570 and manufactured with FDA approved oxidation inhibitors. P Accomplish replenishment of lubricant for hydrant working parts without removing hydrant bonnet. Store lubricant system in reservoir Lubricate bearing surfaces and working parts during normal operation of fire hydrant. Q Hydrant Painting: Shop coated as follows: 1. Exterior Above Traffic Flange (including bolts and nuts) a. Surface Preparation: SSPC-SP10 (NACE 2); near white blast cleaned surface. b. Coat with a three (3) coat alkyd/alkyd/silicone alkyd system with a total dry film thickness (DFT) of 6 - 9 mils as follows: 1) Prime Coat Oil Modified Alkyd Primer, Acro Products No. 1104, Heavy Duty Tank & Steel Primer, or approved equal; SSPC Paint Specification No. 25. Total dry film thickness (DFT): 2 - 3 mils. 2) Intermediate Coat: Heavy Duty Industrial Alkyd Enamel, Acro Products No 2214, or approved equal; SSPC Paint Specification No. 104; Federal Standard FF-E-489. Total dry film thickness (DFT): 2 - 3 mils. 3) Finish Coat: Silicone Alkyd Resin Enamel, Acro Products No. 2215 or approved equal SSPC Paint Specification No. 21. Total dry film thickness (DFT): 2 - 3 mils. Exception: hydrant bonnet shall not be finish shop coated - only intermediate coated. Finish coating shall be field applied and color coded when installed. 4) Colors: Primer: Manufacturers standard color. Finish coat of hydrant body: Blue (Acro 555 crystal blue or equivalent). 04/2002 02514-3 CITY OF PEARLAND FIRE HYDRANTS ASSEMBLY 2. Exterior Below Traffic Flange: a. Surface Preparation: SSPC-SP10 (NACE 2); near white blast cleaned surface. b. Coat with a three (3) coat system as follows: 1) Primer and Intermediate Coat: Cal tar epoxy, Acro Products No. 4467, or approved equal SSPC Paint Specification No. 16. Apply two (2) coats with a dry film thickness (DFT) of 8 - 10 mils each for a total dry film thickness (DFT) of 16 - 20 mils. 2) Finish Coat: Water based vinyl acrylic mastic, Acro Products No. 7782, or approved equal. Apply one (1) coat with a dry film thickness (DFT) of 6 - 8 mils. Finish coat color: Same as finish coat for exterior above traffic flange, i.e. blue (Acro 555 crystal blue or equivalent). 3. Interior Surfaces Above and Below Main Valve• a. All materials used for internal coating of hydrant interior ferrous surfaces must conform to ANSI/NSF Standard 61 as suitable for contact with potable water as required by Chapter 290, Rules and Regulations for Public Water Systems, Texas Natural Resource Conservation Commission (TNRCC). b. Surface Preparation: SSPC-SP10 (NACE 2); near white blast cleaned surfaces. c. Coating: Liquid or powder epoxy system; AWWA Standard C550, latest revision. Coating may be applied in two (2) or three (3) coats, according to manufacturers recommendations, for a total dry film thickness (DFT) of 12 - 18 mils. 4. General Coating Requirements: a. Coatings: Applied in strict accordance with manufacturer's recommendations No requirements of this specification shall cancel or supersede written directions and recommendations of specific manufacturer so as to jeopardize integrity of applied system. b. Hydrant supplier shall furnish an affidavit of compliance that all materials and work furnished complies with requirements of this specification and applicable standards referenced herein. 2.02 HYDRANT PERFORMANCE STANDARDS A Hydraulic Performance Standards: 1. Provide hydrants capable of a free discharge of 1500 gpm or greater from single pumper nozzle at a hydrant inlet static pressure not exceeding 20 PSIG as measured at or corrected to hydrant inlet at its centerline elevation. 2. Provide hydrants capable of a discharge of 1500 gpm or greater from single pumper nozzle at a maximum permissible head loss of 8.0 psig (when corrected for inlet and outlet velocity head) for an inlet operating pressure not exceeding 37 psig as measured at or corrected to hydrant inlet at its centerline elevation. 04/2002 02514-4 CITY OF PEARLAND FIRE HYDRANTS ASSEMBLY B Hydraulic Performance Testing: AWWA C502; conduct certified pressure loss and quantity of flow test by qualified testing laboratory on production model (5-foot bury length) of hydrant (same catalog number) proposed for certification. Submit certified test report containing following information: 1. Date of test, no more than five years prior to date of proposed use, on fire hydrant with similar hydraulic characteristics. 2. Name, catalog number, place of manufacture, and date of production of hydrant(s) tested. 3. Schematic drawing of testing apparatus, containing dimensions of piping elements including: a. Inside diameter and length of inlet piping. b. Distance from flow measuring points to pressure measurement point. c. Distance from flow and pressure monitoring points to hydrant inlet. d. Distance from pressure monitoring point to nozzles. e. Inside diameter and length of discharge tubing. 4. Elevation of points of measurement, inlet, and 5. Reports or certificates documenting accuracy of measuring devices used in test. 6. Conduct test on at least three separate hydrants of same fabrication design. Inlet water temperature: 70 degrees F + 5 degrees F. C Provide hydrants equipped with breakable barrel feature and breakable valve stem coupling such that vehicular impact will result in clean and complete break of barrel and valve stem at breakable feature. Provide hydrant shutoff valve which remains closed and tight against leakage upon impact. 2.03 LEADS A Branches (Leads) Conform to requirements of Section 02634 - Ductile -Iron Pipe and Fittings, Section 02635 - Steel Pipe and Fittings, and Section 02534 - PVC Pipe. 3.0 EXECUTION 3.01 INSTALLATION A Set fire hydrant plumb and brace at locations and grades as shown on Drawings. When barrel of hydrant passes through concrete slab, place a piece of standard sidewalk expansion joint material, % inch thick, around section of barrel passing through concrete. B Locate nozzle centerline minimum 18 inches above finish grade. C Place 12-inch x 12-inch yellow indicators (plastic, sheet metal, plywood, or other material approved by Engineer) on pumper nozzles of new or relocated fire hydrants installed on new mains not in service. Remove indicators after new main is tested and approved by Engineer. D Do not cover drain ports when placing concrete thrust block. 04/2002 02514-5 CITY OF PEARLAND FIRE HYDRANTS ASSEMBLY E All changes in profile from approved plans due to obstructions not shown on plans which require a change in depth of bury of fire hydrant shall be approved in venting by Engineer for design prior to installation of hydrant. Any adjustment required in flow hne of water main or to barrel length of fire hydrant shall be incidental to unit price of fire hydrant and no separate payment shall be made for such adjustments. F Remove and dispose of fire hydrants shown on Drawings as per paragraph 1.02 C. G Owner may, at any time prior to or during installation of hydrants for a specific project, randomly select a furnished hydrant for disassembly and laboratory inspection, at Owner's expense, to verify compliance with Owner's requirements. If such hydrant is found to be non -compliant replace at Contractor's expense, all or a portion of furnished hydrants with hydrants that comply with Owner's requirements. H Install branches (leads) in accordance with Section 02510 - Water Mains. END OF SECTION 04/2002 02514-6 CITY OF PEARLAND WATER TAP AND SERVICE LINE INSTALLATION Section 02515 WATER TAP AND SERVICE LINE INSTALLATION 1.0 GENERAL 1.01 SECTION INCLUDES A Tapping existing mains and furnishing and installing new service lines for water. 1.02 UNIT PRICES A Measurement for water taps and copper service fines 3/4 inch through 1 inch is on a lump sum basis for each installation. Separate measurements will be made for "Short Side" and "Long Side" connections as defined in Part 1.03 below. B Measurement for water taps and service lines 1-1/2 inch through 2 inch is on a lump sum basis for each installation. Separate measurements will be made for "Short Side" and "Long Side" connections as defined in Part 1.03 below. C Payment for "Short Side" and "Long Side" includes locating water main, tap installation and connection to meter and restoring site. D No additional payment will be made for bedding, backfill, compaction, push-unders, etc. E Refer to Section 01200 - Measurement and Payment for unit price procedures. 1.03 DEFINITIONS A Short Side Connection: Service line connecting proposed curb stop, located inside water meter box, to water main on same side of street. B Long Side Connection: Service line connecting proposed curb stop, located inside water meter box, to water main on opposite side of street or from center of streets where supply main is located in street center such as boulevards and streets with esplanades. 2.0 PRODUCTS 2.01 MATERIALS A Copper Tubing: 1. Provide Type K annealed, seamless, copper tubing, 3/4-inch to 2-inch in diameter conforming to requirements of ASTM B88. 2. Furnish 3/4-inch and 1-inch tubing in straight stock of a minimum 20 feet in length. Furnish 1-1/2-inch and 2-inch tubing in coils 40 feet in length. 08/2002 02515-1 CITY OF PEARLAND WATER TAP AND SERVICE LINE INSTALLATION 3. All tubing shall be manufactured in United States of America. Copper tubing may be inspected and tested by a laboratory designated by the Owner at point of manufacture or locally. Furnish tubing, without cost, to designated testing laboratory with mil compliance certificates. 4. Provide compression -type brass fittings for use with Type K annealed copper tubing in accordance with AWWA C800. B Polyethylene Tubing - SDR 9 CTS. C Corporation Stops: AWWA C800 as modified herein: 1. Inlet End: AWWA standard thread. 2. Valve Body: Tapered plug type, 0-ring seat ball type, or rubber seat ball type. 3. Outlet End: Compression type fitting for use with type-K, soft copper. D Provide taps for various water main types and sizes in accordance with following schedule. PIPE TAPPING SCHEDULE SERVICE SIZE TYPE WATER AND DIAMETER MAIN 3/4" 1" 1-1/2" 2" 4" Cast Iron or Ductile Iron DSS,WBSS DSS, WBSS DSS,WBSS DSS, WBSS 4" Asbestos Cement WBSS WBSS DSS, WBSS DSS, WBSS 4" PVC (AWWA C900) DSS, WBSS DSS, WBSS DSS, WBSS DSS, WBSS 6" and 8' Cast Iron or DSS,WBSS DSS, WBSS DSS, WBSS DSS, WBSS Ductile Iron 6" and 8" Asbestos Cement DSS,WBSS DSS, WBSS DSS, WBSS DSS, WBSS 6" and 8" Cast Iron or DSS,WBSS DSS, WBSS DSS, WBSS DSS, WBSS Ductile Iron 6" and C900) 8" PVC (AWWA DSS,WBSS DSS, WBSS DSS, WBSS DSS, WBSS 12" Cast Iron or Ductile Iron DSS,WBSS DSS, WBSS DSS, WBSS DSS, WBSS 12" Asbestos Cement DSS,WBSS DSS, WBSS DSS, WBSS DSS, WBSS 12" PVC (AWWA C900) DSS,WBSS DSS, WBSS DSS, WBSS DSS, WBSS 16" and Up Cast Iron or DWBSS DWBSS DWBSS DWBSS Ductile Iron 16" and Cement Up Asbestos DWBSS DWBSS DWBSS DWBSS 16" and C900) Up PVC (AWWA DWBSS DWBSS DWBSS DWBSS 08/2002 02515-2 CITY OF PEARLAND WATER TAP AND SERVICE LINE INSTALLATION DSS — Dual Strap Saddles WBSS — Wide Band Strap Saddles DWBSS — Dual Wide Band Strap Saddles *Mueller H-15092, or equal Dual Strap Saddles: Red brass body and straps; ductile -iron; vinyl -coated body and straps; or ductile -iron, vinyl -coated body and stainless -steel straps. F Taps for PVC Water Mains: Use dual -strap or single, wide -band strap saddles which provide full support around circumference of pipe and bearing area of sufficient width along axis of pipe, 2 inches minimum, ensuring that pipe will not be distorted when saddle is tightened. Romac Series 101N wide -band, stainless -steel tapping saddle with AWWA standard thread (Mueller thread) or equal. G Taps for Steel Pipe: Not allowed, unless specifically approved by Engineer. Use saddle only if tap is approved on steel pipe. H Curb Stops and Brass Fittings: AWWA C800 as modified herein. 1. Inlet End: Compression -type fitting. 2. Valve Body: Straight -through or angled, meter -stop design equipped with the following: a. 0-Ring seal straight plug type. b. Rubber seat ball type. 3. Outlet End: Female, iron -pipe thread or swivel -nut, meter -spud thread on 3/4- inch and 1-inch stops and 2-hole flange on 1-1/2 and 2-inch sizes. 4. Fittings: Ford or approved equal; use same size open end wrenches and tapping machines as used with respective Ford fittings. 5. Factory Testing of Brass Fittings: a. Submerge in water for 10 seconds at 85 psi with stop in both closed and open positions. b. Reject any fitting that shows air leakage. Owner may confirm tests locally. Entire lot from which samples were taken will be rejected when random sampling discloses unsatisfactory fittings. Angle Stops: In accordance with AWWA C800; ground -key, stop type with bronze lock - wing head stop cap; inlet and outlet threads conform to application tables of AWWA C800; and inlets compression connection. 1. Outlet for 3/4-inch and 1-inch size: Meter swivel nut with saddle support. 2. Outlet for 1-1/2-inch through 2-inch size: 0-ring sealed meter flange, iron pipe threads. J Fittings. In accordance with AWWA C800 and: 1. Castings. Smooth, free from burrs, scales, blisters, sand holes, and defects which would make them unfit for intended use. 2. Nuts: Smooth cast and have symmetrical hexagonal wrench flats. 08/2002 02515-3 CITY OF PEARLAND WATER TAP AND SERVICE LINE INSTALLATION 3. Thread fittings, of all types, shall have N.P.T. or AWWA threads and male threaded ends shall be protected in shipment by plastic coating or other equally satisfactory means. 4. Compression tube fittings shall have Buna-N beveled gasket. 5. Stamp of manufacturer's name or trademark and size on body. 3.0 EXECUTION 3.01 GENERAL A Set service taps at right angles to proposed meter location and locate taps in upper pipe segment within 45 degrees of pipe springhne unless otherwise approved by Engineer. B For service lines and lateral connections larger than those allowed in Part 2.01 C, branch connections and multiple taps may be used. Corporation stops: spaced minimum 2 feet apart. C Tapped collars of appropriate sizes: Approved in new construction only provided they are set at right angles to proposed meter location. D All 2-inch and smaller service taps on pressurized water mains: Use tapping machine manufactured for pressure tapping purposes. E Install service lines in open -cut trench in accordance with Section 02318 except that service lines under all paved roadways, other paved areas and areas indicated on Drawings shall be installed in bored hole in accordance with Section 02417 — Augering Pipe for Water Line. F Unless otherwise approved by Engineer, lay service lines with minimum of 30 inches of cover as measured from top of curb or, in absence of curbs, from centerline elevation of crowned streets or roads. Provide minimum of 18 inches of cover below flow line of all ditches to service lines, unless otherwise approved by Engineer. G Service lines across existing street (push-unders): Pull service line through prepared hole under paving. Only full lengths of tubing will be used. Take care not to damage copper tubing when pulling it through hole. A compression -type union is only permitted if Contractor cannot span underneath pavement with a full length of tubing. Contractor is allowed one compression -type union for each full length of tubing, provided it is not under the pavement. H Maintain service lines free of dirt and foreign matter at all times. I Install service lines per C.O.P. standard detail so that top of meter will be 4 to 6 inches below finished grade. 08/2002 02515-4 CITY OF PEARLAND WATER TAP AND SERVICE LINE INSTALLATION J Locate water meters one foot inside back of curb. Contact Engineer when major landscaping or trees conflict with service line and meter box location. No additional payment will be made for work on customer side of meter. K Joints 1. Minimum joint spacing for 3/4-inch and 1-inch tubing shall be in multiples of 60- feet and for 1-1/2-inch and 2-inch tubing shall be in multiples of 40-feet. 2. Cut copper tubing squarely by using an approved cutting tool and avoiding excessive pressure on the cutting wheels which might bend or flatten pipe walls. 3. For compression fittings, cut copper tubing squarely prior to insertion into the fitting Final assembly shall be in accordance with manufacturer's recommended procedure. L Bends 1. Bending of tubing shall be accomplished by using appropriate sized bending tool. No kinks, dents, flats, or cnmps will be permitted, and should such occur, the damaged section shall be cut out and replaced. Bends shall have no smaller radius than radius of coil of tubing as packaged by manufacturer. Copper tubing shipped in straight lengths conform to following: a. For 2-inch diameter: Maximum of one 45-degree bend per 4-foot section. b. For 1-1/2-inch diameter: Maximum of one 45-degree bend per 3-foot section. 3.02 CURB STOP INSTALLATION A Set curb stops or angle stops at outer end of service line inside of meter box. Secure opening in curb stop to prevent unwanted material from entering. In close quarters, make an 'S" curve in the field. No flattening of tube. In all 3/4-inch and 1-inch services, install meter coupling, swivel -nut, or curb stop ahead of meter. Install straight meter coupling on outlet end of meter. 3.03 SEQUENCE OF OPERATIONS A Open trench for proposed service line in accordance with Section 02318. B Install curb stop on meter end of service line. C With curb stop open and prior to connecting service line to meter in slack position, open corporation stop and flush service line thoroughly. Close curb stop, leaving corporation stop in full -open position. D Check service line for apparent leaks. Repair any leaks before proceeding. E Call to schedule inspection prior to backfilling. After inspection, backfill in accordance with Section 02318. 08/2002 02515-5 CITY OF PEARLAND WATER TAP AND SERVICE LINE INSTALLATION F Install meter box centered over meter with top of lid flush with finished grade. Meter box: Refer to Section 02520. END OF SECTION 08/2002 02515-6 CITY OF PEARLAND VALVE BOXES, METER BOXES, AND METER VAULTS Section 02520 VALVE BOXES, METER BOXES, AND METER VAULTS 1.0 GENERAL 1.01 SECTION INCLUDES A Valve boxes for water or sewer service. B Meter boxes for water service. C Meter vaults for water service. 1.02 UNIT PRICES A No separate payment will be made for valve boxes under this section. B No separate payment will be made for meter boxes under this section. C No separate payment will be made for meter vaults under this section. 1.03 SUBMITTALS A Submittals shall conform to requirements of Section 01350 - Submittals. B Submit manufacturers product data for following items for approval: 1. Each type of valve box and lid. 2. Each type of meter box and cover. 3. Each type of meter vault frame and cover. C Submit shop drawings for cast -in -place meter vaults for approval if proposed construction varies from Drawings. D Submit manufacturer's certification that plastic meter boxes purchased for Work meet the requirements of paragraph of this Section on Plastic Meter Boxes. 2.0 PRODUCTS 2.01 VALVE BOXES A Provide Type "A", adjustable, cast-iron, screw -type, valve boxes as manufactured by Bass and Hays Foundry, Inc., or approved equal. Design of valve box shall minimize stresses on valve imposed by loads on box lid. B Cast a words "Water" or "Sewer' into lid as appropriate, 1/2 inch in height and raised 3/32 inch, for valves serving potable water lines. 08/2002 02520-1 CITY OF PEARLAND VALVE BOXES, METER BOXES, AND METER VAULTS C Coat boxes, bases, and hds by dipping in hot bituminous varnish. D Provide 6-inch PVC, Class 150, DR 18, nser pipes. E Concrete for valve box placement: 1. For locations in new concrete pavement, use strength and mix design of new pavement. 2. For other locations, use class "A" concrete, with minimum compressive strength of 3000 psi, conforming to requirements of Section 03300 - Cast -in -Place Concrete. 2.02 METER BOXES GENERAL A The Owner will furnish all meter boxes for meters 2-inch and smaller. • 2.03 METER VAULTS A Meter vaults may be constructed of precast concrete, cast -in -place concrete, or solid masonry unless a specific type of construction is required by Drawings. B Concrete for meter vaults: Class A concrete, conforming to requirements of Section 03300, with minimum compressive strength of 4000 psi at 28 days. C Reinforcing steel for meter vaults: Conform to requirements of Section 03300. D Grates and Covers: Conform to requirements of Section 02542. 3.0 EXECUTION 3.01 EXAMINATION A Obtain approval from the Engineer for location of meter vault. B Verify lines and grade are correct. C Verify compacted subgrade will support loads imposed by vaults. 3.02 VALVE BOXES A Provide nser pipe with suitable length for depth of cover indicated on Drawings or to accommodate actual finish grade. B Install adjustable valve box and riser piping plumbed in a vertical position. Provide 6- inches telescoping freeboard space between nser pipe top butt end and interior contact flange of valve box, for vertical movement damping. Riser may rest on valve flange, or provide suitable footpiece to support nser pipe. 08/2002 02520-2 CITY OF PEARLAND VALVE BOXES, METER BOXES, AND METER VAULTS C Paint covers of new valve boxes as directed by the City. This work is incidental and no separate payment will be made. 3.03 METER BOXES A Install plastic boxes in accordance with manufacturers instructions. B Construct concrete meter boxes to dimensions shown on Drawings. C Adjust top of meter boxes to conform to cover elevations specified in paragraph of this section for Frame and Cover for Meter Vaults. D Do not locate under paved areas unless approved by Engineer. Use approved traffic -type box with cast iron lid when meter must be located in paved areas. 3.04 METER VAULTS A Construct concrete meter vaults to dimensions and requirements shown on drawings. Do not cast in presence of water. Make bottom as uniform as practicable. B Precast Meter Vaults: 1. Install precast vaults in accordance with manufacturers recommendations. Set level on a minimum 3 inch thick bed of sand confou inng to the requirements of Section 02318. 2. Seal lifting holes cement -sand mortar or non -shrink grout. C Meter Vault Floor Slab: 1. Construct floor slabs of 6-inch-thick reinforced concrete. Slope floor 1/4 inch per foot toward sump. Make sump 12 inches in diameter or 12 inches square, and 4 inches deep, unless other dimensions are required by Drawings. Install dowels at maximum of 18 inches, center -to -center, or install mortar trench for keying walls to floor slab. 2. Precast floor slab elements may be used for precast vault construction. D Cast -in -Place Meter Vault Walls: 1. Key walls to floor slab and form to dimensions shown on Drawings. Minimum wall thickness shall be 4 inches. 2. Cast walls monolithically. One cold joint will be allowed when vault depth exceeds 12 Feet. 3. Set frame for cover while concrete is still green. 3.05 FRAME AND COVER FOR METER VAULTS A Set cast iron frame in a mortar bed and adjust elevation of cover as follows: 1. In unpaved areas, set top of meter box or meter vault cover 2 to 3 inches above natural grade. 08/2002 02520-3 CITY OF PEARLAND VALVE BOXES, METER BOXES, AND METER VAULTS 2. In sidewalk areas, set top of meter box or meter vault cover 1/2 to 1 inch above adjacent concrete. 3.06 BACKFILL A Provide bank run sand and backfill and compact in accordance with Section 02318. B In unpaved areas, slope backfill around meter boxes and vaults to provide a uniform slope 1 to 5 from top to natural grade. C In sidewalk areas slope concrete down from meter boxes to meet adjacent concrete. END OF SECTION 08/2002 02520-4 CITY OF PEARLAND GRAVITY SANITARY SEWERS 1.0 GENERAL 1.01 SECTION INCLUDES Section 02530 GRAVITY SANITARY SEWERS A Gravity sanitary sewers and appurtenances, including cleanouts, stacks, service connections and reconnections. 1.02 UNIT PRICES A Measurement for payment of pipe is on a unit price per linear foot basis as listed in the Bid Schedule. Measurement will be taken along the center line of the pipe from center hne to center hne of manholes. Payment will be made for each linear foot installed, complete in place including sewer pipe, excavation, bedding backfill and special backfill, shoring, earthwork connections to existing manholes and pipe, stacks, cleanouts, accessones, inspection and testing. Depths beyond 8' will be paid by 2 vertical feet increments. B Stub -outs <_ 20 feet for the future extension of sanitary sewer lines shall be paid for on a per unit basis and shall include connection to manhole; pipe and plug. Stub -outs larger than 20 feet shall be paid for under paragraph A above. C Measurement for payment of C905 pipe is on a unit price per linear foot basis as listed in the Bid Schedule. D Refer to Section 01200 - Measurement and Payment for unit price procedures. 1.03 SUBMITTALS A Submittals shall conform to requirements of Section 01350 - Submittals. B Submit proposed methods, equipment, matenals and sequence of operations for sewer construction. Plan operations to minimize disruption of utilities to occupied facilities or adjacent property. 1.04 QUALITY ASSURANCE A Qualifications. Install a sanitary sewer that is watertight both in pipe -to -pipe joints and in pipe -to -manhole connections. Perform testing in accordance with this Section. 08/2002 02530-1 CITY OF PEARLAND GRAVITY SANITARY SEWERS B Regulatory Requirements. 1. Install sewer lines to meet the minimum separation distance from any potable water hne, as scheduled below. The separation distance is defined as the distance between the outside of the water pipe and the outside of the sewer pipe. When possible, install new sanitary sewers no closer to water lines than 9 feet in all directions. Where this separation distance cannot be achieved, new sanitary sewers shall be installed as specified in this section. 2. Make notification to the Engineer if water lines are uncovered during sanitary sewer installation where the minimum separation distance cannot be maintained. 3. Lay gravity sewer lines in straight alignment and grade. 1.05 PRODUCT DELIVERY, STORAGE AND HANDLING A Inspect pipe and fittings upon arrival of materials at the job site. B Handle and store pipe materials and fittings to protect them from damage due to impact, shock, shear or free fail. Do not drag pipe and fittings along the ground. Do not roll pipe unrestrained from delivery trucks. C Use mechanical means to move or handle pipe. Employ acceptable clamps, rope or slings around the outside barrel of pipe and fittings Do not use hooks, bars, or other devices in contact with the interior surface of the pipe to lift or move lined pipe. 2.0 PRODUCTS 2.01 PIPE INCLUDES A Polyvinyl chloride sewer pipe (PVC) B Centrifugally Cast Fiberglass Pipe C All transitions between pipe materials shall occur at manholes. 2.02 POLYVINYL CHLORIDE (PVC) PIPE A Use PVC compounds in the manufacture of pipe that contain no ingredient in an amount that has been demonstrated to migrate into water in quantities considered to be toxic. B Furnish PVC pressure pipe manufactured from Class 12454-A or Class 12454-B virgin PVC compounds as defined in ASTM D 1784. Use compounds qualifying for a rating of 4000 psi for water at 73.4 degrees F per requirements of PPI TR3. Provide pipe which is homogeneous throughout, free of voids, cracks, inclusions, and other defects uniform as commercially practical in color, density, and other physical properties. Deliver pipe with surfaces free from nicks and scratches with joining surfaces of spigots and joints free from gouges and imperfections, which could cause leakage. 08/2002 02530-2 CITY OF PEARLAND GRAVITY SANITARY SEWERS C Gaskets: 1. Gaskets shall meet the requirements of ASTM F 477. Use elastomeric factory - installed gaskets to make joints flexible and watertight. 2. Pipes to be installed in potentially contaminated areas, especially where free product is found near the elevation of the proposed sewer, shall have the following gasket materials for the noted contaminants. CONTAMINANT Petroleum (diesel, gasoline) GASKET MATERIAL REQUIRED Nitnle Rubber Other contaminants As recommended by the pipe manufacturer D Lubricant for rubber-gasketed joints: Water soluble, non -toxic, non -objectionable in taste and odor imparted to fluid, non -supporting of bactena growth, having no deteriorating effect on PVC or rubber gaskets. E PVC gravity sanitary sewer pipe shall be in accordance with the provisions in the following table: CONSTRUCTION WALL MANUFACTURER PRODUCT OPTIONS DESIGNATION ASTM SDR STIFFNESS (MIN.) (MAX.)/ DIAMETER RANGE SIZE Solid J-M CertainTeed Can Canon Diamond -Tex Pipe Approved D3034 SDR 26 / PS 115 6" to 10" Approved D3034 SDR 35 / PS 46 12" & 15" Approved F679 SDR 35 / PS 46 18" to 27" Approved AWWA C900 DR 18 / N/A 4" to 12" Approved AWWA C905 DR 18 /N/A 14" to 36" Profile Contech A-2000 Only the Schedule included Bid when in F949 N/A / 50 psi 12" to 36" ETI Ultra -Rib F794 N/A / 46 psi 12" to 48" Lamson Vylon F794 N/A / 46 psi 21" to 48" F When solid wall PVC pipe 18 inches to 27 inches in diameter is required in SDR 26, provide pipe conforming to ASTM F679, except provide wall thickness as required for SDR 26 and pipe strength of 115 psi. G For sewers up to 12-inch-diameter crossing over waterlines, or crossing under waterlines with less than 2 feet separation, provide minimum 150 psi pressure -rated pipe conforming to ASTM D 2241 with suitable PVC adapter couplings. H Joints: Spigot and integral wall section bell with solid cross section elastometric or rubber ring gasket conforming to requirements of ASTM D 3212 and ASTM F 477, or ASTM 08/2002 02530-3 CITY OF PEARLAND GRAVITY SANITARY SEWERS I D 3139 and ASTM F 477, shall be provided. Gaskets shall be factory -assembled and securely bonded in place to prevent displacement. The manufacturer shall test a sample from each batch conforming to requirements ASTM D2444. J Fittings: Provide PVC gravity sewer sanitary bends, tee, or wye fittings for new sanitary sewer construction. PVC pipe fittings shall be full-bodied, either injection molded or factory fabricated. Saddle -type tee or wye fittings are not acceptable 2.03 CENTRIFUGALLY CAST FIBERGLASS PIPE A Manufacturers 1. Preapproved manufacturer for centrifugally cast fiberglass pipe is Hobas Pipe USA, Inc. B Materials 1. Resin Systems: The manufacturer shall use only polyester resin systems with a proven history of performance in this particular application. The historical data shall have been collected from applications of a composite matenal of similar construction and composition as the proposed product. 2. Glass Reinforcements: The reinforcing glass fibers used to manufacture the components shall be of highest quality commercial grade glass filaments with binder and sizing compatible with impregnating resins. 3. Fillers: Silica sand or other suitable materials may be used. 4. Additives Resin additives, such as pigments, dyes, and other coloring agents, if used, shall in no way be detrimental to the performance of the product nor shall they impair visual inspection of the finished products. 5. Rubber Gaskets: Supply from an approved gasket manufacturer in accordance with ASTM F 477, when no contaminant is identified and suitable for the service intended. Gaskets shall either be affixed to the pipe by means of a suitable adhesive or shall be installed in such a manner so as to prevent the gasket from rolling out of the pre-cut groove in the pipe or sleeve coupling. When pipe is to be installed in potentially contaminated areas, especially where free product is found near the elevation of the proposed sewer, provide the following gasket materials for the noted contaminants. CONTAMINANT GASKET MATERIAL REQUIRED Petroleum (diesel, gasoline) Nitrile Rubber Other Contaminants As recommended by the pipe manufacturer 6. The internal liner resm shall be suitable for service as sewer pipe, and shall be highly resistant to exposure to sulfuric acid as produced by biological activity from hydrogen sulfide gases. Pipe shall meet or exceed requirements of ASTM D 3681. 08/2002 02530-4 CITY OF PEARLAND GRAVITY SANITARY SEWERS C Pipes 1. Furnish pipes in the diameters specified and within the tolerances specified below. 2. Manufacture pipe by the centrifugal casting process to result in a dense, nonporous, corrosion -resistant, consistent composite structure to meet the operating conditions as shown on the Drawings. 3. Do not use stiffening ribs or rings. D Couplings: Unless otherwise specified, the pipe shall be field connected with fiberglass sleeve couplings that utilize elastomeric sealing gaskets as the sole means to maintain joint watertightness. The joints must meet the performance requirements of ASTM D 4161. E Fittings: Flanges, elbows, reducers, tees, and other fittings shall be capable of withstanding operating conditions when installed. They may be contact molded or manufactured from mitered sections of pipe joined by glass fiber reinforced overlays. F Manhole Connections: Provide a water stop flange (wall pipe) for connection to a cast - in -place manhole base or other structure. G Grout Ports: Provide grout ports in the wall of pipe when required. Provide plugs of 316 stainless steel or other corrosion -resistant material compatible with the pipe Grout port plugs shall be designed and installed to meet the test pressure of the pipe. H Dimensions 1. Diameters: The actual outside diameter of the pipes shall be in accordance with Table 3 of ASTM D 3262 for gravity sewers, or ASTM D 3754 for force mains. 2. Lengths: The pipe standard length will be approximately 20 feet. A maximum of 10 percent of the lengths, excluding special order pipes, may be supplied in random lengths. 3. Wall Thickness: The minimum average wall thickness shall be the stated design thickness. The minimum single point thickness shall not be less than 90 percent of the stated design thickness. 4. End Squareness. Pipe ends shall be square to the pipe axis. 5. Tolerance of Fittings: The tolerance of the angle of an elbow and the angle between the main and leg of a wye or tee shall be plus or minus 2 degrees. The tolerance on the laying length of a fitting shall be plus or minus 2 inches. Stiffness Classes 1. Stiffness class of FRP pipe shall satisfy design requirements, but shall not be less than 46 psi, when used in direct bury operation; 36 psi, when installed within a primary tunnel liner. 08/2002 02530-5 CITY OF PEARLAND GRAVITY SANITARY SEWERS 2. Stiffness class of FRP in a pipe jacking operation shall be governed either by the ring deflection limitations or by a pipe design providing longitudinal strength required by the Jacking method and shall satisfy design requirements stated below. Submit design calculations as required in Paragraph 1.05, Submittals a. Pipe stress calculations based on jacking loads shall be performed to conform with Section 02441 - Microtunneling and Pipe Jacked Tunnels. b. Ring deflection calculations shall conform with design requirements of 30 TAC Chapter 317.20 pertaining to flexible pipe used in gravity sewers. The pipe deflection calculations shall ensure that predicted deflection will be less than 5 percent under long-term loading conditions (soil prism load) for the highest density of soil overburden and surcharge loads. Deflection on calculations shall be prepared using long-term (drained) values for soil parameters contained in the geotechnical investigation report for the Project, or other site -specific data obtained by the Contractor as approved by the Engineer. J Testing 1. Pipes shall be tested in accordance with ASTM D 3262 or ASTM D 3754, as applicable, except that the factory hydrostatic pressure testing is not required. 2. Joints: Coupling Joints shall be qualified per the tests of Section 7 of ASTM D 4161. K Packaging, Handling, and Shipping 1. Packing, handling, and shipping should be done in accordance with the manufacturer's recommendations. L Installation 1. Install pipe and fittings in accordance with requirements of this Section. 2. The manufacturer must supply a suitable qualified field service representative to be present periodically during the installation of pipe. 3. Pipe Bedding: Conform to requirements of Section 02318 - Excavation and Backfill for Utilities. 4. Pipe Handling: Use textile slings. 5. Jointing a. Clean ends of pipe and coupling components. b. Check pipe ends and couplings for damage. Correct any damage found. c. Coupling grooves must be completely free of dirt. d. Apply joint lubricant to pipe ends and rubber seals of coupling. Use only lubricants approved by the pipe manufacturer. e. Use suitable auxiliary equipment, such as a wire rope puller, to pull Joints together. f. Do not exceed forces recommended by the manufacturer for coupling pipe. If excessive force is required, remove coupling, determine source of problem, and correct it. g. In the process of Jointing the pipe, do not allow the deflection angle to exceed the deflection permitted by the manufacturer. 08/2002 02530-6 CITY OF PEARLAND GRAVITY SANITARY SEWERS 6. If pressure grouting of the pipe is conducted as part of a pipe jacked tunnel installation, seal the grout holes with liner resin to a thickness equal to the pipe liner thickness, or with a threaded plug for that purpose. 7. Tests: Conform to requirements of this Section. 2.04 INSPECTIONS A The Engineer reserves the right to inspect pipes or witness pipe manufacturing. Such inspection shall in no way relieve the manufacturer of the responsibilities to provide products that comply with the applicable standards and these Specifications. B Manufacturer's Notification to Customer. Should the Engineer wish to witness the manufacture of specific pipes, the manufacturer shall provide the Engineer with adequate advance notice of when and where the production of those specific pipes will take place. C Failure to Inspect: Approval of the products or tests is not implied by the Engineer's decision not to inspect the manufacturing, testing, or finished pipes. 2.05 TEST METHODS A Conditioning: Conditioning of samples prior to and dunng tests are subject to approval by the Engineer. When referee tests are required, condition the specimens in accordance with Procedure A in ASTM D618 at 73.4 degrees F plus or minus 3.6 degrees F (23 degrees C plus or minus 2 degrees C) and 50 percent relative humidity plus or minus 5 percent relative humidity for not less than 40 hours prior to test. Conduct tests under the same conditions of temperature and humidity unless otherwise specified. B Flattening: Flatten three specimens of pipe, prepared in accordance with Paragraph 2.05A, in a suitable press until the internal diameter has been reduced to 40 percent of the original inside diameter of the pipe. The rate of loading shall be uniform and at 2-inches per minute. The test specimens, when examined under normal light and with the unaided eye, shall show no evidence of splitting, cracking, breaking, or separation of the pipe walls or bracing profiles. C Joint Tightness: Test for joint tightness in accordance with ASTM D3212, except replace the shear load transfer bars and supports with 6-inch-wide support blocks that can be either flat or contoured to conform to the pipe's outer contour. D Purpose of Tests: The flattening and the joint tightness tests are not intended to be routine quality control tests, but rather to qualify pipe to a specified level of performance. 08/2002 02530-7 CITY OF PEARLAND GRAVITY SANITARY SEWERS 2.06 MARKING A Mark each standard and random length of pipe in compliance with these Specifications with the following informations 1. Pipe size 2. Pipe class 3. Production code 4. Material designation 3.0 EXECUTION 3.01 PREPARATION A Prepare traffic control plans and set up street detours and barricades in preparation for excavation if construction will affect traffic. Conform to requirements of Section 01555 - Traffic Control and Regulation. B Provide barricades, flashing warning lights, and warning signs for excavations Conform to requirements of Section 01555 - Traffic Control and Regulation. Maintain barricades and warning lights where work is in progress or where traffic is affected by the work. C Perform work in accordance with OSHA standards. Employ a trench safety system as specified in Section 01570 - Trench Safety System for excavations over 5 feet deep. D Immediately notify the agency or company owning any utility line, which is damaged, broken or disturbed. Obtain approval from the Engineer and agency or utility company for any repairs or relocations, either temporary or permanent. E Remove old pavements and structures including sidewalks and driveways in accordance with requirements of Section 02220 — Site Demolition. F Install and operate dewatering and surface water control measures in accordance with Section 01564 - Control of Ground Water and Surface Water. G Do not allow sand, debris or runoff to enter sewer system. 3.02 DIVERSION PUMPING A Install and operate required bulkheads, plugs, piping, and diversion pumping equipment to maintain sewage flow and to prevent backup or overflow. Obtain approval for diversion pumping equipment and procedures from the Engineer. B Design piping, joints and accessories to withstand twice the maximum system pressure or 50 psi, whichever is greater. C No sewage shall be diverted into any area outside of the sanitary sewer. 08/2002 02530-8 CITY OF PEARLAND GRAVITY SANITARY SEWERS D In the event of accidental spill or overflow, immediately stop the overflow and take action to clean up and disinfect spillage. Promptly notify the Engineer so that required reporting can be made to the Texas Natural Resources Conservation Commission and the Environmental Protection Agency by the Engineer. 3.03 INSPECTION AND TESTING A Acceptance testing of sanitary sewers shall include: 1. Visual inspection of sewer pipes 2. Mandrel testing for flexible sewer pipes. 3. Leakage testing of sewer pipes. 4. Leakage testing of manholes. B Leakage testing shall consist of exfiltration, infiltration, or low pressure air testing as appropriate. C References: 1. ASTM C 828 - Standard Test Method for Low Pressure Air Test of Vitrified Clay Pipe Lines. 2. ASTM C 924 - Standard Practice for Testing Concrete Pipe Sewer Lines by Low - Pressure Air Test Method. 3. ASTM D 3034 - Standard Specification for Type PSM Polyethylene (Vinyl Chloride) (PVC) Sewer Pipe and Fittings 4. ASTM F 794 - Specification for Polyvinyl Chloride Large -Diameter Ribbed Gravity Sewer Pipe and Fittings Based on Controlled Inside Diameter. 5. ASTM F 1417 - Standard Test Method for Installation Acceptance of Plastic Gravity Sewer Lines Using Low Pressure Air. 6. 30 TAC 317 2 - Design Criteria for Sewage Systems. 7. Uni-Bell UNI-B-3 Polyvinyl Chloride (PVC) Pressure Pipe (Complying with AWWA C 900). D Performance Requirements 1. Gravity flow sanitary sewers are required to have a straight alignment and uniform grade between manholes. 2. Flexible pipe, including "semi -rigid" pipe, is required to show no more than 5 percent deflection. Test pipe no sooner than 30 days after backfilling of a line segment but prior to final acceptance using a standard mandrel to verify that installed pipe is within specified deflection tolerances. 3. Maximum allowable leakage for Infiltration or Exfiltration a. The total exfiltration, as determined by a hydrostatic head test shall not exceed 50 gallons per inch diameter per mile of pipe per 24 hours at a minimum test head of 2 feet above the crown of the pipe at the upstream manhole or 2 feet above the groundwater elevation, whichever is greater. 08/2002 02530-9 CITY OF PEARLAND GRAVITY SANITARY SEWERS • b. When pipes are installed more than 2 feet below the groundwater level, an infiltration test shall be used in lieu of the exfiltration test. The total infiltration shall not exceed 50 gallons per inch diameter per mile of pipe per 24 hours. Groundwater elevation must be at least 2 feet above the crown of the pipe at the upstream manhole. c. Refer to Table 2530-1, Water Test Allowable Leakage, at the end of the Section, for measuring leakage in sewers. Perform leakage testing to verify that leakage criteria are met 4. Perform air testing in accordance with requirements of this Section and the Texas Natural Resources Conservation Commission requirements. Refer to Table 02530-2, Time Allowed For Pressure Loss From 3.5 psig to 2.5 psig, Table 02530-3, Minimum Testing Times for Low Pressure Air Test, and Table 02530- 4, Vacuum Test Time Table, at the end of this Section. E Gravity Sanitary Sewer Quality Assurance: 1. Repair, correct, and retest manholes or sections of pipe, which fail to meet specified requirements when tested. 2. Provide testing reports and video tape of television inspection as directed by Engineer. 3. Upon completion of tape reviews by Engineer, Contractor will be notified regarding final acceptance of the sewer segment. F Sequencing and Scheduling 1. Perform testing as work progresses. Schedule testing so that no more than 1000 linear feet of installed sewer remains untested at any one time. 2. Coordinate testing schedules with Engineer. Perform testing under observation of Engineer. G Deflection Mandrel 1. Mandrel Sizing. The ngid mandrel shall have an outside diameter (O.D.) equal to 95 percent of the inside diameter (I.D.) of the pipe. The inside diameter of the pipe, for the purpose of determining the outside diameter of the mandrel shall be the average outside diameter minus two minimum wall thicknesses for O.D. controlled pipe and the average inside diameter for I.D. controlled pipe, dimensions shall be per appropriate standard. Statistical or other "tolerance packages" shall not be considered in mandrel sizing. 2. Mandrel Design The ngid mandrel shall be constructed of a metal or a rigid plastic material that can withstand 200 psi without being deformed. The mandrel shall have nine or more "runners" or 'legs" as long as the total number of legs is an odd number. The barrel section of the mandrel shall have a length of at least 75 percent of the inside diameter of the pipe. The rigid mandrel shall not have adjustable or collapsible legs which would allow a reduction in mandrel diameter during testing. A proving nng shall be provided and used for modifying each size mandrel 08/2002 02530-10 CITY OF PEARLAND GRAVITY SANITARY SEWERS 3. Proving Ring. Furnish a "proving ring" with each mandrel. Fabricate the ring of 1/2-inch-thick, 3-inch-wide bar steel to a diameter 0.02 inches larger than approved mandrel diameter. 4. Mandrel Dimensions (5 percent allowance). Average inside diameter and minimum mandrel diameter are specified in Table 02530-5, Pipe vs. Mandrel Diameter, at the end of this Section. Mandrels for higher strength, thicker wall pipe or other pipe not listed in the table may be used when approved by the Engineer. H Exfiltration Test 1. Water Meter: Obtain a transient water meter from the City for use when water for testing will be taken from the City system. Conform to City requirements for water meter use. 2. Test Equipment: a. Pipe plugs. b. Pipe risers where the manhole cone is less than 2 feet above highest point in pipe or service lead. I Infiltration Test 1. Test Equipment: a. Calibrated 90 degree V-notch weir. b. Pipe plugs. J Low Pressure Air Test 1. Minimum Requirement for Equipment: a. Control panel. b. Low-pressure air supply connected to control panel. c. Pneumatic plugs: Acceptable size for diameter of pipe to be tested; capable of withstanding internal test pressure without leaking or requiring external bracing. d. Air hoses from control panel to: 1) Air supply. 2) Pneumatic plugs. 3) Sealed line for pressuring. 4) Sealed line for monitoring internal pressure. 2. Testing Pneumatic Plugs: Place a pneumatic plug in each end of a length of pipe on the ground. Pressurize plugs to 25 psig then pressurize sealed pipe to 5 psig Plugs are acceptable if they remain in place against the test pressure without external aids K Ground (Water Determination 1. Equipment: Pipe probe or small diameter casing for ground water elevation determination. 08/2002 02530-11 CITY OF PEARLAND GRAVITY SANITARY SEWERS L Visual Inspection: 1. Check pipe alignment visually by flashing a light between structures. Verify if alignment is true and no pipes are misplaced. In case of misalignment or damaged pipe, remove and re -lay or replace pipe segment. M Mandrel Testing: 1. Perform deflection testing on flexible and semi -rigid pipe to confirm pipe has no more than 5 percent deflection. Mandrel testing shall conform to ASTM D 3034. Perform testing no sooner than 30 days after backfilling of line segment, but prior to final acceptance testing of the line segment. 2. Pull the approved mandrel by hand through sewer sections. Replace any section of sewer not passing the mandrel. Mandrel testing is not required for stubs. 3. Retest repaired or replaced sewer sections. N Leakage Testing: 1. Test Options: a. Test gravity sanitary sewer pipes for leakage by either exfiltration or infiltration methods as appropriate, or with low pressure air testing. b. Test new or rehabilitated sanitary sewer manholes with water or low pressure air. Manholes tested with low pressure air shall undergo a physical inspection prior to testing. c. Leakage testing shall be performed after backfilling of a line segment, and prior to tie-in of service connections. d. If no installed piezometer is within 500 feet of the sewer segment, Contractor shall provide a temporary piezometer for this purpose. 2. Compensating for Ground Water Pressure: a. Where ground water exists, install a pipe nipple at the same time sewer line is placed. Use a 1/2-inch capped pipe nipple approximately 10 inches long. Make the installation through manhole wall on top of the sewer line where line enters manhole. b. Immediately before performing line acceptance test, remove cap, clear pipe nipple with air pressure, and connect a clear plastic tube to nipple. Support tube vertically and allow water to rise in the tube. After water stops rising, measure height in feet of water over invert of the pipe. Divide this height by 2.3 feet/psi to determine the ground water pressure to be used in line testing. 3. Exfiltration test: a. Determine ground water elevation. b. Plug sewer in downstream manhole. c. Plug incoming pipes in upstream manhole. d. Install riser pipe in outgoing pipe of upstream manhole if highest point in service lead (house service) is less than 2 feet below bottom of manhole cone. 08/2002 02530-12 CITY OF PEARLAND GRAVITY SANITARY SEWERS • e. Fill sewer pipe and manhole or pipe riser, if used, with water to a point 2- 1/2 feet above highest point in sewer pipe, house lead, or ground water table, whichever is highest. f. Allow water to stabilize for one to two hours. Take water level reading to determine drop of water surface, in inches, over a one -hour period, and calculate water loss (1 inch of water in 4 feet diameter manhole equals 8.22 gallons) or measure the quantity of water required to keep water at same level Loss shall not exceed that calculated from allowable leakage according to Table 02530-1 at the end of this Section. 4. Infiltration test: Ground water elevation must be not less than 2.0 feet above highest point of sewer pipe or service lead (house service). a. Determine ground water elevation. b. Plug incoming pipes in upstream manhole. c. Insert calibrated 90 degree V-notch weir in pipe on downstream manhole. d. Allow water to rise and flow over weir until it stabilizes. e. Take five readings of accumulated volume over a period of 2 hours and use average for infiltration. The average must not exceed that calculated for 2 hours from allowable leakage according to the Table 02530-1 at the end of this Section. 5. Low Air Pressure Test When using this test conform to ASTM C 828, ASTM C 924 or ASTM F 1417, as applicable, with holding time not less than that listed in Table 02530-2. a. Air testing for sections of pipe shall be limited to lines less than 36-inch average inside diameter. b. Lines 36-inch average inside diameter and larger shall be tested at each joint. The minimum time allowable for the pressure to drop from 3.5 pounds per square inch gauge to 2.5 pounds per square inch during ajoint test shall be 10 seconds, regardless of pipe size. c. For pipe sections less than 36-inch average inside diameter: 1) Determine ground water level. 2) Plug both ends of pipe. For concrete pipe, flood pipe and allow 2 hours to saturate concrete. Then drain and plug concrete pipe. 3) After a manhole -to -manhole section of sanitary sewer main has been sliplined and prior to any service lines being connected to new liner, plug liner at each manhole with pneumatic plugs. 4) Pressunze pipe to 4.0 psig. Increase pressure 1.0 psi for each 2.3 feet of ground water over highest point in system. Allow pressure to stabilize for 2 to 4 minutes Adjust pressure to start at 3.5 psig (plus adjustment for ground water table). See Table 02530-2 at the end of this Section. 08/2002 02530-13 CITY OF PEARLAND GRAVITY SANITARY SEWERS 5) To determine air loss measure the time interval for pressure to drop to 2 5 psig. The time must exceed that listed in the Table 02530-2 at the end of this Section for pipe diameter and length. For shplining, use diameter of carrier pipe. 6. Retest Any section of pipe, which fails to meet requirements shall be repaired and retested. 0 Test Criteria Tables 1. Exfiltration and Infiltration Water Tests: Refer to Table 02530-1, Water Test Allowable Leakage, at the end of this Section. 2. Low Pressure Air Test: a. Times in Table 02530-2, Time Allowed For Pressure Loss From 3.5 psig to 2.5 psig, at the end of this Section, are based on the equation from Texas Natural Resources and Conservation Commission (TNRCC) Design Criteria 317.2(a)(4)(B). T = 0.0850(D)(K)/(Q) Where: T = Time for pressure to drop 1.0 pounds per square inch gauge in seconds K = 0.000419 DL, but not less than 1.0 D L Q Average inside diameter in inches Length of line of same pipe size in feet Rate of loss, 0.0015 ft3/min./sq. ft. internal surface 08/2002 02530-14 CITY OF PEARLAND GRAVITY SANITARY SEWERS b. Since a K value of less than 1.0 shall not be used, there are minimum testing times for each pipe diameter as given in Table 02732-3, Minimum Testing Times for Low Pressure Air Test. Notes: 1. When two sizes of pipe are involved, the time shall be computed by the ratio of lengths involved. 2. Line with a 27-inch average inside diameter and larger may be air tested at each joint. 3. Lines with an average inside diameter greater than 36 inches must be air tested for leakage at each joint 4. If the joint test is used, a visual inspection of the joint shall be performed immediately after testing. 5. For joint test, the pipe is to be pressurized to 3.5 psi greater than the pressure exerted by groundwater above the pipe. Once the pressure has stabilized, the minimum times allowable for the pressure to drop from 3.5 pounds per square inch gauge to 2.5 pounds per square inch gauge shall be 10 seconds. P Leakage Testing for Manholes 1. After completion of manhole construction, wall sealing, or rehabilitation, but prior to backfilling, test manholes for water tightness using hydrostatic or vacuum testing procedures. 2. Plug influent and effluent lines, including service lines with suitably -sized pneumatic or mechanical plugs. Ensure plugs are properly rated for pressures required for test; follow manufacturer's safety and installation recommendations. Place plugs a minimum of 6 inches outside of manhole walls. Brace inverts to prevent lines from being dislodged if lines entering manhole have not been backfilled. 3. Vacuum testing: a. Install vacuum tester head assembly at top access point of manhole and adjust for proper seal on straight top section of manhole structure. Following manufacturer's instructions and safety precautions, inflate sealing element to the recommended maximum inflation pressure; do not over -inflate. b. Evacuate manhole with vacuum pump to 10 inches mercury (Hg), disconnect pump, and monitor vacuum for the time period specified in Table 02530-4, Vacuum Test Time Table. c. If the drop in vacuum exceeds 1 inch Hg over the specified time period tabulated above, locate leaks complete repairs necessary to seal manhole and repeat test procedure until satisfactory results are obtained. 08/2002 02530-15 CITY OF PEARLAND GRAVITY SANITARY SEWERS 4. Hydrostatic exfiltration testing shall be performed as follows: a. Seal wastewater lines coming into the manhole with an internal pipe plug. Then fill the manhole with water and maintain it full for at least one hour b. The maximum leakage for hydrostatic testing shall be 0.025 gallons per foot diameter per foot of manhole depth per hour. c. If water loss exceeds amount tabulated above, locate leaks, complete repairs necessary to seal manhole and repeat test procedure until satisfactory results are obtained. Table 02530-1 WATER TEST ALLOWABLE LEAKAGE DIAMETER RISER IN STACK OF VOLUME PER INCH OF DEPTH ALLOWANCE LEAKAGE* INCHES OR INCH GALLONS PIPE INCHES SIZE IN GALLONS/MINUTE PER 100 FT. 1 0.7854 .0034 6 0.0039 2 3.1416 .0136 8 0.0053 2.5 4.9087 .0212 10 0.0066 3 7.0686 .0306 12 0.0079 4 12.5664 .0306 15 0.0099 5 19.6350 .0544 18 0.0118 6 28.2743 .1224 21 0.0138 8 50.2655 .2176 24 0.0518 27 0.0177 30 0.0197 36 0.0237 42 0.0276 other 1" diameter diameters, square of diameters by value to 50 per mile gallons per 24 per hours inch inside For for Equivalent multiply diameter * Allowable leakage rate shall be reduced to 10 gallons per inch of inside diameter per mile per 24 hours, when sewer is identified as located within the 25-year flood plain. 08/2002 02530-16 CITY OF PEARLAND GRAVITY SANITARY SEWERS Table 02530-2 ACCEPTANCE TESTING FOR SANITARY SEWERS TIME ALLOWED FOR PRESSURE LOSS FROM 3.5 PSIG TO 2.5 PSIG Pipe Min. Length Time for Longer Specification Time for Length (L) Shown (min:sec) Diam Time for Min. Length 100 ft 150 ft 200 ft 250 ft 300 ft 350 ft 400 ft 450 ft 500 ft 550 ft 600 ft (in) (min:sec) Time (ft) 6 5:40 398 0.8548 , 5:40 5:40 5:40 5:40 5:40 5:40 5:42 6:25 7:07 7:50 8:33 8 7:33 298 1.5196 7:33 7:33 7:33 7:33 7:36 8:52 10:08 11:24 12:40 13:36 15:12 10 9:27 239 2.3743 9:27 9:27 9:27 9.54 11:52 13:51 15:50 17:48 19:47 21:46 23:45 12 11:20 199 3.4190 11:20 11:20 11:20 14:15 17:06 19:57 22:48 25:39 28:30 31:20 34:11 15 14:10 159 5.3423 14:10 14:10 17:48 22:16 26:43 31:10 35:37 40:04 44:31 48:58 53:25 18 17:00 133 7.6928 17:00 19:14 25:39 32:03 38:28 44:52 51:17 57:42 64:06 70:31 76:56 21 19:50 114 10.4708 19:50 26:11 34:54 43:38 52:21 61:05 69:48 78:32 87:15 95:59 104:42 24 22:40 99 13.6762 22:48 34:11 45:35 56:59 68:23 79:47 91:10 102:34 113:58 125:22 136:46 27 25:30 88 17.3089 28:51 43:16 57:42 72:07 86:33 100:58 115:24 129:49 144:14 158:40 173:05 30 28:20 80 21.3690 35:37 53:37 71:14 89:02 106:51 124:39 142:28 160:16 178:05 195:53 213:41 33 31:10 72 25.8565 43:06 64:38 86:11 107:44 129:17 150:50 172:23 193:55 215:28 237:01 258:34 Table 02530-3 MINIMUM TESTING TIMES FOR LOW PRESSURE AIR TEST PIPE DIAMETER (INCHES) 6 8 10 12 15 18 21 24 27 30 33 MINIMUM TIME (SECONDS) 340 454 567 680 850 1020 1190 1360 1530 1700 1870 LENGTH FOR MINIMUM TIME (FEET) 398 298 239 199 159 133 114 100 88 80 72 TIME FOR LONGER LENGTH (SECONDS) 0.855 (L) 1.520 (L) 2.374 (L) 3.419 (L) 5.342 (L) 7 693 (L) 10.471 (L) 13.676 (L) 17.309 (L) 21.369 (L) 25.856 (L) 08/2002 02530-17 CITY OF PEARLAND GRAVITY SANITARY SEWERS Table 02530-4 VACUUM TEST TIME TABLE TIME IN SECONDS BY PIPE DIAMETER DEPTH IN FEET 48" 60" 72" 4 10 13 16 8 20 26 32 12 30 39 48 16 40 52 64 20 50 65 80 24 60 78 96 * 5.0 6.5 8.0 *Add T times for each additional 2-foot depth. (The values listed above have been extrapolated from ASTM C 924-85) 08/2002 02530-18 CITY OF PEARLAND GRAVITY SANITARY SEWERS Table 02530-5 PIPE VS. MANDREL DIAMETER WALL MATERIAL CONSTRUCTION AND NOMINAL (INCHES) SIZE 6 AVERAGE (INCHES) I.D. 5.764 MINIMUM DIAMETER 5.476 MANDREL (INCHES) PVC -Solid (SDR 26) 8 7.715 7.329 10 9.646 9.162 PVC -Solid (SDR 35) 12 11.737 11.150 15 14.374 13.655 18 17.629 16.748 21 20.783 19.744 24 23.381 22.120 27 26.351 25.033 PVC -Truss 8 7.750 7.363 10 9.750 9.263 12 11.790 11.201 15 14.770 14.032 PVC -Profile (ASTM F 794) 12 11.740 11.153 15 14.370 13.652 18 17.650 16.768 21 20.750 19.713 24 23.500 22.325 27 26.500 25.175 30 29.500 28.025 36 35.500 33.725 42 41.500 39.425 48 47.500 45.125 HDPE-Profile 18 18.000 17.100 21 21.000 19.950 24 24.000 22.800 27 27.000 25.650 30 30.000 28.500 36 36.000 34.200 42 42.000 39.900 48 48.000 45.600 54 54.000 51.300 60 60.000 57.000 Fiberglass (Class SN -Centrifugally 46) Cast 12 12.85 11.822 18 18.66 17.727 20 20.68 19.646 24 24.72 23.484 30 30.68 29.146 36 36.74 34.903 42 42.70 40.565 48 48.76 46.322 54 54.82 52.079 60 60.38 57.361 08/2002 02530-19 CITY OF PEARLAND GRAVITY SANITARY SEWERS 3.04 BACKFILL AND SITE CLEANUP A Backfill and compact soil in accordance with Section 02318 - Excavation and Backfill for Utilities. B Backfill the trench in specified lifts only after pipe installation is approved by the Engineer. C Repair and replace removed or damaged pavement, curbs, gutters, and sidewalks as specified in Section 02980 - Pavement Repair and Resurfacing. D Provide hydromulch seeding in areas of commercial, industrial or undeveloped land use over the surface of ground disturbed during construction and not paved or not designated to be paved. Grade surface at a uniform slope to natural grade as indicated on the Drawings. Provide a minimum of 4 inches of topsoil as specified in Section 02910 - Topsoil and apply hydromulch according to requirements of Section 02921- Hydromulch Seeding. E Provide sodding in areas of residential land use over the surface of ground disturbed during construction and not paved or not designated to be paved. In accordance with Section 02922 - Sodding. Grade surface at a uniform slope to natural grade as indicated on the Drawings. Provide a minimum of 4 inches of topsoil per Section 02910 - Topsoil. F Conform to requirements of Section 01562- Waste Material Disposal. END OF SECTION 08/2002 02530-20 CITY OF PEARLAND SANITARY SEWER SERVICE STUBBS OR RECONNECTIONS Section 02531 SANITARY SEWER SERVICE STUBS OR RECONNECTIONS 1.0 GENERAL 1.01 SECTION INCLUDES A Installation of service stubs on new sanitary sewers serving areas where sanitary sewer service did not previously exist. B Reconnection of existing service connections along parallel, replacement, or rehabilitated sanitary sewers. 1.02 UNIT PRICES A Measurement for sanitary sewer service stubs or service reconnections with stacks located within 5 feet of the sanitary sewer main centerline is on a unit price basis for each stub or reconnection, complete in place. Service stubs and reconnections include service connections, couplings, clean -outs, adapters disconnecting existing services, reconnecting new service, fittings, excavation, backfill, and testing. B Measurement for sanitary sewer service stubs or service reconnections without stacks located within 5 feet of the sanitary sewer main is on a unit price basis for each stub or reconnection, complete in place. Service stubs and reconnections include service connections, couplings, clean -outs, adapters disconnecting existing services, reconnecting new service, fittings, excavation, backfill, and testing. C Measurement for sanitary sewer service lines more than 5 feet laterally from the sewer main is on a linear foot basis, complete in place. Measurement will be taken along the centerline of the pipe from the centerhne of the lateral connection or stack to the end of the service for service stubs laid in open cut excavation. Augered pipe for service stubs will be paid as provided in Section 02415 - Pipe and Casing Augering for Sewers. D Pay estimates for progress payments will be made as measured above according to the following schedule: 1. An estimate for 95 percent payment will be authorized when the reconnection is completely installed and backfilled. 2. An estimate for 100 percent payment will be authorized when the reconnection has been tested as specified in Section 02530 - Gravity Sanitary Sewers. E One or more connections discharging into a common point are considered one service connection. The Contractor shall not add service reconnections without approval of the Engineer. The Engineer may require reconnections to be moved or relocated to avoid having more than two houses per reconnection. 08/2002 02531-1 CITY OF PEARLAND SANITARY SEWER SERVICE STUBBS OR RECONNECTIONS F Measurement for abandonment of service connection is on a unit price basis for each abandoned connection. No separate payment will be made for abandonment of service connection unless excavation is required. No separate payment will be made for excavation of sanitary sewer services within the new or replacement sewer trench. G No separate payment will be made for an abandoned service connection if the service to be abandoned is within 4 feet of an active connection. Payment for only one abandoned service connection will be allowed when a second abandoned connection is within 4 feet of the first. 1.03 PERFORMANCE REQUIREMENTS A Accurately locate in the field all proposed service stubs along the new sanitary sewer main. B Accurately locate in the field existing service connections and proposed service stubs along the alignment of the new parallel or replacement sewer main 1.04 SUBMITTALS A Submittals shall conform to requirements of Section 01350 - Submittals. B Submit product data for each pipe product, fitting, coupling and adapter. C Show reconnected services on record drawings. Give the exact distance from each service connection to the nearest downstream manhole. 2.0 PRODUCTS 2.01 PVC SERVICE CONNECTION A As stubouts use PVC sewer pipe, 4-inch through 10-inch, conforming to ASTM D 1784 and ASTM D 3034, with a cell classification of 12454-B. The SDR (ratio of diameter to wall thickness) shall be 26 for pipe 10 inches in diameter or less. B PVC pipe shall be gasket jointed with gasket conforming to ASTM D3212. C Provide service connection pipe in sizes shown on the Drawings. For reconnection of existing services, select service connection pipe diameter to match existing service diameter. D Provide a 6-inch service connection when more than one service discharges into a single pipe. E Connect service pipes to new parallel or replacement sewer mains with prefabricated, full-bodied tee or wye fittings conforming to specifications for the sewer main pipe material as specified in other Sections for all sewers up to 18 inches in diameter. 08/2002 02531-2 CITY OF PEARLAND SANITARY SEWER SERVICE STUBBS OR RECONNECTIONS F Where new sewers are installed using pipe augering or tunneling, or where the new sewer is greater than 18 inches in diameter, use Fowler "Inserta-Tee" to connect the service to the new sewer main. 2.02 PIPE SADDLES A Use pipe saddles only on rehabilitated sanitary sewer mains. Comply with Paragraph 2.01E for new parallel and replacement sanitary sewer mains. B Supply one-piece prefabricated saddle, either polyethylene or PVC, with neoprene gasket to accomplish a complete seal. Use a saddle fabricated to fit the outside diameter of the pipe to which it will be attached. The protruding lip of the saddle must be at least 5/8- inch long with grooves or ridges to retain the stainless steel band clamps. C Use 1/2-inch stainless steel band clamps for securing saddles to liner pipe. 2.03 COUPLINGS AND ADAPTERS A For connection between new PVC pipe stubout and existing service; 4-, 6-, or 8-inch diameter, use flexible adapter coupling consisting of a neoprene gasket and stainless steel shear ring, with 1/2-inch stainless steel band clamps: 1. Fernco Pipe Connectors, Inc., Series 1055 with shear ring SR-8; 2. Band Seal by Mission Rubber Co., Inc.; 3. Approved equal. B For connection between new PVC pipe stub out and new service, use rubber-gasketed adapter coupling: 1. GPK Products, Inc , IPS & Sewer Adapter. 2. Approved Equal. 2.04 STACKS A Provide stacks for service connections wherever the crown of the sewer is 8 feet or more below finished grade. B Construct stacks of the same material as the sanitary sewer and as shown on the Drawings. C Provide stacks of the same nominal diameter at the sanitary service line. 2.05 CLEAN -OUTS A Install clean -outs at property line on each service connection as shown in detail on the Drawings. 08/2002 02531-3 CITY OF PEARLAND SANITARY SEWER SERVICE STUBBS OR RECONNECTIONS 2.06 PLUGS AND CAPS A Seal the upstream end of unconnected sewer service stubs with rubber gasketed plugs or caps of the same pipe type and size. Provide plugs or caps by GPK Products, Inc., or equal. 3.0 EXECUTION 3.01 PERFORMANCE REQUIREMENTS A Provide a minimum of 72 hours notice to customers whose sanitary sewer service will potentially be interrupted. B Accurately field locate service connections, whether in service or not, as pipe laying progresses from downstream to upstream. C Properly disconnect existing connections from the sewer and reconnect to the new sewer, as described in this Section. D Reconnect service connections, including those that go to unoccupied or abandoned buildings, unless directed otherwise by the Engineer. Plug the service connection at the R.O.W. for vacant lots. E Complete reconnection of service lines within 24 hours after disconnection. F Reconnection shall include the stack and fittings and required pipe length to reconnect service line. G Connect services 8 inches in diameter and larger to the sewer by construction of a manhole. Payment for the manhole will be made at the contract unit price for the appropriate manhole diameter and depth. 3.02 PROTECTION A Provide barricades and warning lights and signs for excavations created for service connections. Conform to requirements of Section 01555 - Traffic Control and Regulation. B Do not allow sand, debris or runoff to enter sewer system. 3.03 PREPARATION A Where sewers are existing, field locate existing service connections, whether in service or not. Use existing service locations to reconnect service lines to new liner or new sanitary sewer main. 08/2002 02531-4 CITY OF PEARLAND SANITARY SEWER SERVICE STUBBS OR RECONNECTIONS B For new parallel and replacement sanitary sewer mains, complete testing and acceptance of downstream sewers as applicable. Provide for compliance with requirements of Paragraph 3.01E 3.04 EXCAVATION AND BACKFILL A Excavate in accordance with Section 02318 - Excavation and Backfill for Utilities. B Perform work in accordance with OSHA standards. Employ a Trench Safety System as specified in Section 01570 M. Trench Safety System for excavations requiring trench safety. C Install and operate necessary ground water and surface water control measures in accordance with requirements of Section 01564 - Control of Ground Water and Surface Water. 3.05 RECONNECTION ON NEW SEWER A Install the new service connection on the new sanitary sewer main for each service connection. B Remove and replace cracked, offset or leaking service line for up to 5 feet, measured horizontally, from the centerline of the new sanitary sewer main. C Make up the connection between the new main and the existing service line using PVC sewer pipe and approved couplings, as shown on the Drawings. D Test service connections before backfilling. E Embed the service connection and service line as specified for the new sanitary sewer main at this location, and as shown on the Drawings. Place and compact trench zone backfill in compliance with Section 02318 - Excavation and Backfill for Utilities. 3.06 INSTALLATION OF NEW SERVICE STUBS A Install the new service connections on the new sanitary sewer main for each service connection. Provide the length of stub indicated on the Drawings. Install plug or cap on the upstream end of the service stub as needed. B Test service connections before backfilhng. C Embed the service connection and service line as specified for the new sanitary sewer main at this location, and as shown on the Drawings. Place and compact trench zone backfill in compliance with Section 02318 - Excavation and Backfill for Utilities. 08/2002 02531-5 CITY OF PEARLAND SANITARY SEWER SERVICE STUBBS OR RECONNECTIONS 3.07 TESTING A Test service reconnections and service stubs. Follow applicable procedures given in Section 02530 - Gravity Sanitary Sewers. 3.08 CLEANUP A Backfill the excavation as specified in Section 02318 - Excavation and Backfill for Utilities. B Replace pavement or sidewalks removed or damaged by excavation in accordance with Section 02980 - Pavement Repair and Resurfacing. In unpaved areas, bnng surface to grade and slope surrounding the excavation. Replace a minimum of 4 inches of topsoil and seed according to requirements of Section 02921 - Hydromulch Seeding. C Conform to Section 01562 - Waste Matenal Disposal. END OF SECTION 08/2002 02531-6 CITY OF PEARLAND SANITARY SEWAGE FORCE MAINS Section 02533 SANITARY SEWAGE FORCE MAINS 1.0 GENERAL 1.01 SECTION INCLUDES A Sanitary sewage force mains. 1.02 UNIT PRICES A Measurement for payment for pipe is on a unit price per linear foot basis. Measurement will be taken along the center hne of the pipe from end to end. Payment will be made per foot of force main installed, complete in place including pipe, fittings, excavation, bedding, backfill and special backfill, shoring, earthwork connections to existing manholes and pipe, accessones, inspection and testing. B Tie-ins to existing force mains and/or manholes shall be on a per unit basis and shall include all bypass pumping, fittings, casing, gaskets, etc. C Refer to Section 01200 - Measurement and Payment for unit price procedures. 1.03 SUBMITTALS A Conform to requirements of Section 01350 - Submittals. B Submit proposed methods, equipment, materials, and sequence of operations for force main construction. Plan operations to minimize disruption of utilities to occupied facilities or adjacent property. C Submit shop drawings and design calculations for joint restraint systems using reinforced concrete encasement of pressure pipe and fittings. D Submit test reports as specified in Part 3 of this Section. 2.0 PRODUCTS 2.01 DUCTILE IRON PIPE AND FITTINGS A Conform to requirements of Section 02634 - Ductile Iron Pipe and Fittings. All pipe used for sanitary sewer force mains shall be painted white. 2.02 PVC PIPE A Provide PVC pressure pipe conforming to the minimum working pressure rating specified in this Section. All pipe used for sanitary sewer force mains shall be white. 08/2002 02533-1 CITY OF PEARLAND SANITARY SEWAGE FORCE MAINS B Acceptable pipe joints are integral bell -and -spigot, containing a bonded -in elastomeric sealing nng meeting the requirements of ASTM F 477. In designated areas requiring restrained joint pipe and fittings, use EBAA Iron Series 2000PV, Umflange Series 1350 restrainer, or equal joint restraint device conforming to UNI-B-13, for PVC pipe 12-inch diameter and less. C Fittings: Provide ductile iron fittings as per Paragraph 2.03, except furnish all fittings with one of the following internal linings: 1. Nominal 40 mils (35 mils minimum) virgin polyethylene complying with ASTM D 1248, heat fused to the interior surface of the fitting, as manufactured by Amencan Cast Iron Pipe "Polybond", or U.S. Pipe "Polyline" 2. Nominal 40 mils (35 mils minimum) polyurethane, Corro-pipe If by Madison Chemicals, Inc. 3. Nominal 40 mils (35 mils minimum) ceramic epoxy, Protecto 401 by Enduron Protective Coatings. D Hydrostatic Tests: Hydrostatically test pressure rated pipe in accordance with Paragraph 3.03. E Manufacturers: Approved manufacturers of pressure rated, solid wall PVC pipe for sanitary sewer force mains are: 1. J & M Manufacturing Company, Inc. 2. CertainTeed Corporation 3. Diamond Plastics Corporation 4. Carlon Company 5. North American Pipe Corporation (NAPCO) F Provide lined ductile iron fittings conforming to Section 02634 - Ductile Iron Pipe and Fittings. 2.03 THRUST RESTRAINT A Unless otherwise shown on the Drawings, provide concrete thrust blocking for force mains up to 12-inches in diameter, to prevent movement of buried lines under pressure at bends. Blocking shall be Portland cement concrete, as specified in Section 03300 - Cast in Place Concrete. Place concrete in accordance with details on the Drawings. Place thrust blocks between undisturbed ground and the fittings. Anchor fittings to thrust blocks so that pipe and fitting joints are accessible for repairs. Concrete shall extend from 6 inches below the pipe or fitting to 12 inches above. B For all force mains larger than 12 inches in diameter, and where indicated on the Drawings, provide restrained joints conforming to the requirements of the force main pipe material specifications. Restrained joints shall be installed for the length of pipe on both sides of each bend or fitting for the full length shown on the Drawings. 08/2002 02533-2 CITY OF PEARLAND SANITARY SEWAGE FORCE MAINS C Horizontal and vertical bends between zero and 10 degrees deflection angle will not require thrust blocks or harnessed or restrained joints. D Honzontal and vertical bends between 10 degrees and 90 degrees deflection angle shall have thrust restraint as shown on the Drawings. E Reinforced concrete encasement of force main pipe and fittings may be used in lieu of manufactured joint restraint systems. Alternate joint restraint systems using reinforced concrete encasement shall conform to the following design requirements. 1. Design calculations shall be performed and sealed by a Professional Engineer licensed in the State of Texas. 2. Design calculations shall be based upon soil parameters quantified in the geotechnical report for the site where the alternative thrust restraint system is to be installed. If data is not available for the site, use parameters recommended by the geotechnical engineer. 3. The design system pressure shall be the specified test pressure. 4. The following safety factors shall be used in sizing the restraint system: a. Apply a factor of safety equal to 1.5 for passive soil resistance. b. Apply a factor of safety equal to 2.0 for soil friction. 5. The encasement shall be contained entirely within the standard trench width and terminate on both ends at a pipe bell or coupling. 6. Concrete encasement reinforcement steel shall be designed for all loads including internal pressure and longitudinal forces. Concrete design shall be in accordance with ACI 318. 3.0 EXECUTION 3.01 PIPE INSTALLATION BY OPEN -CUT A Perform excavation, bedding, and backfill in accordance with Section 02318 Excavation and Backfill for Utilities. B Install pipe in accordance with the pipe manufacturer's recommendations and as specified in the following paragraphs. C Install pipe only after excavation is completed, the bottom of the trench is fine graded, bedding material is installed, and the trench has been approved by the Engineer. D Install pipe to the line and grade indicated. Place pipe so that it has continuous bearing of barrel on bedding material and is laid in the trench so the interior surfaces of the pipe follow the grades and alignment indicated. Provide bell holes where necessary. E Install pipe with the spigot ends toward the direction of flow. Form a concentric joint with each section of adjoining pipe so as to prevent offsets. 08/2002 02533-3 CITY OF PEARLAND SANITARY SEWAGE FORCE MAINS F Keep the interior of pipe clean as the installation progresses. Where cleaning after laying the pipe is difficult because of small pipe size, use a suitable swab or drag in the pipe and pull it forward past each joint immediately after the Joint has been completed. Remove foreign material and debris from the pipe. G Provide lubricant, place and drive home newly -laid sections with come -a -long winches so as to eliminate damage to sections. Install pipe to "home" mark where provided. Use of back hoes or similar powered equipment will not be allowed unless protective measures are provided and approved in advance by the Engineer. H Keep excavations free of water during construction and until final inspection. I When work is not in progress, cover the exposed ends of pipes with an approved plug to prevent foreign material from entering the pipe. J Where sanitary sewer force main is to be installed under an existing waterline with a separation distance of less than 2 feet, install one full joint length of pipe centered on the waterline and maintain a minimum 6-inch separation distance. 3.02 PIPE INSTALLATION OTHER THAN OPEN -CUT A For installation of pipe by augenng or Jacking conform to requirements of specification sections for augering or jacking work. 3.03 HYDROSTATIC TESTING A After the pipe and appurtenance have been installed, test line and drain. Prevent damage to the Work or adjacent areas. Use clean water to perform tests. B The Engineer may direct tests of relatively short sections of completed lines to minimize traffic problems or potential public hazards. C Test pipe in the presence of the Engineer. D Test pipe at 150 psig or 1.5 times design pressure of the pipe, whichever is greater. Design pressure of the force main shall be the rated total dynamic head of the lift station pump. E Test pipe at the required pressure for a minimum of 2 hours according to requirements of UNI-B-3. 08/2002 02533-4 CITY OF PEARLAND SANITARY SEWAGE FORCE MAINS F Maximum allowable leakage shall be as calculated by the following formula: L = (S) (D) (P05) / 133,200 Where: L = Leakage in gallons per hour S = Length of pipe in feet D = Inside diameter of pipe in inches P = Pressure in pounds per square inch G Correct defects, cracks, or leakage by replacement of defective items or by repairs as approved by the Engineer. H Plug openings in the force main after testing and flushing. Use cast iron plugs or blind flanges to prevent debns from entering the tested pipeline. 3.04 PIGGING TEST A After completion of hydrostatic testing and prior to final acceptance, test force mains longer than 200 feet by pigging to ensure piping is free of obstructions. B Pigs: Provide proving pigs manufactured of an open -cell polyurethane foam body, without any coating or abrasives which would scratch or otherwise damage interior pipe wall surface or lining. Pigs shall be able to pass through reductions of up to 65 percent of the nominal cross -sectional area of the pipe. Pigs shall be able to pass through standard fittings such as 45-degree and 90-degree elbows, crosses, tees, wyes, gate valves, or plug valves, as applicable to the force main being tested. C Test Execution: Pigging test shall be conducted in the presence of the Engineer. Provide at least 48-hours notice of scheduled pigging of the force main prior to commencing the test. END OF SECTION 08/2002 02533-5 CITY OF PEARLAND PVC PIPE 1.0 GENERAL 1.01 SECTION INCLUDES Section 02534 PVC PIPE A Polyvinyl chloride pressure pipe for water distribution in nominal diameters 4 inches through 16 inches. B Polyvinyl chloride sewer pipe for gravity sanitary sewers in nominal diameters 4 inches through 48 inches. C Polyvinyl chloride pressure pipe for gravity sanitary sewers and force mains in nominal diameters 4 inches through 36 inches. 1.02 UNIT PRICES A No separate payment will be made for PVC pipe under this section. Include cost in unit price for water mains, gravity sanitary sewer, and force mains. 1.03 SUBMITTALS A Conform to requirements of Section 01350 - Submittals. B Submit shop drawings showing design of new pipe and fittings indicating alignment and grade, laying dimensions, fabrication, fittings flanges, and special details. 1.04 QUALITY CONTROL A Submit manufacturer's certifications that PVC pipe and fittings meet requirements of this Section and AWWA C 900 or AWWA C 905 for pressure pipe applications, or the appropriate ASTM standard specified for gravity sewer pipe. B Submit manufacturer's certification that PVC pressure pipe has been hydrostatically tested at the factory in accordance with AWWA C 900 or AWWA C 905 and this Section. C When foreign manufactured material is proposed for use, have material tested for conformance to applicable ASTM requirements by certified independent testing laboratory located in United States. Certification from any other source is not acceptable. Furnish copies of test reports to the Engineer for review. Cost of testing shall be borne by Contractor or Supplier. 08/2002 02534-1 CITY OF PEARLAND PVC PIPE 2.0 PRODUCTS 2.01 MATERIAL A Use PVC compounds in the manufacture of pipe that contain no ingredient in an amount that has been demonstrated to migrate into water in quantities considered to be toxic. B Furnish PVC pressure pipe manufactured from Class 12454-A or Class 12454-B virgin PVC compounds as defined in ASTM D 1784. Use compounds qualifying for a rating of 4000 psi for water at 73.4 degrees F per requirements of PPI TR3. Provide pipe which is homogeneous throughout, free of voids, cracks, inclusions, and other defects, uniform as commercially practical in color, density, and other physical properties. Deliver pipe with surfaces free from nicks and scratches with joimng surfaces of spigots and joints free from gouges and imperfections which could cause leakage. C For PVC pressure pipe used for water mains, provide self -extinguishing PVC pipe that bears Underwriters' Laboratories mark of approval and is acceptable without penalty to Texas State Fire Insurance Committee for use in fire protection fines. D Gaskets: 1. Gaskets shall meet the requirements of ASTM F 477 Use elastomeric factory - installed gaskets to make joints flexible and watertight. 2. Pipes to be installed in potentially contaminated areas, especially where free product is found near the elevation of the proposed sewer, shall have the following gasket materials for the noted contaminants. CONTAMINANT Petroleum (diesel, gasoline) GASKET MATERIAL REQUIRED Nitrile Rubber Other contaminants As recommended by the pipe manufacturer E Lubricant for rubber-gasketed joints: Water soluble, non -toxic non -objectionable in taste and odor imparted to fluid, non -supporting of bacteria growth, having no deteriorating effect on PVC or rubber gaskets. 2.02 WATER SERVICE PIPE A Pipe 4-inch through 12-inch: AWWA C 900, Class 150, DR 18; nominal 20-foot lengths; cast iron equivalent outside diameters. B Pipe 16-inch: AWWA C 905; Class 235; DR 18; nominal 20-foot lengths; cast iron equivalent outside diameter. C Joints: ASTM D 3139; push -on type joints in integral bell or separate sleeve couplings. Do not use socket type or solvent weld type joints. 08/2002 02534-2 CITY OF PEARLAND PVC PIPE D Make curves and bends by deflecting the joints Do not exceed maximum deflection recommended by the pipe manufacturer. Submit details of other methods of providing curves and bends for review by the Engineer. E Hydrostatic Test: AWWA C 900, AWWA C 905, ANSI A21 10 (AWWA C110); at point of manufacture; submit manufacturer's written certification. 2.03 BENDS AND FITTINGS FOR PVC PRESSURE PIPE A Bends and Fittings: ANSI A21.10, ductile iron; ANSI A21 11 single rubber gasket push - on type joint, minimum 150 psi pressure rating. B Coatings and Linings: Conform to requirements of Section 02634 - Ductile -Iron Pipe and Fittings. 2.04 GRAVITY SANITARY SEWER PIPE A PVC gravity sanitary sewer pipe shall be in accordance with the provisions in the following table: WALL CONSTRUCTION MANUFACTURER PRODUCT OPTIONS ASTM DESIGNATION SDR STIFFNESS (MAX.) / (MIN.) DIAMETER SIZE RANGE Solid CertainTeed J-M Can Diamond Carlon -Tex Pipe Approved D3034 SDR 26 / PS 115 6" to 10" Approved D3034 SDR 35 / PS 46 12" & 15" Approved F679 SDR 35 / PS 46 18" to 27" Approved AWWA C900 DR 18 / N/A 4' to 12" Approved AWWA C905 DR 18 / N/A 14" to 36" Profile Contech ETI Lamson Ultra A-2000 -Rib Vylon Only included the Schedule when Bid in F949 F794 F794 N/A N/A N/A / 50 / 46 / 46 psi psi psi 12" 12" 21" to to to 36" 48" 48" B When solid wall PVC pipe 18 inches to 27 inches in diameter is required in SDR 26, provide pipe conforming to ASTM F679, except provide wall thickness as required for SDR 26 and pipe strength of 115 psi. C For sewers up to 12-inch-diameter crossing over waterlines, or crossing under waterlines with less than 2 feet separation, provide minimum 150 psi pressure -rated pipe conforming to ASTM D 2241 with suitable PVC adapter couplings. D Joints: Spigot and integral wall section bell with solid cross section elastometric or rubber ring gasket conforming to requirements of ASTM D 3212 and ASTM F 477, or ASTM E D 3139 and ASTM F 477, shall be provided. Gaskets shall be factory -assembled and securely bonded in place to prevent displacement. The manufacturer shall test a sample from each batch conforming to requirements ASTM D2444. 08/2002 02534-3 CITY OF PEARLAND PVC PIPE F Fittings: Provide PVC gravity sewer sanitary bends tee, or wye fittings for new sanitary sewer construction. PVC pipe fittings shall be full-bodied, either injection molded or factory fabricated. Saddle -type tee or wye fittings are not acceptable 2.05 SANITARY SEWER FORCE MAIN PIPE A Provide PVC pressure pipe conforming to the requirements for water service pipe, and conforming to the minimum working pressure rating specified in Section 02533 Sanitary Sewage Force Mains. B Acceptable pipe joints are integral bell -and -spigot, containing a bonded -in elastomeric sealing nng meeting the requirements of ASTM F 477. In designated areas requiring restrained joint pipe and fittings, use EBAA Iron Series 2000PV, Uniflange Series 1350 restrainer, or equal joint restraint device conforming to UNI-B-13, for PVC pipe 12-inch diameter and less. C Fittings: Provide ductile iron fittings as per Paragraph 2.03, except furnish all fittings with one of the following internal linings: 1. Nominal 40 mils (35 mils minimum) virgin polyethylene complying with ASTM D 1248, heat fused to the interior surface of the fitting, as manufactured by American Cast Iron Pipe "Polybond", or U.S. Pipe "Polyline" 2. Nominal 40 mils (35 mils minimum) polyurethane, Corro-pipe II by Madison Chemicals, Inc. 3. Nominal 40 mils (35 mils minimum) ceramic epoxy, Protecto 401 by Enduron Protective Coatings. D Exterior Protection. Provide polyethylene wrapping of ductile iron fittings as required by Section 02512 - Polyethylene Wrap. Hydrostatic Tests: Hydrostatically test pressure rated pipe in accordance with Paragraph 2.02 E. F Manufacturers: Approved manufacturers of pressure rated, solid wall PVC pipe for sanitary sewer force mains are: 1. J & M Manufacturing Company, Inc. 2. CertainTeed Corporation 3. Diamond Plastics Corporation 4. Carlon Company 5. North American Pipe Corporation (NAPCO) 3.0 EXECUTION 3.01 PROTECTION A Store pipe under cover out of direct sunlight and protect from excessive heat or harmful chemicals in accordance with the manufacturer s recommendations. 08/2002 02534-4 CITY OF PEARLAND PVC PIPE 3.02 INSTALLATION A Conform to requirements of Section 02510 - Water Mains, Section 02530 - Gravity Sanitary Sewers, Section 02533 - Sanitary Sewage Force Mains, and Section 02630 Storm Sewers. B Install PVC pipe in accordance with Section 02318 - Excavation and Backfill for Utilities, ASTM D 2321, and manufacturer s recommendations. C Water service pipe 12 inches in diameter and smaller: Installed to clear utility lines and have minimum 4 feet of cover below lowest property line grade of street, unless otherwise required by Drawings. D For water service, exclude use of PVC within 200 feet (along the public right-of-way) of underground storage tanks or in undeveloped commercial acreage. Underground storage tanks are primarily located on service stations but can exist at other commercial establishments. E Avoid imposing strains that will overstress or buckle the pipe when lowering pipe into trench. F Hand shovel pipe bedding under the pipe haunches and along the sides of the pipe barrel and compact to eliminate voids and ensure side support. END OF SECTION 08/2002 02534 5 CITY OF PEARLAND TAPPING SLEEVES AND VALVES Section 02540 TAPPING SLEEVES AND VALVES 1.0 GENERAL 1.01 SECTION INCLUDES A Tapping sleeves and valves for connections to existing water system. 1.02 UNIT PRICES A Measurement is on a lump sum basis for each tap. B Refer to Section 01200 - Measurement and Payment for unit price procedures. 1.03 SUBMITTALS A Submit product data in accordance with requirements of Section 01350 - Submittals. 1.04 QUALITY CONTROL A Provide manufacturer's affidavit that all valves purchased for tapping of existing waterlines confouun to Section 02541 - Water and Wastewater Line Valves and to apphcable requirements of AWWA C500 and that they have been satisfactorily tested in accordance with AWWA C500. 2.0 PRODUCTS 2.01 MATERIALS A Tapping Sleeves: 1. Tapping Sleeve Bodies: AWWA C110 ductile iron; stainless steel; in two sections to be bolted together with high -strength, corrosion -resistant, low -alloy, steel bolts; mechanical joint ends. 2. Branch Outlet of Tapping Sleeve: Flanged; machined recess; AWWA C207, Class D, ANSI 150 lb drilling Gasket: Affixed around recess of tap opening to preclude rolling or binding during installation. 3. Where fire service from 6-inch main is approved, use cast iron split sleeve. B Tapping Valves: Meet all requirements of Section 02541— Water and Wastewater Line Valves with following exceptions: 1. Inlet Flanges: a. AWWA C110; Class 125. b AWWA C110; Class 150 and higher* Minimum eight hole flange. 2. Outlet: Standard mechanical or push -on joint; to fit any standard tapping machine. 08/2002 02540-1 CITY OF PEARLAND TAPPING SLEEVES AND VALVES 3. Valve Seat Opening: Accommodate full-size shell cutter for nominal size tap without any contact with valve body; double disc. 4. Open Left operation only. C Valve Boxes Furnish and install according to Section 02520 — Valve Boxes, Meter Boxes, and Meter Vaults. 3.0 EXECUTION 3.01 GENERAL A Install tapping sleeves and valves at locations and of sizes as shown on Drawings. B Thoroughly clean tapping sleeve, tapping valve and pipe prior to installation and in • accordance with manufacturer's instructions. C Hydrostatically test installed tapping sleeve to 150 psig for a minimum of 15 minutes. Inspect sleeve for leaks, and remedy leaks prior to tapping operation. D When tapping concrete pressure pipe, size on size, use shell cutter one standard size smaller than waterline being tapped. E Do not use Large End Bell (LEB) increasers with a next size tap unless existing pipe is asbestos -cement. 3.02 INSTALLATION A Tighten bolts in proper sequence so that undue stress is not placed on pipe. B Align tapping valve properly and attach it to tapping sleeve. C Make tap with sharp, shell cutter: 1. For 12-inch and smaller tap, use minimum cutter diameter one-half inch less than nominal tap size. 2. For 16-inch and larger tap, use manufacturer's recommended cutter diameter. D Withdraw coupon and flush all cuttings from newly -made tap. E Wrap completed tapping sleeve and valve in accordance with Section 02512 — Polyethylene Wrap. F Place concrete thrust block behind tapping sleeve (NOT over tapping sleeve and valve). G Block under valve using concrete blocks. 08/2002 02540-2 CITY OF PEARLAND TAPPING SLEEVES AND VALVES H Request inspection of installation pnor to backfilling. I Backfill in accordance with Section 02318 — Excavation and Backfill for Utilities. END OF SECTION 08/2002 02540-3 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES Section 02541 WATER AND WASTEWATER LINE VALVES 1.0 GENERAL 1.01 SECTION INCLUDES A Gate valves, Plug Valves, Butterfly Valves, Air Release and Pressure Reducing Valves 1.02 MEASUREMENT AND PAYMENT A Unit Prices. 1. Unless otherwise noted, no separate payment will be made for valves under this Section. Include payment in unit price as listed in the Bid Schedule for water mains or sanitary sewer force mains. 2. Refer to Section 01200 - Measurement and Payment for unit price procedures. B Stipulated Price (Lump Sum). If the Contract is a Stipulated Price Contract, payment for work in this Section is included in the total Stipulated Price. 1.03 REFERENCES A ASTM A 307 - Carbon Steel Externally Threaded Standard Fasteners. B ASTM B 62 - Composition Bronze or Ounce Metal Casting. C ASTM D 429 - Test Methods for Rubber Property -Adhesion to Rigid Substrates. D ASTM B 763 - Copper Alloy Sand Casting for Valve Application. E AWWA C 500 - Gate Valves, 3 Through 48 in. NPS, for Water and Sewage Systems. F AWWA C 509 - Resilient -seated Gate Valves, 3 through 12 NPS, for Water and Sewage Systems. G AWWA C 550 - Protective Epoxy Interior Coatings for Valves and Hydrants. 1.04 SUBMITTALS A Submittals shall conform to requirements of Section 01350 - Submittal Procedures. B Submit manufacturer's product data for proposed valves for approval. 08/2002 02541-1 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 1.05 QUALITY CONTROL A Submit manufacturer's affidavit that gate valves are manufactured in the United States and conform to stated requirements of AWWA C 500, AWWA C 509, and this Section, and that they have been satisfactorily tested in the United States in accordance with AWWA C 500 and AWWA C 509. 2.0 PRODUCTS 2.01 GATE VALVES A Gate Valves: AWWA C 500, AWWA C 509 and additional requirements of this Section. Direct bury valves and those in subsurface vaults, aboveground and plant valves open counterclockwise. B If type of valve is not indicated on Drawings, use gate valves as line valves for sizes less than 16-inches. If type of valve is indicated, no substitute is allowed. C All Gate Valves 1-1/2 Inches in Diameter and Smaller: 125 psig; bronze; rising -stem; single -wedge; disc type, screwed ends; such as Crane No. 428, or approved equal. D Coatings for Gate Valves 2 Inches and Larger: AWWA C 550; Indurall 3300 or approved equal, non -toxic, imparts no taste to water, functions as physical, chemical, and electrical barrier between base metal and surroundings, minimum 8-mil-thick, fusion -bonded epoxy. Prior to assembly of valve, apply protective coating to intenor and exterior surfaces of body. E All Gate Valves 2 Inches in Diameter Iron body, double gate, non -rising stem, 150- pound test, 2-inch square nut operating counter -clockwise to open (open left). F Gate Valves 4 Inches to 12 Inches in Diameter: Non -directional, resilient seated (AWWA C 509) or parallel seat double disc (AWWA C 500), 200 psig, bronze mounting, push -on bell ends with rubber joint rings, and nut -operated unless otherwise specified. Provide resilient seated valves manufactured by Amencan Darling AFC-500, US Pipe Metroseal 200, or approved equal. Provide double disc valves manufactured by Amencan Darling 52, Clow F-6102 or approved equal. Comply with following requirements: 1. Design. Fully encapsulated rubber wedge or rubber seat ring mechanically attached with minimum 304 stainless -steel fasteners or screws; threaded connection isolated from water by compressed rubber around opening. 2. Body: Cast or ductile iron, flange bonnet and stuffing box together with ASTM A307 Grade B bolts. Manufacturer's initials, pressure rating, and year manufactured shall be cast in body. 3. Bronze. Valve components in waterway to contain not more than 15 percent zinc and not more than 2 percent aluminum. 08/2002 02541-2 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 4. Stems: ASTM B 763 bronze, alloy number 995 minimum yield strength of 40,000 psi; minimum elongation m 2-inches of 12 percent, non -rising. 5. 0-rings: AWWA C 509, sections 2.2.6 and 4.8.2. 6. Stem Seals: Consist of three 0-rings, two above and one below thrust collar with anti -friction washer located above thrust collar. 7. Stem Nut: Independent or integrally cast of ASTM B 62 bronze. 8. Resilient Wedge: Molded, synthetic rubber, vulcanized and bonded to cast or ductile iron wedge or attached with 304 stainless steel screws tested to meet or exceed ASTM D 429 Method B; seat against epoxy -coated surface in valve body. 9. Bolts: AWWA C 509 Section 4.4; stainless steel; cadmium plated, or zinc coated. G Gate Valves 16 Inches to 24 Inches in Diameter: AWWA C 500 by Mueller; push -on bell ends with rubber rings and nut -operated unless otherwise specified, double disc, 150 psi, and comply with the following: 1. Body: Cast or ductile iron; flange together bonnet and stuffing box with ASTM A 307 Grade B bolts. Manufacturer's initials, pressure rating, and year manufactured shall be cast in body Equip with rollers, tracks, and scrapers. 2. Stems: Machined from ASTM B 62 bronze rod with integral forged thrust collar machined to size; non -rising 3. Stem Seals: Consist of one 0-ring above and one 0-ring below thrust collar with anti -friction washer located above thrust collar for operating torque. 4. Stem Nut: Independent or integrally cast of ASTM B 62 bronze 5. Discs: Cast iron with bronze disc rings securely peened into machined dovetailed grooves. 6. Wedging Device: Solid bronze or cast-iron, bronze -mounted wedges. Thin plates or shapes integrally cast into cast-iron surfaces are acceptable. Other moving surfaces integral to wedging action shall be bronze monel or nickel alloy - to -iron. 7 Bronze Mounting: Built as integral unit mounted over, or supported on, cast- ironbase and of sufficient dimensions to be structurally sound and adequate for imposed forces. 8. Gear Cases: Cast iron furnished on 18-inch and larger valves and of extended type with steel side plates, lubricated, gear case enclosed with oil seal or 0-rings at shaft openings. 9. Stuffing Boxes: Located on top of bonnet and outside gear case. H Gate Valves 20 Inches and Larger: Furnish and equip with bypass valves. 1. Sizes: Provide 3-inch bypass valves for 16-inch through 20-inch gate valves. Provide 4-inch bypass valves for 24-inch gate valves. Valves 4 Inches through 12 Inches for Installation in Vertical Pipe Lines: Double disc, square bottom. J Valves 14 Inches and Larger for Installation in Horizontal Pipe Lines• Equipped with bronze shoes and slides. 08/2002 02541-3 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES K Gate Valves Installed at Greater than 4-foot Depth: Provide non -rising, extension stem having coupling sufficient to attach securely to operating nut of valve. Upper end of extension stem shall terminate in square wrench nut no deeper than 4 feet from finished grade. L All Gate Valves in Factory Mutual (Fire Service) Type Meter Installations: Conform to provisions of this specification; outside screw and yoke valves; carry label of Underwriters' Laboratories, Inc.; flanged, Class 125; open left or counter -clockwise. M Provide flanged joints when valve is connected to steel or PCCP. 2.02 BUTTERFLY VALVES AND ACTUATORS A Butterfly Valves and Actuators: Conform to AWWA C 504, except as modified or supplemented herein. Provide valves manufactured by Keystone International, American -Darling, or approved equal. B If type of valve is not indicated on Drawings, butterfly valves shall be used for line valve sizes 16-inch and larger. If type of valve is specified, no substitute will be allowed. C Butterfly valves shall be short -body, flanged design and installed at locations as shown on Drawings. D All Direct -Bury Valves, Valves in Subsurface Vaults: Above -ground and plant valves shall open counterclockwise. E Provide flanged joints when valve is connected to steel or PCCP. F Butterfly Valves and Actuators (Additional Requirements for Large -Diameter Water Mains) Valves larger than 72 inches in diameter shall have all components designed so that the allowable stresses at rated pressure shall not exceed one-third of the yield strength or one -fifth of the ultimate strength of the material used. Provide valves manufactured by Keystone International, American -Darting, or equal. 2.03 BUTTERFLY VALVE CONSTRUCTION A Valves AWWA C 504, Class 150B. Body: Cast iron, ASTM A 126, Class B. Flanges: ANSI B 16.1, Class 125 lb. B Discs for Butterfly Valves: Either cast iron or ductile iron. 08/2002 02541 4 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES C Seats: Buna-N or neoprene, and may be applied to disc or body. Seats shall be mechanically secured and may not rely solely on adhesive properties of epoxy or similar bonding agent to attach seat to body. Seats on disc shall be mechanically retained by stainless steel (18-8) retaining ring held in place by stainless steel (18-8) cap screws that pass through rubber seat for added retention. When seat is on disc, seat shall be retained in position by shoulders located on both disc and stainless -steel retaining ring. Mating surfaces for seats: Type 304 or 316, stainless steel and secured to disc by mechanical means. Sprayed -on or plated mating surfaces will not be allowed. D Coat interior wetted ferrous surfaces of valve, including disc, with epoxy suitable for potable -water conditions Epoxy, surface preparation, and epoxy application: In accordance with AWWA C 550 and coating manufacturer's recommendations. Provide two coats of two -component, high -build epoxy with minimum dry thickness of 10 mils. Epoxy coating: Indurall 3300 or approved equal. Coatings shall be holiday tested and measured for thickness. E Valve shaft and keys, dowel pins, or taper pins used for attaching valve shaft to valve disc: Type-304 or 316 stainless steel. Shaft Bearings: Stainless steel, bronze, nylon, or Teflon (supported by fiberglass mat or backing material with proven record of preventing Teflon flow under load) in accordance with AWWA C 504. F Packing: Field -adjustable, split-V type, and replaceable without removing operator assembly. G Retaining Hardware for Seats: Type 304 or 316 stainless steel. Nuts and screws used with clamps and discs for rubber seats shall be held securely with locktight, or other approved method, to prevent loosening by vibration or cavitational effects. H Valve disc shall seat in position at 90 degrees to the pipe axis and shall rotate 90 degrees between full -open and tight -closed position. Install valves with valve shafts horizontal and convex side of disc facmg anticipated direction of flow, except where shown otherwise on Drawings. 2.04 BUTTERFLY VALVE ACTUATOR CONSTRUCTION A Provide actuators for valves with size based on line velocity of 16 feet per second, and, unless otherwise shown on Drawings, equip with geared manual actuators. Provide fully enclosed and traveling -nut type, rack-and-pinion type, or worm -gear type for valves 24 inches and smaller. B Provide actuator designed for installation with valve shaft horizontal unless otherwise indicated on Drawings. C Provide valve shaft extended from valve to actuator. Space between actuator housing and valve body shall be completely enclosed so that no moving parts are exposed to soil or elements. 08/2002 02541-5 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES D Provide oil -tight and watertight actuator housings for valves, specifically designed for buried service or submerged service when located in valve vaults, and factory packed with suitable grease. E Install a valve position indicator on each actuator housing located above ground or in valve vaults. Valves shall be equipped with 2-inch actuator nut only F Indicate direction of opening of valve on exposed visible part of assembly. Valves are to open left (counter -clockwise). G Design worm -gear or traveling -nut actuators so that a torque of 150 foot-pounds, or less, will operate valve at most adverse condition for which valve is designed. Vertical axis of actuating nut shall not move as valve is opened or closed. H Install operating nut on property side of R.O.W. 2.05 VALVE BOXES A Provide standard A adjustable valve boxes only conforming to requirements of Section 02520 - Valve Boxes, Meter Boxes, and Meter Vaults. 2.06 VALVE SERVICE MANHOLES A For large -diameter water mains, provide manholes to dimensions shown on Drawings conforming to requirements of Section 02542 - Concrete Manholes. 2.07 AIR RELEASE AND VACUUM RELIEF VALVES A Air Release Valves: Apco No. 200, GA Industries Fig. 2-AR, or equal. Materials: body and cover, ASTM A48 Class 30, cast iron; float and leverage mechanism, ASTM A240 or A276 stainless steel; orifice and seat, stainless steel against Buna-N or Viton mechanically retained with hex head nut and bolt; other valve internals, stainless steel or bronze. Provide inlet and outlet connections, and orifice as shown on Drawings. B Air Release and Vacuum Valves: Provide single -body, standard combination or duplex - body custom combination valves as indicated on Drawings. 1. For 2-inch and 3-inch, single -body valves, provide inlet and outlet sizes as shown on Drawings and onfice sized for 100 psi working pressure. Valve materials: body, cover and baffle ASTM A48, Class 35, or ASTM A126, Grade B cast iron; plug or poppet, ASTM A276 stainless steel; float, ASTM A240 stainless steel; seat, Buna-N; other valve internals, stainless steel. Valve exterior. Painted with shop -applied primer suitable for contact with potable water. Provide Apco Model 145C or 147C, Va1-Matic Series 200, or equal valves. 08/2002 02541-6 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 2. For 3-inch and larger duplex body valves as shown on Drawings, provide Apco Series 1700 with No. 200 air release valve, GA Industries Fig. No AR/GH- 21K/280, or equal. Air and vacuum valve materials body and cover, ASTM A48, Class 35 cast iron; float, ASTM A240 stainless steel; seat, Type-304, stainless steel and Buna-N; other valve internals, stainless steel or bronze. Air release valve: Constructed as specified in paragraph above on Air Release Valves. C Vacuum Relief Valves. Provide air inlet vacuum relief valves with flanged inlet and outlet connections as shown on Drawings. Provide air release valves in combination with inlet and outlet, and orifice as shown on Drawings. Valve shall open under pressure differential not to exceed 0.25 psi. Provide Apco Series 1500 with a No. 200A air release valve, GA Industries Fig. No. HCARV, or approved equal. Materials for vacuum relief valves: valve body, ASTM A48, Class 35, cast iron seat and plug, ASTM B584 bronze, copper alloy 836; spring, ASTM A313, Type-304, stainless steel; bushing, ASTM B584 bronze, copper alloy 932; retaining screws, ASTM A276, Type-304, stainless steel. D Air Release Valve Vault as detailed in Drawings. 2.08 PRESSURE REDUCING VALVES A Provide Cla-Val Model 90-01, or approved equal, PRV with strainer in location and arrangement as shown on Drawings. Valve body ASTM A48, cast iron or ASTM A126, Class B, cast iron with ANSI B16.1, Class 125, flanges. Valve cover: ASTM A48 cast iron. Valve internals Type-303, stainless steel or B-62 bronze. Rubber parts: Buna-N. No leather parts shall be allowed. Resilient seat shall have rectangular cross section. B Control Tubing: Contain shutoff cocks with "Y" strainer. C PRV: Equip with valve position indicator. Initially set in field by authonzed manufacturer's representative with 60 psi downstream pressure. D Provide basket strainer upstream of PRV as shown on Drawings. Strainer body: quick - opening type, fabricated -steel construction with ANSI B16.1 Class 150, flanges. Basket: Type-304 stainless steel. Provide Hayward Model 90, or equal, for PRV 4-inch through 24-inch. Provide Hayward Model 510 or equal, for PRV 14 inches or greater when space limitations dictate the use of smaller strainer housing. E Pilot Systems for PRV: Adjustable and pressure sustaining. F Valve Box: Valve Box conforming to requirements of Section 02520 08/2002 02541-7 CITY OF PEARLAND WATER AND WASTEWATER LINE VALVES 3.0 EXECUTION 3.01 INSTALLATION A Earthwork. Conform to applicable provisions of Section 02318 - Excavation and Backfilling for Utilities. B Operation. Do not use valves for throttling without pnor approval of manufacturer. 3.02 SETTING VALVES AND VALVE BOXES A Remove foreign matter from within valves pnor to installation. Inspect valves in open and closed positions to verify that parts are in satisfactory working condition. B Install valves and valve boxes where shown on Drawings. Set valves plumb and as detailed. Center valve boxes on valves. Carefully tamp earth around each valve box for minimum radius of 4 feet, or to undisturbed trench face if less than 4 feet. Install valves completely closed when placed in water line. C For pipe section of each valve box, use only cast iron, ductile iron, or DR18 PVC pipe cut to proper length. Size to allow future operation of valve. Assemble and brace box in vertical position as indicated on Drawings. 3.03 DISINFECTION AND TESTING A Perform disinfection and testing of valves and appurtenances as required by Section 02510 - Water Mains. B Repair or replace valves, which exceed the allowable specified leakage rate. 3.04 PAINTING OF VALVES A Paint valves in vaults, stations, and above ground using ACRO Paint No. 2215, or approved equal. END OF SECTION 08/2002 02541-8 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES Section 02542 CONCRETE MANHOLES AND ACCESSORIES 1.0 GENERAL 1.01 SECTION INCLUDES A Cast -in -Place and Precast Concrete manholes for sanitary and storm sewers. B Iron castings for manhole frames and covers, inlet frames and grates, catch basin frames and grates, meter vault frames and covers, adjustment rings and extensions. C Ring grates. 1.02 UNIT PRICES A Measurement and payment for normal depth manholes, up to 8 feet deep, is on a unit price basis for each manhole installed. Depth is measured from top of cover to sewer invert. B Measurement and payment for shallow depth manholes if listed in the Bid Schedule is on a unit price basis for each manhole installed. Shallow manholes have a depth of 4 feet or less measured from the top of cover to sewer invert. C Measurement and payment for extra depth manholes is on a unit price basis per vertical foot for each foot of depth greater than 8 feet. Depth is measured from top of cover to sewer invert. D Measurement and payment for normal depth corrosion resistant manholes, up to 8 feet deep, is on a unit price basis for each manhole installed. Depth is measured from top of cover to sewer invert. E Measurement and payment for extra depth corrosion resistant manholes is on a unit price basis per vertical foot for each foot of depth greater than 8 feet. Depth is measured from top of cover to sewer invert. F Measurement and payment for normal depth standard manhole drops up to 3 feet deep is on a unit price basis for each drop installed. Depth is measured from the invert of the T- fitting to the sewer invert. Standard manhole drops include both internal and external drops. G Measurement and payment for extra depth manhole drops is on a unit price basis per vertical foot for each foot of depth greater than 3 feet. Depth is measured from the invert of the T-fitting to the sewer invert. Standard manhole drops include both internal and external drops. 08/2002 02542-1 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES H Measurement and payment for internal manhole drops shall be on a lump sum basis, regardless of depth. I Refer to Section 01200 - Measurement and Payment for unit price procedures. 1.03 SUBMITTALS A Conform to requirements of Section 01350 - Submittals. B Submit proposed design mix and test data for each type and strength of concrete. C Submit manufacturer's data and details of following items for approval: 1. Frames, grates, nngs, and covers. 2. Materials to be used in fabricating drop connections. 3. Materials to be used for pipe connections at manhole walls. 4. Materials to be used for stubs and stub plugs. 5. Plugs to be used for sanitary sewer hydrostatic testing. 6. Shop drawings of manhole sections and base units and construction details, including reinforcement, jointing methods, materials and dimensions. 7. Certification from manufacturer that precast manhole design is in full accordance with ASTM C 478 and design cntena as established in paragraph 2.03, E of this specification. 8. Materials and procedures for corrosion -resistant liner and coatings, if required. 9. Manufacturer's data for pre -mix (bag) concrete, if used for channel inverts and benches. D Provide shop drawings for fabrication and erection of casting assemblies. Include plans, elevations sections and connection details. Show anchorage and accessory items. Include setting drawings for location and installation of castings and anchorage devices. 2.0 PRODUCTS 2.01 CAST -IN -PLACE CONCRETE A Conform to requirements of Section 03300 - Cast -in -Place Concrete. B Manholes - Class A concrete with minimum compressive strength of 4000 psi unless otherwise indicated on Drawings or approved by the Engineer for use on extra depth units. 2.02 REINFORCING STEEL A Conform to requirements of Section 03300 - Cast -in -Place Concrete. 08/2002 02542-2 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 2.03 PRECAST CONCRETE MANHOLES A Use manhole sections and base sections conforming to ASTM C 478. Use base nser section with integral floors, unless shown otherwise. Provide adjustment rings which are standard components of the manufacturer of the manhole sections meeting material requirements of ASTM C 478. Mark date of manufacture and name or trademark of manufacturer on inside of barrel. B Construct barrels for precast manholes from 48-inch diameter standard reinforced concrete manhole sections unless otherwise indicated on Drawings. Use various lengths of manhole sections in combination to provide the correct height with the fewest joints. Wall sections shall be designed for depth as shown and loading conditions as described in paragraph 2.03, E, but shall not be less than 5 inches thick Base section shall have a minimum thickness of 12 inches under the invert. C Provide cone tops to receive cast iron frames and covers, unless indicated otherwise. Use tops designed to support an H-20 loading. D Where the Drawings indicate that manholes larger than 48-inch diameter are required, precast base sections of the required diameter shall be provided with flat slab top precast sections used to transition to 48-inch diameter manhole access riser sections. Transition can be concentric or eccentric. The transition shall be located to provide a minimum of 7-foot head clearance from the top of bench to underside of transition. E Design Loading Critena: The manhole walls, transition slabs, cone tops, and manhole base slab shall be designed by the manufacturer to the requirements of ASTM C 478 for the depth as shown on Drawings and the following design cnteria: 1. AASHTO H-20 loading applied to the manhole cover and transmitted down to the transition and base slabs. 2. Unit soil weight of 120 pcf located above all portions of the manhole, including base slab projections. 3. Lateral soil pressure based on saturated soil conditions producing an at -rest equivalent fluid pressure of 100 pcf, with soil pressure acting on empty manhole. 4. Internal liquid pressure based on a unit weight of 63 pcf with manhole filled with liquid from invert to cover, with no balancing external soil pressure. 5. Dead load of manhole sections fully supported by the transition and base slabs. 6. Design additional reinforcing steel to transfer stresses at openings. 7. The minimum clear distance between any two wall penetrations shall be 12 inches or half the diameter of the smaller penetration, whichever is greater. F Form joints between sections with o-ring gaskets conforming with ASTM C 443. G Do not incorporate manhole steps in manhole sections. H Do not use brick masonry in construction of sanitary sewer manholes. 08/2002 02542-3 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 2.04 MORTAR A Conform to requirements of ASTM C 270, Type S using Portland cement. 2.05 MISCELLANEOUS METALS A Provide cast-iron frames, grates, nngs, and covers conforming to requirements of this Section and the City of Pearland Standard Details. 2.06 DROP CONNECTIONS AND STUBS A Drop connections and stubs shall conform to the same pipe material requirements used in the main pipe, unless otherwise indicated on the Drawings. 2.07 PIPE CONNECTIONS A Use resilient connectors conforming to requirements of ASTM C 923. Metallic mechanical devices as defined in ASTM C 923 shall be made of the following materials: 1. External clamps: Type 304 stainless steel 2. Internal, expandable clamps on standard manholes:Type 304 stainless steel, 11 gage minimum. 3. Internal expandable clamps on corrosion -resistant manholes: a. Type 316 stainless steel, 11 gage minimum , or b. Type 304 stainless steel, 11 gage minimum, coated with minimum 16 mil fusion -bonded epoxy conforming to AWWA C 213. 4. All precast openings shall be fully circular, 360° openings. B Where rigid joints between pipe and a cast -in -place manhole base are specified or shown on the Drawings, use polyethylene -isoprene waterstop meeting the physical property requirements of ASTM C 923, Press -Seal WS Series, or equal. C Storm sewer pipe connections: 1. Connections acceptable for sanitary sewers. 2. Line pipe grouted in place with mortar. 2.08 SEALANT MATERIALS A Sealing materials between precast concrete adjustment ring and manhole cover frame shall be Adeka Ultraseal P201, or approved equal. 2.09 CORROSION RESISTANT MANHOLE MATERIALS A Where corrosion -resistant manholes are indicated on the Drawings, provide the following: 1. Neopoxy NPR-5300 or approved equal for precast cylindrical manhole section, base sections, and cone sections. 08/2002 02542-4 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 2.10 BACKFILL MATERIALS A Backfill materials shall conform to the requirements of Section 02318 - Excavation and Backfill for Utilities. 2.11 NON -SHRINK GROUT A For non -shrink grout, use prepackaged, inorganic, flowable, non -gas -liberating, non- metallic, cement -based grout requinng only the addition of water. It shall meet the requirements of ASTM C 1107 and shall have a minimum 28-day compressive strength of 7000 psi. 2.12 CASTINGS A Castings for frames, grates rings and covers shall conform to City of Pearland Standard Details and shall be ASTM A48, Class 30. Provide locking covers if indicated on Drawings. B Castings shall be capable of withstanding the application of an AASHTO H-20 loadmg without permanent deformation. C Fabricate castings to conform to the shapes, dimensions, and with wording or logos shown on the Drawings. D Castings shall be clean, free from blowholes and other surface imperfections. Cast holes in covers shall be clean and symmetrical, free of plugs. 2.13 BEARING SURFACES A Machine bearing surfaces between covers or grates and their respective frames so that even beanng is provided for any position in which the casting maybe seated in the frame. 2.14 SPECIAL FRAMES AND COVERS A Where indicated on the Drawings, provide watertight manhole frames and covers with a minimum of four bolts and a gasket designed to seal cover to frame. Supply watertight manhole covers and frames, Model R-1916 manufactured by Neenah Foundry Company, Model V-2420 by Vulcan Foundry, or approval equal. 2.15 FABRICATED RING GRATES A Ring grates shall be fabricated from reinforcing steel conforming to ASTM A615. B Welds connecting the bars shall conform to AWS D12.1. 2.16 INFLOW PREVENTERS A Provide stainless steel inflow preventers on all sanitary sewer manholes. 08/2002 02542-5 CITYOFPEARLAND CONCRETE MANHOLES AND ACCESSORIES 3.0 EXECUTION 3.01 EXAMINATION A Verify lines and grades are correct. B Determine if the subgrade, when scarified and recompacted, can be compacted to 95 percent of maximum Standard Proctor Density according to ASTM D 698 prior to placement of foundation material and base section If it cannot be compacted to that density, the subgrade shall be moisture conditioned until that density can be reached or shall be treated as an unstable subgrade. C Do not build sanitary or storm sewer manholes in ditches, swales, or drainage paths unless approved by the Engineer. 3.02 CAST -IN -PLACE MANHOLES A Construct manholes to dimensions shown on Drawings. Commence construction as soon as possible after pipes are laid. B Unstable Subgrade Treatment' When unstable subgrade is encountered the subgrade will be examined by the Engineer to determine if the subgrade has heaved upwards after being excavated. If heaving has not occurred, the subgrade shall be over -excavated to allow for a 24-inch thick layer of crushed stone wrapped in filter fabric as the foundation material under the manhole base. If there is evidence of heaving, a pile -supported concrete foundation, as detailed on the Drawings, shall be provided under the manhole base, when indicated by the Engineer. C Cast manhole foundations and walls monolithically. A cold joint with approved water stop will be allowed when the manhole flow line depth exceeds 12 feet. No other joints will be allowed unless shown on Drawings or approved by the Engineer. D Place, finish and cure concrete for manholes following the procedures given in Section 03300 - Cast -in -Place Concrete, for concrete containing microsihca admixtures. 3.03 PLACEMENT OF PRECAST MANHOLES A Install precast manholes to conform to locations and dimensions shown on Drawings. B Place manholes at points of change of alignment, grade, size, pipe intersections, and end of sewer. 3.04 MANHOLE BASE SECTIONS AND FOUNDATIONS A Place precast base on 12-inch-thick (minimum) foundation of cement stabilized sand or a concrete foundation slab. Compact cement -sand in accordance with requirements of Section 02318 - Excavation and Backfill for Utilities. 08/2002 02542-6 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES B Unstable Subgrade Treatment: When unstable subgrade is encountered, the subgrade will be examined by the Engineer to determine if the subgrade has heaved upwards after being excavated. If heaving has not occurred, the subgrade shall be over -excavated to allow for a 24-inch thick layer of crushed stone wrapped in filter fabric as the foundation material under the manhole base. If there is evidence of heaving, a pile -supported concrete foundation, as detailed on the Drawings, shall be provided under the manhole base, when indicated by the Engineer. 3.05 PRECAST MANHOLE SECTIONS A Install sections, joints, and gaskets in accordance with manufacturer's printed recommendations. B Install precast or steel adjustment rings above tops of cones or flat -top sections as required to adjust the finished elevation and to support manhole frame. C Seal any lifting holes with non -shrink grout. D Where PVC liners are required, seal joints between sections in accordance with manufacturers recommendations. 3.06 PIPE CONNECTIONS AT MANHOLE A Install approved resilient connectors at each pipe entering and exiting sanitary sewer manholes in accordance with manufacturer's instructions. B Ensure that no concrete, cement stabilized sand, fill or other rigid material is allowed to enter the space between the pipe and the edge of the wall opening at and around the resilient connector on either the interior or exterior of the manhole. If necessary, fill the space with a compressible material to guarantee the full flexibility provided by the resilient connector. All pipe openings shall be fully circular, 360° openings. C Where a new manhole is to be constructed on an existing sewer install a waterstop gasket around the existing pipe at the center of the cast -in -place wall Join ends of split waterstop material at the pipe spnnghne using an adhesive recommended and supplied by the waterstop manufacturer. D Do not construct joints on sanitary sewer pipe within wall sections of manholes. Use approved connection material. E Construct pipe stubs with resilient connectors for future connections at locations and with material indicated on Drawings. Install approved stub plugs at interior of manhole. F Test connection for watertight seal before backfilling. 08/2002 02542 7 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 3.07 INVERTS FOR SANITARY SEWERS A Construct invert channels to provide a smooth flow transition waterway with no disruption of flow at pipe -manhole connections. Conform to following criteria: 1. Slope of invert bench: 1 inch per foot minimum; 1-1/2 inch per foot maximum. 2. Depth of bench to invert a. Pipes smaller than 15-inches: one-half largest pipe diameter b. Pipes 15 to 24-inches: three -fourths the largest pipe diameter c. Pipes larger than 24-inches: equal to the largest pipe diameter 3. Invert slope through manhole: 0 10-foot drop across manhole with smooth transition of invert through manhole, unless otherwise indicated on Drawings. B Form invert channels with class A concrete if not integral with manhole base. For direction changes of mains, construct channels tangent to mams with maximum possible radius of curvature. Provide curves for side inlets and smooth invert fillets for flow transition between pipe inverts. 3.08 DROP CONNECTIONS FOR SANITARY SEWERS A Construct drop connections with same materials used in main pipe unless otherwise indicated on Drawings or approved by the Engineer. Install a drop connection when a sewer hne enters a manhole higher than 30-inches above the invert of the manhole. B Encase drop assembly with class A concrete to form a solid mass. Extend concrete outside of bells a minimum of 4 inches. Cast base of encasement monolithically with manhole base and ensure concrete bonds to exterior manhole wall. C Terminate encasement of blind drops a minimum of 5 inches below top of bell and not less than 12 inches above top of next lower bell. Install approved plug at bell. 3.09 MANHOLE FRAME AND ADJUSTMENT RINGS A Combine precast concrete adjustment rings so that the elevation of the installed casting cover is 3/8 inch below the pavement surface. Seal between adjustment nng and the manhole top with non -shrink grout; do not use mortar between adjustment rings. Apply a latex -based bonding agent to concrete surfaces to be joined with non -shank grout Set the cast iron frame on the adjustment ring in a bed of approved sealant. The sealant bed shall consist of two beads of sealant, each bead having minimum dimensions of 1/2-inch and 3/4-inch wide. B For manholes in unpaved areas, top of frame shall be set a minimum of 6 inches above existing ground line unless otherwise indicated on Drawings. In unpaved areas, encase the manhole frame in mortar or non -shrink grout placed flush with the face of the manhole ring and the top edge of the frame. Provide a rounded corner around the perimeter. 08/2002 02542-8 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 3.10 BACKFILL • A Place and compact backfill materials in the area of excavation surrounding manholes in accordance with requirements of Section 02318 - Excavation and Backfill for Utihties. Use embedment zone backfill material, as specified for the adjacent utilities, from manhole foundation up to an elevation 12 inches over each pipe connected to the manhole. Provide trench zone backfill, as specified for the adjacent utilities, above the embedment zone backfill. B Where rigid joints are used for connecting existing sewers to the manhole, backfill under the existing sewer up to the springline of the pipe with Class B concrete or flowable fill. C In unpaved areas, provide positive drainage away from manhole frame to natural grade. Provide a minimum of 4 inches of topsoil conforming to requirements of Section 02910 - Topsoil Seed in accordance with Section 02921 - Hydromulch Seeding. If shown on Drawings, sod disturbed areas in accordance with Section 02922 - Sodding. 3.11 FIELD QUALITY CONTROL A Conduct leakage testing of manholes in accordance with requirements of Section 02530 - Gravity Sanitary Sewers. 3.12 PROTECTION A Protect manholes from damage until subsequent work has been accepted. Repair or replace damaged elements of manholes at no additional cost to the Owner. END OF SECTION 08/2002 02542-9 CITY OF PEARLAND FRAMES, GRATES, RINGS, AND COVERS 1.0 GENERAL Section 02603 FRAMES, GRATES, RINGS, AND COVERS 1.01 SECTION INCLUDES A Iron castings for manhole frames and covers, inlet frames and grates, catch basin frames and grates, meter vault frames and covers, adjustment rings and extensions. B Ring grates. 1.02 UNIT PRICES A No payment will be made for frames, grates, rings, covers, and seals under this Section. Include payment in unit price for related item. 1.03 SUBMITTALS A Submit product data in accordance with Section 01350 - Submittals. B Provide copies of manufacturer's specifications, load tables, dimension diagrams, anchor details, and installation instructions. Manufacturer shall be East Jordan Iron Works, Inc. or approved equal. C Provide shop drawings for fabrication and erection of casting assemblies. Include plans, elevations sections and connection details. Show anchorage and accessory items. Include setting drawings for location and installation of castings and anchorage devices. 2.0 PRODUCTS 2.01 CASTINGS A Castings for frames, grates, rings and covers shall conform to ASTM A48, Class 35B and AASHTO M306. Provide locking covers if indicated on Drawings. Provide stainless steel inflow preventers on all sanitary sewer manholes. B Castings shall be capable of withstanding the application of an AASHTO H-20 loading without permanent deformation. C Fabricate castings to conform to the shapes, dimensions, and with wording or logos shown on the Drawings. D Castings shall be 75% post -consumer recycled material, clean, free from blowholes and other surface imperfections. Cast holes in covers shall be clean and symmetrical, free of plugs. 08/2002 02603-1 CITY OF PEARLAND FRAMES, GRATES, RINGS, AND COVERS 2.02 BEARING SURFACES A Machine bearing surfaces between covers or grates and their respective frames so that even bearing is provided for any position in which the casting may be seated in the frame. 2.03 SPECIAL FRAMES AND COVERS A Where indicated on the Drawings, provide inflow preventers and watertight manhole frames and covers with a minimum of four bolts and a gasket designed to seal cover to frame. Supply watertight manhole covers and frames, Model R-1916 manufactured by Neenah Foundry Company, Model V-2420 by Vulcan Foundry, or approval equal. 2.04 FABRICATED RING GRATES A Ring grates shall be fabricated from reinforcing steel conforming to ASTM A615. B Welds connecting the bars shall conform to AWS D12.1. 3.0 EXECUTION 3.01 INSTALLATION A Install castings according to approved shop drawings instructions given in related specifications, and applicable directions from the manufacturer's printed materials. B Set castings accurately at required locations to proper alignment and elevation. Keep castings plumb, level, true and free of rack Measure location accurately from established lines and grades. Brace or anchor frames temporarily in formwork until permanently set. C Ring grates shall be fabricated in accordance with drawings and shall be set in mortar in the mouth of the pipe bell. END OF SECTION 08/2002 02603-2 CITY OF PEARLAND STORM SEWERS Section 02630 STORM SEWERS 1.0 GENERAL 1.01 SECTION INCLUDES A Storm sewers and appurtenances. 1.02 UNIT PRICES A Measurement for storm sewers shall be included in the lump sum price bid for each lift station. B No separate payment will be made for earthwork, connections to existing manholes and pipe, accessories, equipment and execution required or incidental to storm sewer work. Include payment in unit price for pipe. C Refer to Section 01200 - Measurement and Payment for unit price procedures. 1.03 SUBMITTALS A Submittals shall conform to requirements of Section 01350 - Submittals. B Submit manufacturer's literature for product specifications and installation instructions. C Submit test reports as specified in Part 3 of this Section. 1.04 QUALITY ASSURANCE A The condition for acceptance will be a storm sewer that is watertight both in pipe -to -pipe joints and in pipe -to -manhole connections. 1.05 PRODUCT DELIVERY, STORAGE AND HANDLING A Comply with manufacturer's recommendations. B Handle pipe, fittings, and accessones carefully with approved handling devices. Do not drop or roll pipe off trucks or trailers. Materials cracked, gouged, chipped, dented, or otherwise damaged will not be approved for installation. C Store pipe and fittings on heavy timbers or platforms to avoid contact with the ground. D Unload pipe, fittings, and specials as close as practical to the location of installation to avoid unnecessary handling. E Keep intenors of pipe and fittings completely free of dirt and foreign matter. 08/2002 02630-1 CITY OF PEARLAND STORM SEWERS 2.0 PRODUCTS 2.01 PIPE MATERIAL A Piping materials for storm sewers shall be of the sizes and types indicated on the Drawings. B Matenals for pipe and fittings, other than those specified or referenced, may be considered for use in storm sewers. C For consideration of other materials, submit complete manufacturer's data including materials, sizes flow carrying capacity, installation procedures, and history of similar installations to Engineer for pre -bid evaluations, if allowed, or as a substitution. 2.02 REINFORCED CONCRETE PIPE A Circular reinforced concrete pipe shall conform to requirements of ASTM C76, for Class III wall thickness. Joints shall be rubber gasketed conforming to ASTM C443. B Reinforced concrete arch pipe shall conform to the requirements of ASTM C506 for Class A -III. Joints shall conform to ASTM C877. C Reinforced concrete elliptical pipe, either vertical or horizontal, shall conform to the requirements of ASTM C507 for Class VE-III for vertical or Class HE -III for horizontal. Joints shall be rubber gaskets conforming to ASTM C877. D Reinforced concrete D-load pipe shall conform to the requirements of ASTM C655. E When approved by the Engineer, high density polyethylene, corrugated drainage pipe meeting requirements of AASHTO M252 or M294 and ASTM D3350, Hancor or equal. 2.03 PRECAST REINFORCED CONCRETE BOX SEWERS A All box sewer sections shall conform to ASTM C789 or ASTM C850, as indicated on the Drawings. B All pipe and boxes shall be machine -made or cast by a process which will provide for uniform placement of concrete in the forms and compaction by mechanical devices which will assure a dense concrete. C Concrete shall conform to requirements of Section 03300. D Concrete shall be mixed in a central batch plant or other batching facility from which the quality and uniformity of the concrete can be assured. Transit -mixed concrete is not acceptable. 08/2002 02630-2 CITY OF PEARLAND STORM SEWERS 2.04 CORRUGATED METAL PIPE AND FITTINGS A Corrugated metal pipe may be galvanized steel, aluminized steel, aluminum or precoated galvanized steel as indicated on Drawings and conforming to the following: Galvanized Steel AASHTO M 218 Aluminized Steel AASHTO M 274 Aluminum AASHTO M 197 Precoated Galvanized Steel AASHTO M 246 1. Reference to gauge of metal is to U.S Standard Gauge for uncoated sheets. Tables in AASHTO M 218 and AASHTO M 274 list thicknesses for coated sheets in inches. The tables in AASHTO M 197 list thicknesses in inches for clad aluminum sheets. B Coupling bands and other hardware for galvanized or aluminized steel pipe shall conform to requirements of AASHTO M 36 for steel pipe and AASHTO M 196 for aluminum pipe. 1. Coupling bands shall be not more than 3 nominal sheet thicknesses lighter than thickness of pipe to be connected and in no case lighter than 0.052 inch for steel or 0.048 inch for aluminum. 2. Coupling bands shall be made of same base metal and coating (metallic or otherwise) as pipe. 3. Minimum width of corrugated locking bands shall be as shown below for corrugations which correspond to end circumferential corrugations on pipes being joined: a. 10-1/2 inches wide for 2-2/3-inch x 1/2-inch corrugations. b 12 inches wide for 3-inch x 1-inch corrugations. 4. Helical pipe without circumferential end corrugations will be permitted only when it is necessary to join a new pipe to an existing pipe which was installed with no circumferential end corrugations. In this event pipe furnished with helical corrugations at ends shall be field jointed with either helically corrugated bands or with bands with projections (dimples) The minimum width of helical corrugated bands shall conform to the following: a. 12 inches wide for 1/2-inch-deep helical end corrugations. b. 14 inches wide for one -inch -deep helical end corrugations. 5. Bands with projections shall have circumferential rows of projections with one projection for each corrugation. Width of bands with projections shall be not less than the following: a. 12 inches wide for pipe diameters up to and including 72 inches. Bands shall have two circumferential rows of projections. b. 16-1/4 inches wide for pipe diameters of 78 inches and greater. Bands shall have four circumferential rows of projections. 6. Bolts for coupling bands shall be 1/2-inch diameter. Bands 12 inches wide or less will have a minimum of 2 bolts per end at each connection, and bands greater than 12 inches wide shall have a minimum of 3 bolts at each connection 08/2002 02630-3 CITY OF PEARLAND STORM SEWERS 7. Galvanized bolts may be hot dip galvanized in accordance with requirements of AASHTO M 232, mechanically galvanized to provide same requirements as AASHTO M 232, or electrogalvanized per ASTM B 633, Type RS. C Bituminous coated pipe or pipe arch shall be coated inside and out with a bituminous coating which shall meet these performance requirements and requirements of AASHTO M 190. 1. Pipe shall be uniformly coated inside and out to a minimum thickness of 0.05 inch, measured on crests of corrugations. 2. Bituminous coating shall adhere to the metal so that it will not chip, crack, or peel during handling and placement and shall protect pipe from corrosion and deterioration. 3. Where a paved invert is shown on Drawings, pipe or pipe arch, in addition to fully- coated treatment described above, shall receive additional bituminous material, same as specified above, applied to the bottom quarter of circumference to form a smooth pavement. Maintain a minimum thickness of 1/8 inch above crests of corrugations. Furnish all fittings and specials required for bends, end sections, branches, access manholes, and connections to other fittings. Design fittings and specials in accordance with Drawings and ASTM A 760. Fittings and specials are subject to same internal and external loads as straight pipe. 2.05 PIPE FABRICATION A Steel Pipe: 1. Galvanized or aluminized steel pipe shall be full circle or arch pipe conforming to AASHTO M 36, Type I, Type IA, or Type II, as indicated on the Drawings. 2. Fabrication with circumferential corrugations, lap joint construction with riveted or spot-welded seams, helical corrugations with continuous helical lock seam, or ultra -high frequency resistance butt -welded seams is acceptable. B Aluminum Pipe* 1. Pipe shall conform to the requirements of AASHTO M 196, Type I, Type IA, circular pipe, or Type II, pipe arch as indicated on the Drawings. 2. Fabrication with circumferential corrugations, lap joint construction with riveted or spot-welded seams, or helical corrugations with a continuous helical lock seam. 3. Portions of aluminum pipe that will be in contact with concrete or metal other than aluminum, shall be insulated from these matenals with a coating of bituminous material meeting requirements of AASHTO M 190. Extend coating a minimum distance of one foot beyond area of contact. C Precoated Galvanized Steel Pipe: 1. Pipe shall be full circle or arch pipe conforming to AASHTO M 245, Type I, Type IA or Type II as indicated on the Drawings. 08/2002 02630-4 CITY OF PEARLAND STORM SEWERS 2. Fabrication with circumferential corrugations, lap joint construction with riveted seams, or helical lock seams is acceptable. 3. Inside and outside coating shall be a minimum of 10 mils. 2.06 SOURCE QUALITY CONTROL A Tolerances: Allowable casting tolerances for concrete units are plus or minus 1/4 inch from dimensions shown on the Drawings. Concrete thickness in excess of that required will not constitute cause for rejection provided that such excess thickness does not interfere with proper jointing operations. B Precast Unit Identification: Mark date of manufacture and name or trademark of manufacturer clearly on the inside of inlet, headwall or wingwall. C Rejection: Precast units may be rejected for non -conformity with these specifications and for any of the following reasons: 1. Fractures or cracks passing through the shell, except for a single end crack that does not exceed the depth of the joint. 2. Surface defects indicating honeycombed or open texture. 3. Damaged or misshaped ends, where such damage would prevent making a satisfactory joint. D Replacement: Immediately remove rejected units from the work site and replace with acceptable units. E Repairs: Occasional imperfections resulting from manufacture or accidental damage may be repaired if, in the opinion of the Engineer, repaired units conform with requirements of these specifications. 2.07 BEDDING, BACKFILL, AND TOPSOIL MATERIAL A Bedding and Backfill Material Conform to drawings and requirements of Sections 02318 - Excavation and Backfill for Utilities. B Topsoil: Conform to requirements of Section 02910 - Topsoil. 3.0 EXECUTION 3.01 PREPARATION A Set up street detours and barricades in preparation for excavation if construction will affect traffic. Conform to requirements of Section 01555 - Traffic Control and Regulation. 08/2002 02630-5 CITY OF PEARLAND STORM SEWERS B Provide barricades and warning hghts and signs, for excavations Conform to requirements of Section 01555 - Traffic Control and Regulation. Maintain barricades and warning lights for streets and intersections where work is in progress or where affected by the work and is considered hazardous to traffic movements. C Perform work in accordance with OSHA standards. Employ a Trench Safety System as specified in Section 01570 - Trench Safety Systems for excavations over 5 feet deep. D Immediately notify the agency or company owning any utility line which is damaged, broken or disturbed. Obtain approval from Engineer and agency for any repairs or relocations, either temporary or permanent. E Remove old pavements and structures including sidewalks and driveways in accordance with requirements of Section 02220 - Site Demolition. F Install and operate necessary dewatering and surface water control measures in accordance with Section 01564 - Control of Ground Water and Surface Water. 3.02 EARTHWORK A Excavate in accordance with requirements of Section 02318 - Excavation and Backfill for Utilities, except where tunneling or jacking methods are shown on the Drawings. When pipes are laid in a trench, the trench when completed and shaped to receive the pipe, shall be of sufficient width to provide free working space for satisfactory bedding and jointing and thorough tamping of backfill and bedding material under and around pipe B Bed pipe in accordance with Drawings When requested by Engineer, furnish a simple template for each size and shape of pipe for use in checking shaping of bedding. Template shall consist of a thin plate or board cut to match lower half of cross section. C Where rock in either ledge or boulder form exists below pipe, remove the rock below grade and replace with suitable materials so that a slightly yielding compacted earth cushion is provided below pipe a minimum of 12 inches thick. D Where soil encountered at established grade is quicksand, muck or similar unstable matenals, such unstable soil shall be removed and replaced in accordance with requirements of Section 02318 - Excavation and Backfill for Utilities. Do not allow cement stabilized matenals for backfill to come into contact with any uncoated aluminum or aluminized pipe surface. E After metal pipe structure has been completely assembled on proper line and grade and headwalls constructed when required by the drawing details, place selected material from excavation or borrow along both sides of the completed structures equally, in uniform layers not exceeding 6 inches in depth (loose measurement), wetted if required and thoroughly compacted between adjacent structures and between structure and sides of 08/2002 02630-6 CITY OF PEARLAND STORM SEWERS • trench, or for a distance each side of structure equal to diameter of pipe. Backfill material shall be compacted to the same density requirements as specified for adjoining sections of embankment in accordance with specifications. Above three -fourths point of structure, place uniformly on each side of pipe in layers not to exceed 12 inches. F Only hand operated tamping equipment will be allowed within vertical planes 2 feet beyond horizontal projection of outside surface of structure for backfilling, until a minimum cover of 12 inches is obtained. Remove and replace damaged pipe. G Do not permit heavy earth moving equipment to haul over structure until a minimum of 4 feet of permanent or temporary compacted fill has been placed. H Dunng backfilling, obtain uniform backfill matenal and uniform compacted density throughout length of structure so that unequal pressure will be avoided. Provide proper backfill under structure. Prior to adding each new layer of loose backfill material, an inspection will be made of inside periphery of structure for local or unequal deformation caused by improper construction methods. Evidence of deformation will be reason for such corrective measures as may be directed by Engineer. 3.03 CORRUGATED METAL PIPE INSTALLATION A Place pipes on prepared foundation starting at outlet end. Join sections firmly together, with side laps or circumferential joints pointing upstream and with longitudinal laps on sides. B Metal in joints which is not protected by galvanizing or aluminizing shall be coated with an approved asphaltum paint. C Provide proper equipment for hoisting and lowering sections of pipe into trench without damaging pipe or disturbing prepared foundation and sides of trench. Pipe which is not in alignment or which shows undue settlement after laying, or is damaged, shall be taken up and relaid. 08/2002 02630-7 CITY OF PEARLAND STORM SEWERS D Multiple installations of corrugated metal pipe and pipe arches shall be laid with the center lines of individual barrels parallel. Unless otherwise indicated on the Drawings, maintain the following clear distances between outer surfaces of adjacent pipes: DIAMETER CLEAR DISTANCE BETWEEN PIPES PIPE ARCH OF PIPE FULL CIRCLE AND PIPE ARCH DESIGN NO. 18" l' 2' 2 24" l' 5" 3 30" 1' 8" 4 36" 1' 11" 5 42" 2' 2" 6 48" 2' 5" 7 54" 2' 10" 8 60" 84" 3' 2" 9 — 90" 3' 5" 10 & Over —120" E Where extensions are attached to existing structures, install a proper connection between structure and existing as indicated on Drawings, coat the connection with bituminous material when required. F When existing headwalls and aprons are indicated for reuse on the Drawings, sever portion to be reused from the existing culvert, and relocate to prepared position. Damaged headwalls, aprons or pipes attached to the headwall, shall be restored to their original condition. 3.04 JOINTING A Field joints shall maintain pipe alignment during construction and prevent infiltration of side material. B Coupling bands shall lap equally on pipes being connected to form a tightly -closed joint. C Use corrugated locking bands to field join pipes furnished with circumferential corrugations including pipe with helical corrugations having reformed circumferential corrugations on ends. Fit locking bands into a minimum of one full circumferential corrugation of pipe ends being coupled. 3.05 CONCRETE PIPE INSTALLATION A Install in accordance with the drawings and pipe manufacturer's recommendations and as specified in this Section. 08/2002 02630-8 CITY OF PEARLAND STORM SEWERS B Install pipe only after excavation is completed, the bottom of the trench shaped, bedding material is installed, and the trench has been approved by the Engineer. C Install pipe to the line and grade indicated. Place pipe so that it has continuous bearing of barrel on bedding matenal and is laid in the trench so the interior surfaces of the pipe follow the grades and alignments indicated. D Install pipe with the spigot ends toward the direction of flow. E Form a concentric joint with each section of adjoining pipe so as to prevent offsets. F Place and drive home newly laid sections with come -a -long winches so as to eliminate damage to sections. Use of back hoes or similar powered equipment will not be allowed unless protective measures are provided and approved in advance by the Engineer. G Keep the interior of pipe clean as the installation progresses. Where cleaning after laying the pipe is difficult because of small pipe size, use a suitable swab or drag in the pipe and pull it forward past each joint immediately after the joint has been completed. H Keep excavations free of water during construction and until final inspection. I When work is not in progress, cover the exposed ends of pipes with an approved plug to prevent foreign material from entering the pipe. 3.06 PIPE INSTALLATION OTHER THAN OPEN CUT A For installation of pipe by augering, boring, or jacking pipe, conform to requirements of Section 02415 - Pipe and Casing Augering. 3.07 CONNECTIONS A Connect inlet leads to the inlets as shown on the Drawings. Use non -shrink grout jointing material as shown on the Drawing or as approved. Make connections water tight. 3.08 FINISHES A Cut off inlet leads neatly at the inside face of inlet wall. Point up with mortar or field galvenizing. B When the box section of the inlet has been completed, shape the floor of the inlet with mortar to conform to the detailed Drawings. C Finish concrete surfaces in accordance with requirements of Section 03300. 08/2002 02630-9 CITY OF PEARLAND STORM SEWERS 3.09 BACKFILL AND SITE CLEANUP A Backfill the trench only after pipe installation is approved by the Engineer. B Bed pipes with materials conforming to requirements of Section 02318 - Excavation and Backfill for Utilities and as indicated on Drawings. C Backfill and compact soil in accordance with Section 02318 - Excavation and Backfill for Utihties. D Repair and replace removed or damaged pavement and sidewalks as specified in Section 02980 - Pavement Repair and Resurfacing. E . In unpaved areas, grade surface as a uniform slope to natural grade as indicated on the Drawings. Provide a minimum of 4 inches of topsoil and seed according to requirements of Section 02921 - Hydromulch Seeding. F Conform to requirements of Section 01562 - Waste Material Disposal. END OF SECTION 08/2002 02630-10 CITY OF PEARLAND PRECAST CONCRETE INLETS, HEADWALLS, AND WINGWALLS Section 02631 PRECAST CONCRETE INLETS, HEADWALLS, AND WINGWALLS 1.0 GENERAL 1.01 SECTION INCLUDES A Precast concrete inlets for storm or sanitary sewers, including cast iron frame and plate or grate. B Precast concrete headwalls and wingwalls for storm sewers. 1.02 UNIT PRICES A Measurement and payment to be included in lump sum price bid for each lift station. 1.03 DEFINITIONS A Normal Depth Type A, Type B, Type C and Type E Inlets: Depth of 2.25 feet or less (2'- 3 ') plus pipe inside diameter when measured from grating, bottom of gutter, or throat to flow line of inlet lead. B Normal Depth Type BB Inlet: Depth of 2.55 feet (2'-6-5/8") plus pipe inside diameter when measured from curb beam to flow line of inlet lead. C Extra Depth Inlet: Specified depth exceeding normal depth for the type inlet used. 1.04 SUBMITTALS A Submittal shall conform to requirements of Section 01350 - Submittals. B Submit shop drawings for approval of design and construction details for precast concrete inlets, headwalls and wingwalls. Precast units differing from the standard designs shown on the Drawings will be rejected unless submittals are made and approved. Submittals must clearly show that the proposed substitution is equal or superior in every respect to the standard designs. C Submit manufacturers' data and details for frames, grates, rings, and covers. 1.05 STORAGE AND SHIPMENT A Store precast units on level blocking. Do not place loads on them until design strength is reached. Shipment of acceptable units may be made when the 28 day strength requirements have been met. 08/2002 02631-1 CITY OF PEARLAND PRECAST CONCRETE INLETS, HEADWALLS, AND WINGWALLS 2.0 PRODUCTS 2.01 MATERIALS A Concrete: Concrete for precast machine -made units meeting requirements of ASTM C76 regarding reinforced concrete, cement, aggregate, mixture, and concrete test. Minimum 28-day compressive strength shall be 4,000 psi. B Reinforcing steel: Conform to requirements of Section 03300. Place reinforcing steel to conform to details shown on Drawings and as follows: 1. Provide a positive means for holding steel cages in place throughout production of concrete units The maximum variation in reinforcement position is plus or minus 10 percent of wall thickness or plus or minus 1/2 inch whichever is less. Regardless of variation, the minimum cover of concrete over reinforcement as shown on the Drawings shall be maintained. 2. Welding of reinforcing steel is not permitted unless noted on the Drawings. C Mortar: Conform to requirements of ASTM C 270, Type S using portland cement. D Miscellaneous metal: Cast-iron frames and plates conforming to requirements of Section 02542. 2.02 SOURCE QUALITY CONTROL A Tolerances: Allowable casting tolerances for concrete units are plus or minus 1/4 inch from dimensions shown on the Drawings. Concrete thickness in excess of that required will not constitute cause for rejection provided that such excess thickness does not interfere with proper jointing operations. B Precast Unit Identification: Mark date of manufacture and name or trademark of manufacturer clearly on the inside of inlet, headwall or wingwall. C Rejection: Precast units may be rejected for non -conformity with these specifications and for any of the following reasons: 1. Fractures or cracks passing through the shell, except for a single end crack that does not exceed the depth of the joint. 2. Surface defects indicating honeycombed or open texture 3. Damaged or misshaped ends, where such damage would prevent making a satisfactory joint. D Replacement: Immediately remove rejected units from the work site and replace with acceptable units. E Repairs: Occasional imperfections resulting from manufacture or accidental damage may be repaired if, in the opinion of the Engineer, repaired units conform with requirements of these specifications. 08/2002 02631-2 CITY OF PEARLAND PRECAST CONCRETE INLETS, HEADWALLS, AND WINGWALLS 3.0 EXECUTION 3.01 EXAMINATION A Verify lines and grades are correct. B Verify compacted subgrade will support loads imposed by inlets. 3.02 INSTALLATION A Install inlets, headwalls, and wingwalls complete in place to the dimensions, lines and grades as shown on the Drawings. B Excavate in accordance with requirements of Section 02318. C Bed precast concrete units on cement stabilized sand on foundations of firm, stable matenal accurately shaped to conform to the shape of unit bases. D Provide adequate means to lift and place concrete units. 3.03 FINISHES A Use a cement -sand mortar mix to seal joints, fill lifting holes, and as otherwise required. B When the box section of the inlet has been completed, shape the floor of the inlet with mortar to conform to Drawings details. C Accurately adjust cast iron inlet plate frames to line, grade, and slope. Grout frame in place with mortar. 3.04 INLET WATERTIGHTNESS A Test each inlet for leaks. Verify that inlets are free of visible leaks. Repair leaks in an approved manner. 3.05 CONNECTIONS A Connect inlet leads to the inlets as shown on the Drawings. Use non -shrink jointing material as shown on the Drawing or as approved. Make connections water tight. 3.06 BACKFILL A Backfill the area of excavation surrounding each completed inlet, headwall or wingwall according to the requirements of Section 02318. END OF SECTION 08/2002 02631-3 CITY OF PEARLAND DUCTILE IRON PIPE AND FITTINGS 1.0 GENERAL Section 02634 DUCTILE IRON PIPE AND FITTINGS 1.01 SECTION INCLUDES A Ductile iron pipe and fittings for water mains, wastewater force mains, gravity sanitary sewers, and storm sewers. B For ductile iron pipe for pump stations Section 15053 — Pump Station Piping. 1.02 UNIT PRICES A No separate payment will be made for ductile iron pipe and fittings under this Section. Include cost in unit price for water mains, force mains gravity sanitary sewers, and storm sewers. 1.03 SUBMITTALS A Conform to requirements of Section 01350 - Submittals. B Submit shop drawings showing design of new pipe and fittings indicating alignment and grade, laying dimensions, fabrication, fitting, flange, and special details. Show station numbers for pipe and fittings corresponding to Drawings. Production of pipe and fittings prior to review by the Engineer is at Contractor's risk. 1.04 QUALITY CONTROL A Provide manufacturer's certifications that all ductile iron pipe and fittings meet provisions of this Section and have been hydrostatically tested at factory and meet requirements of ANSI A21.51. B Provide certifications that all pipe joints have been tested and meet requirements of ANSI A21.11. 2.0 PRODUCTS 2.01 DUCTILE IRON PIPE A Ductile iron pipe barrels: ANSI A21 15, ANSI A21 50 or ANSI A21 51; bear mark of Underwriters' Laboratories approval; pressure classes as shown on the Drawings. B Provide pipe sections in standard lengths, not less than 18 feet long, except for special fittings and closure sections as indicated on shop drawings. 08/2002 02634-1 CITY OF PEARLAND DUCTILE IRON PIPE AND FITTINGS 2.02 JOINTS A Joint types. ANSI A21 11 push -on; ANSI A21.11 mechanical joint; or ANSI A21 15 flanged end. Provide push -on joints unless otherwise indicated on the Drawings or required by these specifications. For bolted joints, bolts shall conform to requirements of AWWA C111. B Where restrained joints for buried service are required by Drawings, provide one of the following, or equal (restrained joints shall be polyethylene wrapped): 1. Super -Lock Joint by Clow Corporation. 2. Flex -Ring or Lok-Ring by American Cast Iron Pipe Company. 3. TR-Flex Joint by U.S. Pipe and Foundry Company. C Threaded or grooved type joints which reduce pipe wall thickness below minimum required are not acceptable. D Provide for restrained joints designed to meet test pressures required under Section 02533 - Sanitary Sewage Force Mains, as applicable. E Where ductile iron water main is cathodically protected from corrosion, bond rubber gasketed joints as shown on Drawings to provide electrical continuity along entire pipeline, except where insulating flanges are required by Drawings. 2.03 GASKETS: A Furnish, when no contaminant is identified plain rubber (SBR) gasket material; for flanged joints 1/8-inch thick gasket in accordance with ANSI A21.15. B Pipes to be installed in potentially contaminated areas, especially where free product is found near the elevation of the proposed pipeline, shall have the following gasket materials for the noted contaminants: CONTAMINANT GASKET MATERIAL REQUIRED Petroleum (diesel, gasoline) Nitrile Rubber Other contaminants As recommended by the pipe manufacture 2.04 FITTINGS A Use fittings of same size as pipe. Reducers are not permitted to facilitate an off -size fitting. Reducing bushings are also prohibited. Make reductions in piping size by reducing fittings. Line and coat fittings as specified for pipe they serve. B Push -on Fittings will not be allowed above grade. 08/2002 02634-2 CITY OF PEARLAND DUCTILE IRON PIPE AND FITTINGS C Flanged Fittings: ANSI A21 10; ANSI B16.1 cast or ductile iron. Flanges: ANSI B16 1, Class 125; pressure rated at 250 psig. D Mechanical Joint Fittings: ANSI A21.10 (AWWA C110); pressure rated at 250 psi. E Ductile Iron Compact Fittings for Water Mains: ANSI A21 53 (AWWA C153); 4-inch through 12-inch diameter; cement -mortar lining; conform to requirements of Section 02512 - Polyethylene Wrap. 2.05 COATINGS AND LININGS A Water Main Interiors: ANSI A21 4, cement lined with seal coat. B Sanitary Sewer and Force Main Interiors: 1. Preparation: Commercial blast cleaning conforming to SSPC-SP6. 2. Liner thickness Nominal 40 mils, minimum 35 mils, for pipe barrel interior; minimum 6 - 10 mils at gasket groove and outside spigot end to 6-inches back from end. 3. Testing: ASTM G62, Method B for voids and holidays; provide written certification. 4. Acceptable Lining Matenals: a. Virgin polyethylene conforming to ASTM D1248, with inert fillers and carbon black to resist ultraviolet degradation during storage heat bonded to interior surface of pipe and fittings; ` Polyline" by Amencan Cast Iron Pipe Company; or equal. b. Polyurethane: Corro-pipe II by Madison Chemicals. c. Ceramic Epoxy: Protecto-401 by Enduron Protective Coatings. C Sanitary Sewer Point Repair Pipe: For pipes which will be hned with high density polyethylene liner pipe or cured -in -place finer provide cement-hned with seal coat in accordance with ANSI A21 4 For pipes which will not be provided with named liner, provide pipe as specified in Paragraph 2.05B D Exterior: Prime coat and outside asphaltic coating confonnmg to ANSI A21.10, ANSI A21.15, or ANSI A21 51 for pipe and fittings in open cut excavation and in casings. E Polyethylene Wrap: For buried water lines and sanitary sewers, including point repairs, provide polyethylene wrap unless otherwise specified or shown. Provide Polyethylene Wrap for all buried ductile iron pipe, including polyurethane coated pipe. F For flanged joints in buried service, provide petrolatum wrapping system, Denso, or equal, for the complete joint and all alloy steel fasteners. Alternatively, provide bolts made of Type 304 Stainless Steel G Pipe to be installed in potentially contaminated areas shall have coatings and linings recommended by the manufacturer as resistant to the contaminants. 08/2002 02634-3 CITY OF PEARLAND DUCTILE IRON PIPE AND FITTINGS 2.06 MANUFACTURERS A Pre -approved manufacturers of ductile iron are American Cast Iron Pipe Co., McWane Cast Iron Pipe Co., and U. S. Pipe and Foundry Co. 3.0 EXECUTION 3.01 INSTALLATION A Conform to installation requirements of Sections 02510 - Water Mains, 02530 - Gravity Sanitary Sewers, and 02533 - Sanitary Sewage Force Mains, except as modified in this Section. B Install in accordance with AWWA C600 and manufacturer's recommendations. C Install all ductile iron pipe in polyethylene wrap, unless cathodic protection is provided. Do not use polyethylene wrap with a cathodic protection system. 3.02 GRADE A Unless otherwise specified on Drawings, install ductile iron pipe for water service to clear utility lines with following minimum cover: DIAMETER (INCHES) 16 and 24 DEPTH OF COVER (FEET) 5 12 and smaller 4 END OF SECTION 08/2002 02634-4 CITY OF PEARLAND STEEL PIPE AND FITTINGS Section 02635 STEEL PIPE AND FITTINGS 1.0 GENERAL 1.01 SECTION INCLUDES A New steel pipe and fittings for water mains, pumping facilities, and casings. 1.02 UNIT PRICES A No payment will be made for steel pipe and fittings under this section. Include cost in unit pnce for water mains, pumping facilities and casings. 1.03 SUBMITTALS A Submit shop drawings, in accordance with requirements of Section 01350 - Submittals. 1 For aerial crossings and water plant/facilities, include design of new pipe and fittings indicating alignment and grade, laying dimensions lining and coating systems, proposed welding procedures, fabncation, fitting, flange, and special details. Show station numbers for pipe and fittings corresponding to Drawings. 2. Production of pipe and fittings prior to review by the Engineer shall be at Contractor's risk. 1.04 QUALITY CONTROL A Provide manufacturer's certifications that all pipe and fittings have been hydrostatically tested at factory in accordance with AWWA C200, Section 3.4. B Provide manufacturer s affidavits that polyurethane coatings, linings and tape coatings comply with applicable requirements of this section and that coatings were applied and allowed to cure at a temperature 5 degrees above the dew point. C Provide manufacturer's affidavits that mortar coatings and linings comply with applicable requirements of this section and that linings were applied and allowed to cure at a temperature above 32 degrees F. D Prior to work being started, provide proof of certification of qualification for all welders employed for type of work, procedures and positions involved. Qualifications shall be in accordance with AWWA C206. 08/2002 02635-1 CITY OF PEARLAND STEEL PIPE AND FITTINGS 2.0 PRODUCTS 2.01 STEEL PIPE A Provide steel pipe designed and manufactured in conformance with AWWA C200 and AWWA Ml1 except as modified herein. Steel shall be minimum of ASTM A 36, ASTM A570 Grade 36, ASTM A 53 Grade B, ASTM A135 Grade B, or ASTM A139 Grade B. B Minimum Allowable Steel -Wall Thickness: In accordance with following table for HS-20 live loads and depths of bury of up to 16 feet and AWWA C200 new uncoated welded steel. • CASING PIPE (ENCASEMENT SLEEVES) PIPE CASING SIZE MINIMUM WALL APPROXIMATE FOOT PER UNCOATED WEIGHT O.D. THICKNESS LINEAR 8" 8.625" 0.219" 19.64 10" 10.75" 0.219" 24.60 12" 12.75" 0.219" 29.28 14" 14.00" 0.219" 32.00 16" 16.00" 0.219" 36.86 20" 20.00" 0.250" 52.73 24" 24.00" 0.250" 63.41 30" 30.00" 0.250" 79.43 C Provide pipe sections in lengths of no less than 20 feet except as required for special fittings or closure sections. D Fittings: Factory forged for sizes 4 inches through 24 inches; long radius bends beveled ends for field butt welding; wall thickness: equal to or greater than pipe to which fittings is to be welded; unless otherwise shown on the drawings. E Joints: 1. Standard field joint for steel pipe: AWWA C206. a. Single -welded, lap joint. b. Double -welded, butt joint. 08/2002 02635-2 CITY OF PEARLAND STEEL PIPE AND FITTINGS 2. Provide mechanically coupled or flanged joints where required for valves and fittings, and as shown on Drawings. Flanges AWWA C207, Class D; same diameter and drilling as Class 125 cast iron flanges ASA B16.1. Maintain electrically isolated flanged joints between steel and cast iron by using epoxy - coated bolts, nuts, washers and insulating type gasket unless otherwise approved by Engineer. F Make curves and bends by use of beveled joints unless otherwise indicated on Drawings. Contractor may submit details of other methods of providing curves and bends for consideration by the Engineer. If other methods are deemed satisfactory, install at no additional cost to Owner. G Provide shop coated and shop lined steel pipe with minimum of one coat of shop applied primer approved for use in potable water transmission on all exposed steel surfaces. Primer for tape coated steel pipe to be used for field -applied coatings shall have no less than 5 percent solids. Provide primer compatible with coating system and in accordance with coating manufacturer's recommendations. H Standard or Special Sections Within 1/8 inch +/- of specified or theoretical lengths. Flanges: Square with pipe with bolt holes straddling both horizontal and vertical axis. Provide 1/2-inch gap between pipe ends where pipe is to be coupled with sleeve couplings. 2.02 EXTERNAL COATING SYSTEMS FOR BURIED STEEL PIPE A General Supplied with either tape coatings as specified herein. 1. Tape Coating AWWA C214; 80-mil shop -applied, Polyken YG-III, Tek-Rap Yard -Rap, or equal, except as modified herein. Components: pnmer, one 20-mil layer of inner -layer tape for corrosion protection and two 30-mil layers of outer - layer tape for mechanical protection. Primer: compatible with tape coating supplied by coating -system manufacturer. Provide pipe with shop coatings cut back from joint ends to facilitate joining and welding of pipe. Taper successive tape layers by 1-inch staggers to facilitate field wrapping of joints. Cutback approximately 4 to 4-1/2 inches to facilitate welding. Inner and outer tape widths: DIAMETER TAPE WIDTH 4" 6" 6" - 8" 9" —12" 14" 12" —16" 18" 24" 18" — 08/2002 02635-3 CITY OF PEARLAND STEEL PIPE AND FITTINGS 2.03 EXTERNAL COATING SYSTEM FOR STEEL PIPE IN TUNNEL, CASING OR AUGER HOLES A Provide exterior coating system ofpipe in augered holes or casing, without annular grout, as specified in this section. No additional exterior coating is required for mortar coated pipe. 2.04 EXTERNAL COATING SYSTEM FOR STEEL PIPE INSTALLED ABOVEGROUND (OR EXPOSED) A Provide a 3-coat epoxy/polyurethane coating system as designated below. Surface Preparation SSPC SP10 Near White Blast Clean 2.0 to 3.0 mils surface profile Pnme Coat ACRO 4422 Inhibitive Epoxy Primer, or approved equal 2.0 to 4.0 mils DFT Intermediate Coat ACRO 4460 Chemical Resistant Epoxy, or approved equal 4.0 to 6.O mils DFT Finish Coat ACRO 4428 Polyurethane, or approved equal 1.5 to 2.0 mils DFT B Total minimum allowable dry film thickness for system: 10 mils. C All materials shall be from same manufacturer. 2.05 INTERNAL LINING SYSTEMS FOR STEEL PIPE A General: Supply steel pipe with either epoxy lining or shop applied cement mortar fining, capable of conveying water at temperatures not greater than 140°F. All linings shall conform to Amencan National Standards Institute/National Sanitation Foundation (ANSI/NFS) Standard 61 and certified by an organization accredited by ANSI. Unless otherwise noted, coat all exposed (wetted) steel parts of flanges, blind flanges, bolts, access manhole covers, etc., with epoxy lining, as specified herein. B Epoxy Lining: AWWA C210-92 - White, or approved equal for shop and field joint applied, except as modified herein. 1. Surface Preparation: SSPC-SP-10(64); Near White Blast Clean; 2.0 to 3.0 mils surface profile. 2. Prime Coat: ACRO 4460 NSF Certified Epoxy - Buff; 4.0 to 6.0 mils DFT or approved equal. 3. Intermediate Coat: ACRO 4460 NSF Certified Epoxy - Buff: 4.0 to 6.0 mils DFT or approved equal. 08/2002 02635-4 CITY OF PEARLAND STEEL PIPE AND FITTINGS 4. Finish Coat: ACRO 4460 NSF Certified Epoxy - White 4.0 to 6.0 mils DFT or approved equal. 5. Minimum allowable dry film system thickness: 12.0 mils. 6. Maximum allowable dry film system thickness: 18.0 mils. 7. Minimum field adhesion: 700 psi. 8. Dry film thicknesses for approved alternate products in accordance with the product manufacturer's recommendations. 9. The lining system may consist of three or more coats of the same approved alternate epoxy lining without the use of a separate primer. 10. Provide materials from the same manufacturer. C Shop Applied Cement Mortar Lining: AWWA C205; shop -applied cement mortar hmngs, except as specified herein 3/8 inch minimum thickness for pipe diameters 24 inches and smaller. Pipe with cut back limng from joint ends no more than 2 inches to facilitate joimng and welding of pipe. 2.06 MORTAR FOR EXTERIOR JOINTS A Cement Mortar: One part cement to two parts of fine, sharp clean sand; mix with water to a consistency of thick cream. B Portland Cement• ASTM C150, Type II C Sand: 1. Inside joints AWWA C602; fine graded natural sand. 2. Outside joints: ASTM C33; natural sand with 100 percent passing No. 16 sieve. D Water: ASTM D1888, Method A; total dissolved sohds less than 1000 mg/1 ASTM D512 chloride ions less than 100 mg/1 for slurry and mortar cure; ASTM D 1293 pH greater than 6.5. 3.0 EXECUTION 3.01 PIPING INSTALLATION A Conform to applicable provisions of Section 02510 - Water Mains except as modified herein. 3.02 EXTERNAL COATING SYSTEM FOR BURIED STEEL PIPE A Tape Coating System: 1. Inspect pipe, prior to shipment, for holidays and damage to coating. Perform electrical holiday test of minimum of 6,000 volts with a 60 cycle current audio detector. If test indicates no holidays and outer wrap(s) is torn, remove damaged layers of outer wrap by carefully cutting with sharp razor -type utility knife. Wash with Xylol area to be patched and at least 4 inches of undamaged tape where hand -applied tape wrap will overlap. AWWA C209 cold -applied tape; 08/2002 02635-5 CITY OF PEARLAND STEEL PIPE AND FITTINGS compatible with tape -wrapping system applied for each layer of outer -wrap tape that has been removed. If damaged area shows holiday when tested, remove outer layers and expose inner wrap. Prime exposed area and overlaps with light coat of primer. Firmly press into place patch of inner wrap of sufficient size to extend 4 inches from holidays in all directions. Holiday test patch to verify that it is installed satisfactorily. Retnm outer layer of tape to expose first wrap of outer - wrap tape sufficiently to allow minimum lap of 2 inches in all directions. Wash exposed outer wrap tape with Xylol and prime. Apply two layers of AWWA C209 outer wrap with 35 mils minimum thickness. 2. Regardless of results of electrical holiday test, bubbles in tape coating system are not allowed. Cut out bubbles and patch as detailed above. 3. Field repairs and applications of coatings: AWWA C209 around joint cutbacks except as modified herein. Field -welded joints: clean shop -primed ends of weld splatter, damaged primer and rust to achieve required surface preparation prior to field repair of linings and coatings. a. Immediately prior to placing joint in trench, remove shop -applied primer by abrasive blasting, solvent or other method as approved by the Engineer. Avoid damage to adjacent existing coatings. Clean surfaces to achieve surface preparation at least equivalent to SSPC SP6 in accordance with AWWA C209. Solvent: environmentally safe and compatible with coating -system primer. b. Apply primer immediately prior to apphcation of first layer of tape to achieve maximum bond. Apply tape while primer is still "tacky" with 3- inch minimum overlap over shop -applied coating. 4. Do not expose tape coatings to harmful ultraviolet light for more than 90 days. Discard (remove) and replace outer layer of tape coating when exposure exceeds 90 days. In case of factory applied coatings, remove joint from site for removal and reapplication of outer layer of tape coatings. B At Owner's option, coating system and application may be tested and inspected at plant site in accordance with AWWA C214. C Cement Mortar Coating: AWWA C205; 1-inch minimum thickness; cut back from joint ends no more than 2 inches to facilitate joining and welding of pipe. 3.03 EXTERNAL COATING SYSTEM FOR STEEL PIPE INSTALLED ABOVEGROUND, IN VAULTS, TUNNELS OR CASINGS, AND INTERNAL LINING FOR ALL INSTALLATIONS A Cement Mortar Lining: AWWA C205; 1/2-inch minimum thickness; cut back from joint ends to facilitate joining and welding of pipe. B Safety: Paints, coatings, and linings specified herein are hazardous materials. Vapors may be toxic or explosive. Protective equipment, approved by appropriate regulatory agency, is mandatory for all personnel involved in painting, coating, and lining operations. 08/2002 02635-6 CITY OF PEARLAND STEEL PIPE AND FITTINGS C Workmanship: 1. Application: By qualified and experienced workers who are knowledgeable in surface preparation and apphcation of high-performance industrial coatings. 2. Paint Application Procedures: SSPC Good Painting Practices, Volume 1. D Surface Preparation: 1. Prepare all surfaces for painting with abrasive blasting. 2. Schedule cleaning and painting so that detrimental amounts of dust or other contaminants do not fall on wet, newly -painted surfaces. Protect surfaces not intended to be painted from effects of cleaning and painting operations. 3. Prior to blasting, clean surfaces to be coated or lined of grease, oil and dirt by steaming or detergent cleaning in accordance with SSPC SP1. 4. Metal and Weld Preparation: Remove all surface defects such as gouges, pits, welding and torch -cut slag, welding flux and spatter by grinding to 1/4-inch minimum radius. 5. Abrasive Material: a. Blast only as much steel as can be coated same day of blasting. b. Use sharp, angular, properly -graded abrasive capable ofproducing depth of profile specified herein. Transport abrasive to jobsite in moisture - proof bags or airtight bulk containers. Copper slag abrasives are not acceptable. c. After abrasive blast cleaning, venfy surface profile with replica tape such as Tes-Tex Coarse or Extra Coarse Press-O-Film Tape, or approved equal. Furnish tapes to Owner for filing and future reference. d. Do not blast if metal surface may become wet before priming commences, or when metal surface is less than 5 degrees F above dew point. 6. Remove all dust and abrasive residue from freshly blasted surfaces by brushing or blowing with clean, dry air. E Coating and Lining Application: 1. Environmental Conditions: Do not apply coatings or linings when metal temperature is less than 50 degrees F; when ambient temperature is less than 5 degrees F above dew point; when expected weather conditions are such that ambient temperature will drop below 40 degrees F within 6 hours after apphcation of coating; or when relative humidity is above 85 percent. Measure relative humidity and dew point by use of sling psychrometer in conjunction with U.S. Department of Commerce Weather Bureau Psychometric Tables. Provide dehumidifiers for all field -applied coatings and linings to maintain proper humidity levels. 2. Application Procedures: a. Apply coatings and linings in accordance with manufacturer's recommendations and requirements of this section. Provide a finish free of runs, sags, curtains, pinholes, orange peel, fish eyes, excessive overspray or delammations. 08/2002 02635-7 CITY OF PEARLAND STEEL PIPE AND FITTINGS b. Thin materials only with manufacturer's recommended thinners. Thin only amount required to adjust viscosity for temperature variations, proper atomization and flow -out. Mix material components using mechanical mixers. c. Discard catalyzed materials remaining at end of day. 3. Apply primer immediately after surface has been cleaned. Thoroughly dry pipe before primer is applied. Apply succeeding coats before contamination of under surface occurs. 4. Allow each coat of paint either to dry or cure amount of time recommended by coating or hmng manufacturer before successive coats of paint are applied Apply all successive coats of paint within recoat threshold time as recommended by coating or lining manufacturer on printed technical data sheets or through written communications. 3.04 INSPECTION A Procure services of an independent testing laboratory or inspection service, approved by the Engineer, to perform tests on all portions of coating and lining applications Laboratory shall supply services of NACE Certified Coatings Inspectors having Level III Certification for all coating and linings inspection work. Include cost of such testing in contract unit price bid for water main. Furnish copies of all test reports to the Engineer for review. If defective coatings or lining are revealed, cost of repair and testing of repair will be paid for by Contractor. The Engineer shall have full and final decision as to suitability of all coatings and hnings tested. B For all field applied coatings and linings, including joints, notify Owner sufficiently in advance of work so that Owner can perform examination of and acceptance of surface preparation and apphcation of each coat prior to application of next coat. Furnish appropriate test data to Owner venfying compliance with requirements of this section of each coat prior to proceeding with next coat. Recoat or repair runs, overspray, roughness and/or abrasives in coating, or other indications of improper application in accordance with coating or lining manufacturer's and the Engineer's instructions. C Repairs, surface preparation and painting will be subject to inspection by Owner. Guidelines published by Steel Structures Painting Council will be used as basis for acceptance or rejection of cleaning, painting or coating application. SSPC VIS 1, Pictoral Surface, along with single -probe magnetic pull -off type dry film thickness gages, electrical holiday detectors, and standard wet film thickness gages will be used to determine acceptability of paint applications. D Check film thickness with nondestructive magnetic pull -off gage such as Mikrotest Model DFG-100 or electronic thickness gage. National Bureau of Standards certified thickness calibration plates will be used to verify accuracy of thickness gage. Determine maximum and minimum thickness in accordance with SSPC PA2 for frequency and method Evaluate each length of pipe under SSPC PA2. Consider each field joint area separate and discrete for purpose of DFT measurements. Perform five spot DFT 08/2002 02635-8 CITY OF PEARLAND STEEL PIPE AND FITTINGS measurements on each field joint area (15 individual readings). Check thickness of each individual coat as well as thickness of overall system with respect to compliance with this Section. Failure to meet either overall system thickness requirements or requirements of component coats shall be cause for rejection and recoat or repair of entire joint or length of pipe. E Holiday Test: 1. Begin inspection after coating has sufficiently cured, usually one to five days. (Consult coating manufacturer for specific curing schedule.) 2. Use high -voltage d-c holiday detector such as D E Stearns Company Model 14/20 or Tinker & Rasor Model AP/W. Use 1600 volts, plus or minus 100 volts. Use brass brush type electrode. 3. Ground high -voltage d-c holiday detector to metal being inspected Earth -type ground tape is not acceptable. Mark detected defects with white chalk, repair and reinspect. 4. Adhesion Tests: ASTM D4541; pull -off testmg using an Elcometer Model 106 Fixed Alignment Adhesion Tester. Adhesion testing may be directed by the Engineer on any length of pipe or joint which exceeds maximum coating thickness limitations specified in this Section. 3.05 COATINGS AND LININGS INSPECTION A Owner reserves right to inspect or acquire service of independent third -party inspector who is fully knowledgeable of, and qualified to inspect, surface preparation and application of high-performance coatings to inspect any and all phases of all coatings and linings work, whether field or shop applied. Contractor responsible for application and performance of coating and lining whether or not Owner provides such inspection. END OF SECTION 08/2002 02635-9 CITY OF PEARLAND BASE COURSE FOR PAVEMENT 1.0 GENERAL Section 02710 BASE COURSE FOR PAVEMENT 1.01 SECTION INCLUDES A Base course of crushed stone, recycled crushed concrete base, cement stabilized crushed stone, cement stabilized bankrun gravel, recycled crushed stone and hot mix asphalt base course. 1.02 UNIT PRICES • A No separate payment will be made for base course for payment under this section. Include payment for work in appropriate sections. B Refer to Section 01200 - Measurement and Payment for unit pnce procedures. 1.03 SUBMITTALS A Submittals shall conform to requirements of Section 01350 - Submittals. B Submit samples of crushed stone, gravel, crushed concrete and soil binder for testing. C Submit weight tickets, certified by supplier, with each bulk delivery of cement to work site. D Submit manufacturer's description and characteristics for pug mill and associated equipment, spreading machine and compaction equipment for approval. E Submit manufacturing description and characteristics of spreading and finishing machine for approval. 1.04 TESTS A Tests and analysis of soil materials will be performed in accordance with ASTM C131, ASTM D1557, ASTM D4318, Tex-101-E, and Tex-110-E under provisions of Section 01450 - Testing Laboratory Services. 1.05 DELIVERY, STORAGE, AND HANDLING A Stockpiles shall be made up of layers of processed aggregate materials. Load material by making successive vertical cuts through entire depth of stockpile. • 08/2002 02710-1 CITY OF PEARLAND BASE COURSE FOR PAVEMENT 2.0 PRODUCTS 2.01 CRUSHED STONE FLEXIBLE BASE COURSE A Crushed Stone: Material retained on the No. 40 Sieve meeting the following requirements: 1. Durable particles of crusher -run broken limestone, sandstone, gravel or granite obtained from an approved source. 2. Los Angeles abrasion test percent of wear not to exceed 40 when tested in accordance with ASTM C131. B Soil Binder: Material passing the No. 40 Sieve meeting the following requirements when tested in accordance with ASTM D4318: 1. Maximum Liquid Limit: 40. 2. Maximum Plasticity Index: 12. 3. Maximum Lineal Shrinkage: 7 (when calculated from volumetric shrinkage at liquid limit). C Mixed Materials shall meet the following requirements: 1. Minimum compressive strength of 35 psi at 0 psi lateral pressure and 175 psi at 15 psi lateral pressure using triaxial testing procedures. 2. Grading in accordance with Tex-101-E and Tex-110-E within the following limits: SIEVE PERCENT RETAINED 1 %-inch 0 to 10 No. 4 45 to 75 No. 40 60 to 85 2.02 CEMENT STABILIZED BASE COURSE A Cement: ASTM C150 Type I; bulk or sacked. B Water: Clean; clear; and free from oil, acids, alkali, or vegetable matter. C Crushed Stone: material retained on the No. 40 Sieve meeting the following requirements: 1. Durable particles of crusher -run broken limestone obtained from an approved source. 2. Los Angeles abrasion test percent of wear not to exceed 40 when tested in accordance with ASTM C131. • D Gravel: Durable particles of bankrun gravel or processed material. 08/2002 02710-2 CITY OF PEARLAND BASE COURSE FOR PAVEMENT E Soil Binder: Material passing the No 40 Sieve meeting the following requirements when tested in accordance with ASTM D4318: 1. Maximum Liquid limit: 35. 2. Maximum Plasticity index: 10. F Mixed aggregate and soil binder shall meet the following requirements: 1. Grading in accordance with Tex-101-E and Tex-110-E within the following limits: PERCENT RETAINED SIEVE CRUSHED PROCESSED GRAVEL BANKRUN STONE GR. 1 GR. 2 GRAVEL 1%-inch 0 to 10 0 to 5 - 0 to 5 1/2-inch - - 0 - No. 4 45 to 75 30 to 75 15 to 35 30 to 75 No. 40 55 to 80 60 to 85 55 to 85 65 to 85 2. Obtain prior permission from Engineer for use of additives to meet above requirements. G Cut back asphalt: MC30 conforming to requirements of Section 02742. H Emulsified petroleum resin: EPR-1 Prime conforming to requirements of Section 02742. I Design mix for minimum average compressive strength of 200 psi at 48 hours using Tex- 120-E unconfined compressive strength testing procedures. Provide minimum cement content of 1-1/2 sacks, weighing 94 pounds each, per ton of mix. J Increase cement content if average compressive strength of tests on field samples fall below 200 psi. Refer to Part 3 concerning field samples and tests. K Mix in stationary pug mill equipped with feeding and metering devices which shall add specified quantities of base material, cement, and water into mixer. Dry mix base material and cement sufficiently to prevent cement balls from forming when water is added. L Resulting mixture shall be homogeneous and uniform in appearance. 08/2002 02710-3 CITY OF PEARLAND BASE COURSE FOR PAVEMENT 2.03 CEMENT -STABILIZED RECYCLED CRUSHED CONCRETE BASE (RCCB) COURSE A System Description: Provide RCCB with following performance: 1. Minimum 5 percent cement. 2. Minimum Compressive Strength: 650 psi at 7 days following TxDOT Tex-120-E. 3. Prepare concrete product in an on- or off -site pug mill, or in an on- or off -site portable concrete mixer. B Preliminary Design: Prepare prehmmary mix for 4 cement ratios; 5, 6, 7 and 8 percent. 1. Designate source of concrete for crushing. Follow Section 01450 for tests of concrete from source. 2. Results of compression tests will be used by Engineer to select the final mix design. C Cement: ASTM C150 Type I, II or III; bulk or sacked. D Water: Potable. E Aggregate: Recycled Crushed Concrete: Material retained on the No. 40 Sieve, and durable coarse particles of crusher -run reclaimed cured Portland cement concrete, obtained from an approved source. Organic material is prohibited. F Soil Binder (classified below): Meeting the following requirements when tested following TxDOT Tex-106-E& 1. Maximum Liquid Limit: 35 2. Maximum Plasticity Index: 10 G Mixed Aggregate and Soil Binder: Grading following Tex-101-E and Tex-110-E within the following limits: SIEVE PERCENT RETAINED 1 %-inch 0 to 10 No. 4 45 to 75 No. 40 55 to 80; classified as "Soil Binder" 1. Obtain prior permission from Engineer for use of additives to meet above requirements. 08/2002 02710-4 CITY OF PEARLAND BASE COURSE FOR PAVEMENT H Asphaltic Seal Cure: 1. Use following as Contractor's option to curing by sprinkling, at no additional cost or time. 2. Cut -back asphalt. MC30 following Section 02742. 3. Emulsified petroleum resin: EPR-1 Prime following Section 02742. I Material Mix and Mixing Equipment 1. Design mix for minimum compressive strength of 650 psi at 7 days following Tex-120-E unconfined compressive strength. 2. Cement Ratio: Follow Paragraph 1.04 A. Increase cement content in one percent steps up to 8 percent maximum if compressive strength of design mix samples and field samples of installed product fail above test 3. Mix following Paragraph 1.04 A, with metenng devices adding specified quantities of crushed concrete, cement, and water into mixer. Dry mix crushed concrete and cement to prevent cement balls from forming when water is added. Produce homogeneous and uniformly mixed product. 2.04 HOT MIX ASPHALT BASE COURSE A Coarse Aggregate: Gravel or crushed stone, or combination thereof that is retained on No. 10 sieve, uniform in quality throughout and free from dirt, orgamc, or other injurious matter occurring either free or as coating on aggregate. Aggregate shall conform to ASTM C33 except for gradation. Furnish rock or gravel with Los Angeles abrasion loss not to exceed 40 percent by weight when tested in accordance with ASTM C131. B Fine Aggregate: Sand or stone screenings, or combination thereof passing No. 10 sieve. Aggregate shall conform to ASTM C33 except for gradation. Use sand composed of sound, durable stone particles free from loams or other injurious foreign matter. Furnish screenings of same or similar material as specified for coarse aggregate. Plasticity index of that part of fine aggregate passing No. 40 sieve shall be not more than 6 when tested by Tex-106-E Sand equivalent shall have a minimum value of 45 when tested by Tex- 203-F. C Composite Aggregate: Conform to the grading hmits of TxDOT Item 340 for the paving type indicated on the Drawings. 08/2002 02710-5 CITY OF PEARLAND BASE COURSE FOR PAVEMENT D Asphaltic Material: Moisture -free homogeneous material which will not foam when heated to 347 degrees F, meeting the following requirements: VISCOSITY GRADE TEST AC-10 AC-20 min. max. min. max. 1000 ± 200 2000 ± 400 Viscosity, 140° F stokes 1.9 - 2.5 - Viscosity, 275° F stokes 85 - 55 - Penetration, 77° F, 100 g, 5 sec. 450 - 450 - Flash Point, C.E C., F. Solubility in trichloroethylene, percent 99.0 - 99.0 - Tests on residues from thin film oven tests: - 3000 - 6000 Viscosity, 140° F stokes 70 - 50 Ductility, 77° F, 5 cms per min., cms Spot tests Negative for all grades 1 Material shall not be cracked. 2. Engineer will designate grade of asphalt to use after design tests have been made. Use only one grade of asphalt after grade is determined by test design for project. E Mixing Plant: Weight-batching or drum mix plant with capacity for producing continuously mixtures meeting specifications. Plant shall have satisfactory conveyors power units, aggregate handling equipment, hot aggregate screens and bins, and dust collectors. Provide equipment to supply materials adequately in accordance with rated capacity of plant and produce finished material within specified tolerances. Following equipment is essential: 1. Cold aggregate bins and proportioning device 2. Dryer 3. Screens 4. Aggregate weight box and batching scales 5. Mixer 6. Asphalt storage and heating devices 7. Asphalt measuring devices 8. Truck scales F Bins: Separate aggregate into minimum of four bins to produce consistently uniform grading and asphalt content in completed mix. G Mix: Employ and pay certified testing laboratory to prepare design mixes. Test in accordance with Tex-126-E, Tex-204-F, Tex-208-F, and Tex-227-F. 08/2002 02710-6 CITY OF PEARLAND BASE COURSE FOR PAVEMENT H Density and Stability Requirements: PERCENT DENSITY MIN 95 MAX 99 PERCENT OPTIMUM 97 HVEEM STABILITY PERCENT NOT LESS THAN 35 I Proportions for Asphaltic Material: As specified in TxDOT Item 340 for the mix type shown on the Drawings. 3.0 EXECUTION 3.01 EXAMINATION A Verify compacted subgrade is ready to support imposed loads. B Verify lines and grades are correct. 3.02 PLACEMENT A Do not mix and place cement stabilized base when temperature is below 40 degrees F and falling. Base may be placed when temperature taken in shade and away from artificial heat is above 35 degrees F and rising. B Place material on prepared subgrade in uniform layers to produce thickness indicated on Drawings. Depth of layers shall not exceed 8 inches. Do not dump material in piles or windrows. C Spread with approved spreading machine. Conduct spreading so as to eliminate planes of weakness or pockets of nonuniformly graded material resulting from hauling and dumping operations. D Provide construction joints between new material and stabilized base that has been in place 4 hours or longer. Joints shall be approximately vertical. Form joint with a temporary header or make vertical cut of previous base immediately before placing subsequent base. E Use only one longitudinal joint at center line under main lanes and shoulder. Do not use longitudinal joints under frontage roads and ramps. F Place base so that projecting reinforcing steel from curbs remain at approximate center of base. Secure a firm bond between reinforcement and base. G Do not place asphaltic base when air temperature is below 50 degrees F and falling Base may be placed when air temperature taken in shade and away from artificial heat is above 40 degrees F and rising. 08/2002 02710-7 CITY OF PEARLAND BASE COURSE FOR PAVEMENT H Haul prepared and heated asphaltic concrete mixture to project in tight vehicles previously cleaned of foreign material. Mixture shall be at temperature between 250 degrees F and 325 degrees F when laid. I Spread material into place with approved mechanical spreading and finishing machine of screening or tamping type. Use track -mounted finish machine to place base course directly on earth subgrade. J Place base courses 4 inches or greater in thickness in two or more layers, each having compacted thickness of not greater than 4 inches. Spread all lifts. Attain smooth course of uniform density to section, line and grades as indicated on Drawings. K Place courses as nearly continuously as possible. Pass roller over unprotected ends of freshly laid mixture only when mixture has become cooled When work is resumed, cut back laid material to produce slightly beveled edge for full thickness of course. Remove old material, which has been cut away and lay new mix against fresh cut. L When new asphalt/concrete is laid against existing asphalt, existing asphalt/concrete shall be saw cut full depth to provide straight smooth joint. M In restricted areas where use of paver is impractical, spread and finish asphalt by mechanical compactor. Use wood or steel forms, rigidly supported to assure correct grade and cross section. Carefully place materials to avoid segregation of mix. Do not broadcast material. Remove any lumps that do not break down readily. Place asphalt courses in same sequence as if placed by machine. 3.03 COMPACTION A Start compaction as soon as possible but not more than 60 minutes from start of moist mixing. Compact loose mixture with approved tamping rollers until entire depth is uniformly compacted. Do not allow stabihzed base to mix with underlying material. B Correct irregularities or weak spots immediately by replacing material and recompacting. C Apply water to maintain moisture between optimum and 3 percent above optimum moisture as determined by ASTM D1557. Mix in with a spiked tooth harrow or equal. Reshape surface and lightly scarify to loosen imprints made by equipment. D Remove and reconstruct sections where average moisture content exceeds ranges specified at time of final compaction. E Finish by blading surface to final grade after compacting final course. Seal with approved pneumatic tired rollers which are sufficiently light to prevent surface hair line cracking. Rework and recompact at areas where hair line cracking develops. 08/2002 02710-8 CITY OF PEARLAND BASE COURSE FOR PAVEMENT F Compact to minimum density of 95 percent of modified Proctor density at a moisture content of treated material between optimum and 3 percent above optimum as determined by ASTM D1557, unless otherwise indicated on the Drawings. G Maintain surface to required lines and grades throughout operation. 3.04 CURING A Moist cure for minimum of 7 days before adding pavement courses. Restrict traffic on base to local property access. Keep subgrade surface damp by sprinkling. B If indicated on Drawings, cover base surface with a curing membrane as soon as finishing operation is complete. Apply with approved self-propelled pressure distributer at following rates, or as indicated on Drawings: 1. MC30: 0.1 gallon per square yard. 2. EPR-1 Prime. 0.15 gallon per square yard. C Do not use cutback asphalt during the period of April 16 to September 15. 3.05 TOLERANCES A Completed surface shall be smooth and conform to typical section and established lines and grades. B Top surface of base course: Plus or minus 1/4 inch in cross section, or in 16 foot length. 3.06 FIELD QUALITY CONTROL A Testing will be performed under provisions of Section 01450 - Testing Laboratory Services. B At the direction of the Engineer, a minimum of one core will be taken at random locations per 1,000 linear feet per lane of roadway or 500 square yards of base to determine in -place depth. C Contractor may, at his own expense, request additional cores in the vicinity of cores indicating nonconforming in -place depths. If the average of the tests falls below the required depth, place and compact additional material at no cost to the Owner. D Compaction Testing will be performed in accordance with ASTM D1556 or ASTM D2922 and ASTM 3017 at a random location near each depth determination core. Rework and recompact areas that do not conform to compaction requirements at no additional cost to the Owner. E Fill cores and density test sections with new compacted cement stabilized base. 08/2002 02710-9 CITY OF PEARLAND BASE COURSE FOR PAVEMENT 3.07 PROTECTION A Maintain stabilized base in good condition until completion of work. Repair defects immediately by replacing base to full depth. B Protect the asphalt membrane, if used, from being picked up by traffic. The membrane may remain in place when proposed surface courses or other base courses are to be applied. 3.08 NONCONFORMING PAVEMENT A Recompact pavement sections not meeting specified densities or replace them with new asphaltic concrete material. Patch asphalt pavement sections in accordance with procedures established by Asphalt Institute. B Remove and replace areas of asphaltic base found deficient in thickness by more than 10 percent. Use new asphaltic base of thickness shown on Drawings. C Nonconforming pavement sections shall be replaced at no additional cost to Owner. 3.09 UNIT PRICE ADJUSTMENT A Unit price adjustments shall be made for insufficient in -place depth determined by cores as follows: 1. Adjusted Unit Price shall be reduced by a ratio of average thickness determined by cores to thickness bid upon, times unit price bid. 2. Adjustment shall apply to lower limit of 90 percent of unit price bid. 3. Average depth below 90 percent may be rejected by the Engineer. END OF SECTION 08/2002 02710-10 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT 1.0 GENERAL Section 02741 ASPHALTIC CONCRETE PAVEMENT 1.1 SECTION INCLUDES A Surface courses of compacted mixture of coarse and fine aggregates and asphaltic material. 1.2 UNIT PRICES A Measurement for new asphaltic concrete pavement is on square yard basis. Separate measurement will be made for each different required thickness of pavement. B Include measurement and payment for repair and resurfacing of existing asphaltic concrete pavement under Section 02980 — Pavement Repair and Resurfacing. C Payment for asphaltic concrete pavement includes payment for associated work performed in accordance with Section 02743. D Refer to Section 01200 - Measurement and Payment for unit price procedures. E Refer to paragraph 3.08 for unit pnce adjustments. 1.3 SUBMITTALS A Submittals shall conform to requirements of Section 01350 - Submittals. B Submit certificates that asphaltic materials and aggregates meet requirements of Article 2.01, Matenals, of this Specification Section. C Submit proposed design mix and test data for each type and strength of surface course in Work. D Submit manufacturer's description and characteristics of mixing plant for approval. E Submit manufacturer's description and charactenstics of spreading and finishing machine for approval. 08/2002 02741-1 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT 2.0 PRODUCTS 2.1 MATERIALS A Coarse Aggregate: Crushed stone or gravel or combination thereof, that is retained on No. 10 sieve, uniform in quality throughout and free from dirt, organic or other injurious matter occurring either free or as coating on aggregate. Aggregate shall conform to ASTM C33 except for gradation. Furnish rock or gravel with Los Angeles abrasion loss not to exceed 40 percent by weight when tested in accordance with ASTM C131. B Fine Aggregate Sand or stone screenings or combination of both passing No. 10 sieve Aggregate shall conform to ASTM C33 except for gradation. Use sand composed of sound, durable stone particles free from loams or other injurious foreign matter. Furnish screenings of same or similar material as specified for coarse aggregate. Plasticity index of that part of fine aggregate passing No. 40 sieve shall be not more than 6 when tested by Tex-106-E. Sand equivalent shall have a minimum value of 45 when tested by Tex- 203-F. C Composite Aggregate: Conform to the grading limits of TxDOT Item 340 for the paving type indicated on the drawings. D Asphaltic Material: Moisture -free homogeneous material which will not foam when heated to 347 degrees F, meeting following requirements: VISCOSITY GRADE TEST AC-10 AC-20 MIN. MAX. MIN. MAX. Viscosity, 140° stokes 1000 2000 1200 ±400 Viscosity, 275° stokes 1.9 - 2.5 - Penetration, 77°, 100 g, 5 85 - 55 - sec. Flash Point, C.O.C., 450 - 450 - F. Solubility in trichloroethylene, percent 99.0 - 99.0 - Tests on residues from thin film oven tests: Viscosity, 140° stokes - 3000 - 6000 Ductility, 77°, 5 cms per min., cms 70 - 50 - Spot tests Negative for all grades 1. Material shall not be cracked. 08/2002 02741-2 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT 2. The Engineer will designate grade of asphalt to use after design tests have been made. Use only one grade of asphalt after grade is determined by test design for project. 2.02 EQUIPMENT A. Mixing Plant: Weight-batching or drum mix plant with capacity for producing continuously mixtures meeting specifications. Plant shall have satisfactory conveyors power units, aggregate handling equipment, hot aggregate screens and bins, and dust collectors. Provide equipment to supply materials adequately in accordance with rated capacity of plant and produce finished material within specified tolerances. Following equipment is essential: 1. Cold aggregate bins and proportioning device. 2. Dryer. 3. Screens. 4. Aggregate weight box and batching scales. 5. Mixer. 6. Asphalt storage and heating devices. 7. Asphalt measuring devices. 8. Truck scales. B Bins: Separate aggregate into minimum of four bins to produce consistently uniform grading and asphalt content in completed mix. 2.03 MIXES A Employ and pay certified testing laboratory to prepare design mixes. Test in accordance with Tex-126-E or Tex-204-F and Tex-208-F B Density and Stability Requirements: PERCENT DENSITY PERCENT HVEEM STABILITY PERCENT MIN. MAX. OPTIMUM NOT LESS THAN 95 99 97 35 C Proportions for Asphaltic Matenal: As specified in TxDOT Item 340 for the paving type shown on the Drawings. 3.0 EXECUTION 3.01 EXAMINATION A. Verify compacted base course is ready to support imposed loads. B. Verify lines and grades are correct. 08/2002 02741-3 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT 3.02 PREPARATION A. Prime Coat: If indicated on the Drawings, apply a prime coat conforming to requirements of Section 02742. Do not apply a tack coat until primed base has cured to satisfaction of the Engineer. B. Tack Coat: Conform to requirements of Section 02743. Where the mixture will adhere to the surface on which it is to be placed without use of a tack coat, tack coat may be eliminated if approved by the Engineer. C. Do not use cutback asphalt during the period of April 16 to September 15. 3.03 PLACEMENT • A. Do not place asphaltic mixture in rain or when air temperature is below 50 degrees F and falling. Mixture may be placed when air temperature taken in shade and away from artificial heat is above 40 degrees F and rising. B. Haul prepared and heated asphaltic concrete mixture to the project in tight vehicles previously cleaned of foreign material. Mixture shall be at temperature between 250 degrees F and 325 degrees F when laid. C. Spread material into place with approved mechanical spreading and finishing machine of screening or tamping type. Use track -mounted finish machine to place base course directly on earth subgrade. D. Surface Course Material Surface course 2 inches or less in thickness may be spread in one lift. Spread all lifts in such manner that, when compacted, finished course will be smooth, of uniform density, and will be to section, line and grade as shown. Coincide construction joints on surface courses with lime lines, or as directed by the Engineer. E. Place courses as nearly continuously as possible. Pass roller over unprotected ends of freshly laid mixture only when mixture has cooled. When work is resumed, cut back laid material to produce slightly beveled edge for full thickness of course. Remove old material, which has been cut away and lay new mix against fresh cut. F. When new asphalt is laid against existing or old asphalt mat, existing or old asphalt shall be saw cut full depth to provide straight smooth joint. G. In restricted areas where use of paver is impractical, spread and finish asphalt by mechanical compactor. Use wood or steel forms, rigidly supported to assure correct grade and cross section. Carefully place materials to avoid segregation of mix. Do not broadcast material. Remove any lumps that do not break down readily. Place asphalt courses in same sequence as if placed by machine. 08/2002 02741-4 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT 3.04 COMPACTION A. Begin rolling while pavement is still hot and as soon as it will bear roller without undue displacement or hair cracking. Keep wheels properly moistened with water to prevent adhesion of surface mixture. Do not use excessive water. B. Compress surface thoroughly and uniformly, first with power -driven, 3-wheel, or tandem rollers weighing from 8 to 10 tons. Obtain subsequent compression by starting at side and rolling longitudinally toward center of pavement, overlapping on successive trips by at least one-half width of rear wheels. Make alternate trips slightly different in length. Continue rolling until no further compression can be obtained and all rolhng marks are eliminated. Complete all rolling before mixture temperature drops below 175 degrees F. C. Use tandem roller for final rolling. Double coverage with approved pneumatic roller on asphaltic concrete surface is acceptable after flat wheel and tandem rolling has been completed. D. Along walls, curbs, headers and similar structures, and in all locations not accessible to rollers, compact mixture thoroughly with lightly oiled tamps. E Compact binder course and surface course to density not less than 93 percent of the maximum possible density of voidless mixture composed of same materials in like proportions. 3.05 TOLERANCES A. Furnish templates for checking surface in finished sections. Maximum deflection of templates, when supported at center, shall not exceed 1/8 inch. B. Completed surface, when tested with 10-foot straightedge laid parallel to center line of pavement, shall show no deviation in excess of 1/8 inch in 10 feet. Correct any surface not meeting this requirement. 3.06 FIELD QUALITY CONTROL A. Testing will be performed under provisions of Section 01450 - Testing Laboratory Services. B. At the direction of the Engineer, minimum of one core may be taken at random locations per 1,000 feet per lane of roadway or 500 square yards of asphalt concrete pavement to determine in -place depth and density. C. In -place density will be determined in accordance with Tex-207-F and Tex-227-F from cores or sections of asphaltic base located near each core. Other methods of determining in -place density which correlate satisfactorily with results obtained from roadway specimens, may be used when approved by the Engineer. 08/2002 02741-5 CITY OF PEARLAND ASPHALTIC CONCRETE PAVEMENT D. Contractor may, at his own expense, request three additional cores in vicinity of cores indicating nonconforming in -place depths. In -place depth at these locations shall be average depth of four cores. E. Fill cores and density test sections with new compacted asphaltic concrete pavement. 3.07 NONCONFORMING PAVEMENT A. Recompact pavement sections not meeting specified densities or replace them with new asphaltic concrete material. Replace with new material sections of surface course pavement not meeting surface test requirements or having unacceptable surface texture Patch asphalt pavement sections in accordance with procedures established by Asphalt Institute B. Remove and replace areas of asphaltic concrete pavement found deficient in thickness by more than 10 percent. Use new asphaltic concrete pavement of thickness shown on Drawings. C. Nonconforming pavement sections shall be replaced at no cost to Owner. 3.08 UNIT PRICE ADJUSTMENT A. Unit price adjustments shall be made for deficient in -place depth determined by cores as follows• 1. Reduced Unit Pnce shall be ratio of average thickness as determined by cores to thickness bid upon, times unit price bid. 2. Adjustment shall apply to lower limit of 90 percent and upper limit of 105 percent of unit price bid 3. Average depth below 90 percent may be rejected by the Engineer. 3.09 PROTECTION A. Do not open pavement to traffic until 12 hours after completion of rolling, or as shown on Drawings B. Maintain asphaltic concrete pavement in good condition until completion of Work. C. Repair defects immediately by replacing asphaltic concrete pavement to full depth. END OF SECTION 08/2002 02741-6 CITY OF PEARLAND PRIME COAT Section 02742 PRIME COAT 1.0 GENERAL 1.01 SECTION INCLUDES A Prime coat for asphaltic concrete paving 1.02 UNIT PRICES A No separate payment will be made for prime coat under this section. Include payment for work in appropriate sections. 1.03 SUBMITTALS A Submittals shall conform to requirements of Section 01300 - Submittals. B Submit product data for proposed prime coat. C Submit report of recent calibration of distributor. 2.0 PRODUCTS 2.01 CUTBACK ASPHALT A Provide moisture -free homogeneous matenal which will not foam when heated to 347 degrees F and which meets following requirements 1. Asphalt material for prime coat shall be MC-30 or MC-70 and shall meet following requirements: MC-30 MC-70 TYPE -GRADE MIN. MAX. MIN. MAX. PROPERTIES i Water percent --- 0.2 --- 0.2 Flash Point, T.O.C., °F 100 --- 100 --- 30 60 70 140 Kinematic Viscosity at 140° F, cst 08/2002 02742-1 CITY OF PEARLAND PRIME COAT 2. Distillate shall be as follows, expressed as percent by volume of total distillate to 680 degrees F: MC-30 MC-70 MIN. MAX. MIN. MAX. to 437° --- 25 --- 20 F to 500° 40 70 20 60 F to 600° 75 93 65 90 F Residue from 680° F Distillation, Volume, percent 50 --- 55 I --- 3. Tests on Distillation Residue: MC-30 MC-70 MIN. MAX. MIN. MAX. Penetration at 77° F, 100g, 5 sec. 120 250 120 250 Ductility at 77° F, 5 cm/min. cms 100* 100* Solubility m trichloroethylene, % 99 99 Spot Test All Negative * If penetration of residue is more than 200 and ductility at 77° F is less than 100 cm, material will be acceptable if its ductility at 60° F is more than 100. 2.02 EMULSIFIED PETROLEUM RESIN A EPR-1 Prime: Slow curing emulsion of petroleum resin and asphalt cement conforming to the following requirements: MIN. MAX. PROPERTIES 14 40 Fural Viscosity at 77 F. sec 60 - Residue by Evaporation, % by weight Sieve Test, % - 0.1 Particle Charge Test Positive Tests on the Distilation Residue: Flash Point, COC (F) 400 - 190 350 Kinematic Viscosity (a, 140 F (cSt) 08/2002 02742-2 CITY OF PEARLAND PRIME COAT B For use, EPR-1 may be diluted with water up to a maximum of three parts water to one part EPR-1 in order to achieve the desired concentration of residual resin/asphalt and facilitate application. 3.0 EXECUTION 3.01 EXAMINATION A Verify base is ready to support imposed loads. B Verify lines and grades are correct. 3.02 PREPARATION A Thoroughly clean base course surface of loose material by brooming prior to application of prime coat. B Prepare sufficient base in advance of paving for efficient operations. 3.03 APPLICATION, GENERAL A Apply prime coat with approved type of self-propelled pressure distributor. Distribute prime coat evenly and smoothly under pressure necessary for proper distribution. B Keep all storage tanks, piping, retorts, booster tanks and distributors used in handling asphaltic materials clean and in good operating conditions. Conduct operations so that asphaltic material does not become contaminated. C If yield of asphaltic material appears to be in error, recahbrate distributor prior to continuing Work. D Maintain the surface until Work is accepted by Owner. 3.04 APPLICATION, CUTBACK ASPHALT A Do not use cutback asphalt during the penod of April 16 to September 15. B Do not place pnme coat in rain or when air temperature is below 60 degrees F and falling. Materials may be placed when air temperature taken in shade and away from artificial heat is above 50 degrees F and nsing. C Distribute at rate of 0.25 to 0.35 gallons per square yard. D Provide all necessary facilities for determining temperature of asphaltic material in all heating equipment and in distributor, for determining rate of application, and for obtaining uniformity at Junction of two distributor loads. Provide and maintain in good working order, recording thermometer at storage heating unit at all times. 08/2002 02742-3 CITY OF PEARLAND PRIME COAT E Temperature of application shall be based on temperature -viscosity relationship that will permit application of asphalt with viscosity of 100 to 125 centistokes. Maintain asphalt within 15 degrees F of temperature required to meet viscosity. Selected temperature shall be within following range PRIME COAT TYPE MINIMUM (° F) MAXIMUM (° F) MC-30 70 150 MC70 125 175 F Do not allow temperature of MC-30 to exceed 175° F at any time. G Do not allow temperature of MC-70 to exceed 200° F at any time. 3.05 APPLICATION, EMULSIFIED PETROLEUM RESIN A Do not place prime coat in rain or when air temperature is below 36 degrees F and falling. B Distribute at rate of 0.15 to 0.25 gallons per square yard. 3.06 PROTECTION A No traffic or placing of subsequent courses shall be permitted over freshly applied prime coat until authorized by the Engineer. END OF SECTION 08/2002 02742-4 CITY OF PEARLAND TACK COAT Section 02743 TACK COAT 1.0 GENERAL 1.01 SECTION INCLUDES A Tack coat for asphaltic concrete paving. 1.02 UNIT PRICES • A No separate payment will be made for tack coat under this Section. Include payment in unit price for Asphaltic Pavements. 1.03 SUBMITTALS A Submittals shall conform to requirements of Section 01300 - Submittals. B Submit product data for proposed tack coat. C Submit report of recent calibration of distributor. 2.0 PRODUCTS 2.01 CUTBACK ASPHALT A Provide moisture -free homogeneous material which will not foam when heated to 347 degrees F and which meets following requirements: 1. Asphalt material for tack coat: RC-250 and meet following: MIN. MAX. PROPERTIES Water percent --- 0.2 Flash Point, T.O.C., °F 80 --- 250 400 Kinematic Viscosity at 140° F, cst 08/2002 02743-1 TACK COAT CITY OF PEARLAND 2. Distillate: Expressed as percent by volume of total distillate to 680 F: MAX MIN 40 75 to 437° F 65 90 to 500° F 85 --- to 600° F Residue from 680° F Distillation Volume, percent 70 --- 3. Tests on Distillation Residue: MIN. MAX Penetration at 77° 100g, 5 sec. 100 150 F, at 77° 5 cms 100 --- Ductility F, Solubility in trichloroethylene, % 99 --- Spot All Negative Test 2.02 EMULSION A Provide homogeneous material which shall show no separation of asphalt after mixing and shall meet the viscosity requirements at any time within 30 days after delivery. 1. Emulsion material for tack coat: SS-1 and meet following: MIN. MAX Viscosity at 77° sec. 30 100 Furol F, Residue by % 60 --- Distillation, Oil Portion of Distillate, % --- 2 Sieve % --- 0.1 Test, Miscibility (Standard Passing Passing Test) Cement Mixing, % --- 2.0 Storage Stability, 1 Day, % --- 1 on Residue: Test Penetration at 77° 100 g 5 sec 120 160 F, Solubility in % 97.5 --- Trichloroethylene, Ductility at 77° 5 cms 100 --- F, cm/min, 08/2002 02743-2 CITY OF PEARLAND TACK COAT 2. For emulsions used for tack coats during the period of April 16 to September 15, volatile organic compound solvents (VOC) shall not exceed 12% by weight when tested in accordance with ASTM D244. 3.0 EXECUTION 3.01 EXAMINATION A Verify compacted base is ready to support imposed loads. B Verify lines and grades are correct. 3.02 PREPARATION A Thoroughly clean base course or concrete surface of loose material by brooming prior to application of tack coat. 3.03 APPLICATION A Apply tack coat uniformly by use of approved distributor at rate not to exceed 0.05 gallons per square yard of surface. B Paint all contact surfaces of curbs and structures, and all joints with thin uniform coat of tack coat. C Cutback Asphalt 1. Do not use cutback asphalt during the penod of April 16 to September 15 2. Do not place tack coat in ram or when air temperature is below 50 degrees F and falling Materials may be placed when air temperature taken in shade and away from artificial heat is above 40 degrees F and nsmg. 3. Temperature of tack coat shall be between 125 degrees F and 180 degrees F when applied 4. Do not heat tack coat above 200 degrees F at any time. 3.04 PROTECTION A No traffic or placing of subsequent courses shall be permitted over freshly applied tack coat until authorized by the Engineer. END OF SECTION 08/2002 02743-3 CITY OF PEARLAND CONCRETE PAVEMENT Section 02751 CONCRETE PAVEMENT 1.0 GENERAL 1.01 SECTION INCLUDES A Portland Cement Concrete Paving for Concrete Streets, Driveways and Sidewalks; Joints and Curing Materials. 1.02 UNIT PRICES A Measurement for new concrete paving is on square yard basis. Separate measurement will be made for each different required thickness of pavement. B Measurement for concrete curbs shall be on a linear foot basis. 1.03 SUBMITTALS A Submittals shall conform to requirements of Section 01350 - Submittals. B Submit proposed mix design and test data for each type and strength of concrete in Work. Include proportions and actual flexural strength obtained from design mixes at required test ages C Submit manufacturer's description and characteristics for mixing equipment, and for traveling form paver, if proposed for use, for approval. D Submit manufacturer's certificates giving properties of reinforcing steel. Provide specimens for testing when required by the Engineer. E Submit product data for joint sealing compound and proposed sealing equipment for approval. F Submit samples of dowel cup, metal supports, and deformed metal strip for approval. 1.04 HANDLING AND STORAGE A Do not mix different classes of aggregate without written permission of the Engineer. B Class of aggregate being used may be changed before or during Work with written permission of the Engineer. New class shall comply with specifications. C Segregated aggregate will be rejected. Before using aggregate whose particles are separated by size, mix them uniformly to grading requirements. 08/2002 02751-1 CITY OF PEARLAND CONCRETE PAVEMENT D Aggregates mixed with dirt, weeds or foreign matter will be rejected. E Do not dump or store aggregate in roadbed. 2.0 PRODUCTS 2.01 MATERIALS A Portland Cement 1. Sample and test cement to venfy compliance with Standards of ASTM C150, Type I or Type III. 2. Bulk cement, which meets referenced standards may be used if the method of handling is approved by the Engineer. When using bulk cement, provide satisfactory weighing devices. 3. Fly ash, which meets standards of ASTM C618 maybe used as mineral fill if the method of handling is approved by the Engineer. B Water: Conform to requirements for water in ASTM C94. C Coarse Aggregate: Gravel or crushed stone, or combination thereof, which is clean, hard, durable, conforms to requirements of ASTM C33, and has abrasion loss not more than 45 percent by weight when subjected to Los Angeles Abrasion Test (ASTM C131). No pit run gravel will be allowed. 1. Maximum percentage by weight of deleterious substances shall not exceed following values: PERCENT BY WEIGHT ITEM OF TOTAL SAMPLE MAXIMUM Clay lumps and friable particles 3.0 Material finer than 75-µm (No. 200) sieve: Concrete subject to abrasion 3.0* All Other concrete 5.0* Coal and lignite: Where surface appearance of concrete is of importance 0.5 All other concrete 1.0 * In sieve case of consists manufactured of dust of sand, fracture, if material essentially finer than free from 75-µm clay (No or shale, 200) t may to and respectively. percent, 08/2002 02751-2 CITY OF PEARLAND CONCRETE PAVEMENT 2. Coarse aggregate (size 1-1/2 inch to No. 4 sieve) shall conform to requirements of ASTM C33. Gradation shall be within following limits when graded in accordance with ASTM C136: SIEVE DESIGNATION (SQUARE OPENINGS) (PERCENTAGE BY WEIGHT) Retained on 1 3/4-inch sieve 0 Retained on 1 1/2-inch sieve 0 to 5 Retained on 3/4-inch sieve 30 to 65 Retained on 3/8-inch sieve 70 to 90 Retained on No. 4 sieve 95 to 100 Loss by Decantation Test *Method Tex-406-A 1.0 maximum * In case of aggregates made pnmanly from crushing of stone, if material finer than 200 sieve is dust of fracture essentially free from clay or shale as established by Part III of Tex-406-A, percent may be increased to 1.5 D Fine Aggregate: Sand, manufactured sand, or combination thereof, composed of clean, hard, durable, uncoated grains, free from loams or other injurious foreign matter. Fine aggregate for concrete shall conform to requirements of ASTM C33. Gradation shall be within following limits when graded in accordance with ASTM C136: SIEVE DESIGNATION (SQUARE OPENINGS) (PERCENTAGE BY WEIGHT) Retained on 3/8-inch sieve 0 Retained on No. 4 sieve 0 to 5 Retained on No. 8 sieve 0 to 20 Retained on No. 16 sieve 15 to 50 Retained on No. 30 sieve 35 to 75 Retained on No. 50 sieve 65 to 90 Retained on No. 100 sieve 90 to 100 Retained on No. 200 sieve 97 to 100 1. When subjected to color test for organic impurities (ASTM C40), fine aggregate shall not show color darker than standard color. Fine aggregate shall be subjected to Sand Equivalent Test (Tex-203-F). Sand equivalent value shall not be less than 80, unless higher value is shown on Drawings. 08/2002 02751-3 CITY OF PEARLAND CONCRETE PAVEMENT E Mineral Filler: Class C fly ash of acceptable quality and meeting requirements of ASTM C618 may be used as mineral admixture in concrete mixture. When fly ash mineral filler is used, it shall be stored and inspected in accordance with ASTM C618. Fly ash shall not be used in amounts to exceed 30 percent by absolute volume of cementitious material in mix design. Cement content may be reduced if strength requirements can be met. Note: When fly ash is used, the term 'cement" is defined as cement plus fly ash. F Air Entraining Agent: Furnish an air entraining agent conforming to requirements of ASTM C260. G Water Reducer: Water reducing admixture conforming to requirements of ASTM C494 may be used if required to improve the workability of concrete. Amount and type of such admixture shall be subject to approval by the Engineer. H Reinforcing Steel: 1. Provide new billet steel manufactured by open hearth process and conforming to ASTM A615, Grade 60. Store steel to protect it from mechanical injury and rust. At time of placement, steel shall be free from dirt, scale, rust, paint, oil or other injurious materials. 2. Cold bend reinforcing steel to shapes shown. Once steel has been bent, it may not be rebent. 2.02 CONCRETE JOINTS A When allowed on the Drawings, or with approval of the Engineer, Board Expansion Joint Material may be used Filler board of selected stock. Use wood of density and type as follows • 1. Clear, all -heart cypress weighing no more than 40 pounds per cubic foot, after being oven dried to constant weight. 2. Clear, all heart redwood weighing no more than 30 pounds per cubic foot, after being oven dried to constant weight 3. Use wood only when part of a load transmission device assembly. B Unless specified otherwise, use Preformed Expansion Joint Material: Bituminous fiber and bituminous mastic composition matenal conforming to ASTM D994 and ASTM D1751. C Joint Sealing Compound: 1. Hot poured rubber -asphalt compound meeting the requirements of ASTM D3405. 2. When indicated on Drawings, self -leveling Low Modulas Silicone sealant single component meeting the requirements of TxDOT Specification 433.2, Class 5. 08/2002 02751-4 CITY OF PEARLAND CONCRETE PAVEMENT D Load Transmission Devices* 1. Smooth, steel dowel bars conforming to ASTM A615 Grade 60. When indicated on Drawings, encase one end of dowel bar in approved cap having inside diameter 1/16 inch greater than diameter of dowel bar. 2. Deformed steel tie bars conforming to ASTM A615, Grade 60. E Metal Supports for Reinforcing Steel and Joint Assembly: Employ metal supports of approved shape and size that will secure reinforcing steel and joint assembly in correct position during placing and finishing of concrete. Space supports as directed by the Engineer. 2.03 EQUIPMENT A Equipment: Conform to requirements of ASTM C94. 2.04 MIXING A Employ and pay certified testing laboratory to prepare mix designs Flexural strength shall be as specified using test specimens prepared in accordance with ASTM C31 and tested in accordance with ASTM C78 (using simple beam with third -point loading) Contractor shall determine and measure batch quantity of each ingredient, including all water for batch designs and all concrete produced for Work. Mix shall conform to these specifications and other requirements indicated on Drawings. B Mix design to produce concrete which will have flexural strength of500 psi at 7 days and 600 psi at 28 days. When high -early -strength cement is used, it shall reach at least 550 psi at 7 days and 600 psi at 28 days. Slump of concrete shall be at least 1 inch, but no more than 4 inches, when tested in accordance with ASTM C143. 1. Concrete pavement shall contain at least 5-1/2 sacks (94 pounds per sack) of cement per cubic yard, with not more than 6.5 gallons of water, net, per sack of cement (water cement ratio maximum 0.57). Cement content shall be determined in accordance with ASTM C138. Addition of mineral filler may be used to improve workability or plasticity of concrete to limits specified. 2. Coarse dry aggregate shall not exceed 85 percent of loose volume of concrete 3. Add air -entraining admixture to ensure uniform distribution of agent throughout batch. Base air content of freshly mixed air -entrained concrete upon trial mixes with materials to be used in Work, adjusted to produce concrete of required plasticity and workability. Percentage of air entrainment in mix shall be 4-1/2 percent plus or minus 1-1/2 percent. Air content shall be determined by testing in accordance with ASTM C231. 4. Use retardant when temperature exceeds 90 degrees F. Proportion shall be as recommended by manufacturer. Use same brand as used for air -entraining agent. Add and batch material using same methods as used for air -entraining agent. Accelerators will not be allowed unless approved by the Engineer. 08/2002 02751-5 CITY OF PEARLAND CONCRETE PAVEMENT 2.05 COVER MATERIALS FOR CURING A Curing materials shall conform to one of following: 1. Polyethylene Film: Opaque pigmented white film conforming to requirements of ASTM C171. 2. Waterproofed Paper: Paper conforming to requirements of ASTM C171. 3. Cotton Mats: Single layer of cotton filler completely enclosed in cover of cotton cloth Mats shall contain not less than 3/4 of a pound of uniformly distributed cotton filler per square yard of mat. Cotton cloth used for covering materials shall weigh not less than 6 ounces per square yard. Mats shall be stitched so that mat will contact surface of pavement at all points when saturated with water. 4. Liquid Membrane -forming Compounds: Liquid membrane -forming compounds shall conform to ASTM C309. Membrane shall restrict loss of water to not more than 0.55 kg/m2 of surface in 72 hours. 3.0 EXECUTION 3.01 EXAMINATION A Verify compacted base is ready to support imposed loads and meets compaction requirements. B Verify lines and grades are correct. 3.02 PREPARATION A Properly prepare, shape and compact each section of subgrade before placing forms, reinforcing steel or concrete. After forms have been set to proper grade and alignment, use subgrade planer to shape subgrade to its final cross section. Check contour of subgrade with template. B Remove subgrade that will not support loaded form. Replace and compact subgrade to required density. 3.03 EQUIPMENT A Alternate equipment and methods other than those required by this article, may be used provided the Contractor demonstrates that equal, or better, results will be obtained. Maintain equipment for preparing subgrade and for finishing and compacting concrete in good working order Unless approved otherwise by the Engineer or the Drawings, slip form paving methods shall be used. 08/2002 02751-6 CITY OF PEARLAND CONCRETE PAVEMENT B Subgrade Planer and Template: 1. Use subgrade planer with adjustable cutting blades to trim subgrade to exact section shown on Drawings. Select planer mounted on visible rollers which ride on forms. Planer frame must have sufficient weight so that it will remain on form at all times, and have such strength and rigidity that under tests made by changing support from wheels to center, planer will not develop deflection of more than 1/8 inch. Tractors used to pull planer shall not produce ruts or indentations in subgrade. When slip form method of paving is used, operate subgrade planer on prepared track grade or have it controlled by electronic sensor system operated from string line to establish horizontal alignment and elevation of subbase. 2. Provide template for checking contour of subgrade. Template shall be long enough to rest upon side forms and have such strength and rigidity that, when supported at center, maximum deflection shall not exceed 1/8 inch. Fit template with accurately adjustable rods projecting downward at 1-foot intervals. Adjust these rods to gauge cross sections of slab bottom when template is resting on side forms. C Machine Finisher: Provide a power -driven, transverse finishing machine designed and operated to strike off and consohdate concrete. Machine shall have two screeds accurately adjusted to crown of pavement and with frame equipped to ride on forms. Use finishing machine with rubber tires if it operates on concrete pavement. D Hand Finishing: 1. Provide mechanical strike and tamping template 2 feet longer than width of pavement to be finished. Shape template to pavement section. 2. Provide two bridges to nde on forms and span pavement for finishing expansion and dummy joints. Provide floats and necessary edging and finishing tools. E Belt Finishing: While concrete is still workable, give surface final belting to produce a uniform surface of gritty texture. Perform belting with short rapid transverse strokes having sweeping longitudinal motion. F Vibrators: Furnish mechanically operated synchronized vibrators mounted on tamping bar which ndes on forms and hand -manipulated mechanical vibrators. Furnish vibrators with frequency of vibration to provide maximum consolidation of concrete without segregation. 08/2002 02751-7 CITY OF PEARLAND CONCRETE PAVEMENT Traveling Form Paver: Approved traveling form paver may be used in lieu of construction methods employing forms, consolidating, finishing and floating equipment. Requirements of this specification for subgrade, pavement tolerances, pavement depth, alignments, consolidation, finishing and workmanship shall be met. If traveling form paver does not provide concrete paving that meets the compaction, finish and tolerances requirements of this specification, its use shall be immediately discontinued when so ordered by the Engineer and conventional methods shall be used. 1. Equip traveling paver with longitudinal transangular finishing float adjustable to crown and grade. Float shall be long enough to extend across pavement to side forms or edge of slab. 2. Insure that continuous deposit of concrete can be made at paver to minimize starting and stopping. Use conventional means of paving locations inaccessible to traveling paver, or having horizontal or vertical curvature that traveling paver cannot negotiate. 3. Where Drawings require tie bars for adjacent paving, securely tie and support bars to prevent displacement. Tie bars may be installed with approved mechanical bar inserter mounted on traveling -form paver. Replace any pavement in which tie bars assume final position other than that shown on Drawings, unless corrective alternates are authorized in writing by the Engineer. 3.04 FORMS A Side Forms: Use clean metal forms of approved shape and section. Preferred depth of form shall be equal to required edge thickness of pavement. Forms with depths greater or less than required edge thickness of pavement will be permitted, provided difference between form depth and edge thickness if not greater than 1 inch, and further provided that forms of depth less than pavement edge are brought to required edge thickness by securely attaching wood or metal strips to bottom of form, or by grouting under form. Bottom flange of form shall be same size as thickness of pavement. Aluminum forms are not allowed. All forms shall be approved by the Engineer Length of form sections shall be not less than 10 feet and each section shall provide for staking in position with not less than 3 pins Flexible or curved forms of wood or metal of proper radius shall be used for curves of 200-foot radius or less. Forms shall have ample strength and shall be provided with adequate devices for secure setting so that when in -place they will withstand, without visible springing or settlement, impact and vibration of finishing machine. In no case shall base width be less than 8 inches for form 8 inches or more in height. Forms shall be free from warp, bends or kinks and shall be sufficiently true to provide reasonable straight edge on concrete. Top of each form section, when tested with straight edge, shall conform to requirements specified for surface of completed pavement Provide sufficient forms for satisfactory placement of concrete. For short radius curves forms less than 10 feet in length or curved forms may be used. For curb returns at street intersections and dnveways, wood forms of good grade and quality may be used. 08/2002 02751-8 CITY OF PEARLAND CONCRETE PAVEMENT B Form Setting: 1. Rest forms directly on subgrade. Do not shim with pebbles or dirt. Accurately set forms to required grade and alignment and, during entire operation ofplacing, compacting and finishing of concrete, do not deviate from this grade and alignment more than 1/8 inch in 10 feet of length. Do not remove forms for at least 8 hours after completion of finishing operations. Provide supply of forms that will be adequate for orderly and continuous placing of concrete. Set forms and check grade for at least 300 feet ahead of mixer or as approved by the Engineer. 2. Adjacent slabs may be used instead of forms, provided that concrete is well protected from possible damage by finishing equipment. These adjacent slabs shall not be used for forms until concrete has aged at least 7 days. 3.05 REINFORCING STEEL AND JOINT ASSEMBLIES A Accurately place reinforcing steel and joint assemblies and position them securely as indicated on Drawings. Wire reinforcing bars securely together at intersections and splices. Bars and coatings shall be free of rust, dirt or other foreign matter when concrete is placed. Place all reinforcing steel and secure to chairs. All reinforcing steel must be positively supported before pour begins. B Place pavement joint assemblies at required locations and elevations, and rigidly secure all parts in required positions. Install dowel bars accurately in joint assemblies as shown, each parallel to pavement surface and to center line of pavement. Rigidly secure in required position to prevent displacement dunng placing and finishing of concrete. Accurately cut header boards, joint filler and other matenal used for forming joints to receive each dowel bar. Drill dowels into existing pavement, secure with epoxy, and provide paving headers, as required, to provide rigid pavement sections. 3.06 PLACEMENT A Place concrete only in rain -free days when air temperature taken in shade and away from artificial heat is above 35 degrees F and nsing. Concrete shall not be placed when temperature is below 40 degrees F and falling. When concrete temperature is 85 degrees F or above, do not exceed 60 minutes between introduction of cement to the aggregates and discharge. When the weather is such that the concrete temperature would exceed 90 degrees F, employ effective means, such as pre -cooling of aggregates and mixing water, using ice or placing at night, as necessary to maintain concrete temperature, as placed, below 90 degrees F B Place concrete within 60 minutes of mixing. Remove and dispose of concrete not placed within this period. C Concrete slump during placement shall be 2 to 5 inches, except when using traveling - form paver slump shall be maximum of 3 inches. 08/2002 02751-9 CITY OF PEARLAND CONCRETE PAVEMENT D Deposit concrete rapidly and continuously on subgrade or subbase in successive batches. Distribute concrete to required depth and for entire width of placement in manner that will require as tittle rehandling as possible. Where hand spreading is necessary, distribute concrete with shovels or by other approved methods. Use only concrete rakes in handling concrete. At end of day or in case of unavoidable interruption of more than 30 minutes, place transverse construction Joint at point of stopping work. Remove and replace sections less than 10 feet long. E Take special care in placing and spading concrete against forms and at longitudinal and transverse joints to prevent honeycombing. Voids in edge of finished pavement will be cause for rejection. 3.07 COMPACTION A Consolidate the concrete using mechanical vibrators as specified herein. Extend a vibratory unit across the pavement, not quite touching side forms. Space individual vibrators at close enough intervals to vibrate and consolidate entire width of pavement uniformly. Mount mechanical vibrators to avoid contact with forms, reinforcement, transverse or longitudinal joints. B Furnish enough hand -manipulated mechanical vibrators for proper consolidation of concrete along forms, at joints and in areas not covered by mechanically controlled vibrators. Stand-by operational vibrator is required before start of pour. 3.08 FINISHING A Finish concrete pavement with power -driven transverse finishing machines or by hand finishing methods. 1. Use transverse finishing machine to make at least two trips over each area. Make last trip continuous run of not less than 40 feet. After transverse screeding, use hand -operated longitudinal float to test and level surface to required grade. 2. Hand finish with mechanical strike and tamping template as wide as pavement to be finished. Shape template to pavement section. Move strike template forward in direction of placement, maintaining slight excess ofmatenal in front of cutting edge. Make at least two trips over each area. Screed pavement surface to required section. Work screed with combined transverse and longitudinal motion in direction work is progressing. Maintain screed in contact with forms. Use longitudinal float to level surface. 08/2002 02751-10 CITY OF PEARLAND CONCRETE PAVEMENT B On narrow strips and transitions, finish concrete pavement by hand. Thoroughly work concrete around reinforcement and embedded fixtures. Strike off concrete with strike -off screed. Move strike -off screed forward with combined transverse and longitudinal motion in direction work is progressing, maintaining screed in contact with forms, and maintaining slight excess of materials in front of cutting edge. Tamp concrete with tamping template. Use longitudinal float to level surface. C While concrete is still workable, give surface final belting to produce a uniform surface of gritty texture. Perform belting with short rapid transverse strokes having sweeping longitudinal motion. 3.09 JOINTS AND JOINT SEALING A When new work is adjacent to existing concrete, place joints at same location as existing joints in adjacent pavement. B If the limit of removal of existing concrete or asphaltic pavement does not fall on existing joint, saw cut existing pavement minimum of 1-1/2 inches deep to provide straight, smooth joint surface without chipping, spalhng or cracks. 3.10 CONSTRUCTION JOINTS A Place transverse construction joint wherever concrete placement must be stopped for more than 30 minutes. Place longitudinal construction joints at interior edges of pavement lanes using No. 5 deformed tie bars, 30 inches long and spaced 18 inches on centers. 3.11 EXPANSION JOINTS A Place 3/4-inch expansion joints at locations shown on drawings Use no filler shorter than 6 feet. When pavement is 24 feet or narrower, use not more than 2 lengths of filler. Secure pieces to form straight joint. Shape filler accurately to cross section of concrete slab. Use load transmission devices of type and size shown on Drawings. Seal with joint sealing compound. 3.12 CONTRACTION JOINTS A Place contraction joints at same locations as in adjacent pavement or at spaces indicated on Drawings. Maximum spacing of contraction/construction joints, 20 feet. Seal groove with joint sealing compound. 3.13 LONGITUDINAL WEAKENED PLANE JOINTS A Place longitudinal weakened plane joints at spaces indicated on Drawings. Seal groove with joint sealing compound. 08/2002 02751-11 CITY OF PEARLAND CONCRETE PAVEMENT 3.14 SAWED JOINTS A Contractor may use sawed joints as an alternate to contraction and weakened plane joints. Circular cutter shall be capable of cutting straight line groove minimum of 1/2 inch wide. Depth shall be one quarter of pavement thickness plus 1/2 inch. Commence sawing as soon as concrete has hardened sufficiently to permit cutting without chipping, spalling or tearing and prior to initiation of cracks. Once sawing has commenced, it shall be continued until completed. Make saw cut with one pass. Complete sawing within 24 hours of concrete placement. Saw joints at required spacing consecutively in sequence of concrete placement. B Concrete Saw: Provide sawing equipment adequate in power to complete sawing to required dimensions and within required time. Provide at least one standby saw in good working order. Maintain an ample supply of saw blades at work site at all times during sawing operations. Sawing equipment shall be on job at all times during concrete placement. 3.15 JOINTS FOR CURB, AND CURB AND GUTTER A Place 3/4-inch preformed expansion joints through curb and gutters at locations of expansion and contraction joints in pavement; at end of radius returns at street intersections and driveways; and at curb inlets. Maximum spacing shall be 60-foot centers. 3.16 JOINTS FOR CONCRETE SIDEWALKS A Provide 3/4-inch expansion joints conforming to ASTM A1751 along and across sidewalk at back of curbs, at intersections with driveways, steps, and walls; and across walk at intervals not to exceed 36 feet. Provide expansion joint material conforming to ASTM D994 for small radius curves and around fire hydrants and utility poles Extend the expansion joint material full depth of the slab. Reinforcing bars shall extend 10 inches beyond the expansion joint and then shall be wrapped with building paper, or approved sleeves, so that the 10 inches shall not be bonded to the concrete. 3.17 JOINTS FOR CONCRETE DRIVEWAYS A Provide 3/4-inch expansion joints conforming to ASTM D1751 across driveway in line with street face of sidewalks at existing concrete driveways, and along intersections with sidewalks and other structures. Extend expansion joint material full depth of slab. Where dowels are used, wrap or sleeve one end. 3.18 JOINT SEALING A Seal joints only when surface and joints are dry, ambient temperature is above 50 degrees F and less than 85 degrees F, and weather is not foggy or rainy. 08/2002 02751-12 CITY OF PEARLAND CONCRETE PAVEMENT B Joint sealing equipment shall be in first-class working condition, and be approved by the Engineer. Use concrete grooving machine or power -operated wire brush and other equipment such as plow brooms, brushes, blowers or hydro or abrasive cleaning as required to produce satisfactory joints. C Clean joints of loose scale, dirt, dust and curing compound. Term joint includes wide joint spaces, expansion joints, dummy groove joints or cracks, either preformed or natural. Remove loose material from concrete surfaces adjacent to joints D Fill joints neatly with joint sealer to depth shown. Pour sufficient joint sealer into joints so that, upon completion, surface of sealer within joint will be 1/4 inch below level of adjacent surface or at elevation as directed. 3.19 CONCRETE CURING A Concrete pavement shall be cured by protecting it against loss of moisture for period of not less than 72 hours immediately upon completion of finishing operations. Do not use membrane curing for concrete pavement to be overlaid by asphaltic concrete. B Where curing requires use of water, curing shall have prior right to all water supply or supplies. Failure to provide sufficient cover material shall be cause for immediate suspension of concreting operations. 3.20 POLYETHYLENE FILM CURING A Immediately after finishing surface, and after concrete has taken its initial set, apply water in the form of a fine spray Cover surface with polyethylene film so film will remain in intimate contact with surface dunng specified curing period. B Cover entire surface and both edges of pavement slab. Joints in film sheets shall overlap minimum of 12 inches. Immediately repair tears or holes occurring during curing period by placing acceptable moisture -proof patches or by replacing. 3.21 WATERPROOFED PAPER CURING A Immediately after finishing surface, and after concrete has taken its initial set, apply water in form of fine spray Cover surface with waterproofed paper so paper will remain in intimate contact with surface during specified curing period. B Prepare waterproofed paper to form blankets of sufficient width to cover entire surface and both edges of pavement slab, and not be more than 60 feet in length. Joints in blankets caused by joining paper sheets shall lap not less than 5 inches and shall be securely sealed with asphalt cement having melting point of approximately 180 degrees F. Place blankets to secure an overlap of at least 12 inches Tears or holes appearing in paper during cunng period shall be immediately repaired by cementing patches over defects. 08/2002 02751-13 CITY OF PEARLAND CONCRETE PAVEMENT 3.22 COTTON MAT CURING A Immediately after finishing surface, and after concrete has taken its initial set, completely cover surface with cotton mats, thoroughly saturated before application, in such manner that they will contact surface of pavement equally at all points. B Mats shall remain on pavement for specified curing period. Keep mats saturated so that, when lightly compressed, water will drip freely from them. Keep banked earth or cotton mat covering edges saturated. 3.23 LIQUID MEMBRANE -FORMING COMPOUNDS A Immediately after finishing surface, and after concrete has taken its initial set, apply liquid membrane -forming compound in accordance with manufacturer's instructions. 3.24 TOLERANCES A Test entire surface before initial set and correct irregularities or undulations. Bring surface within requirements of following test and then finish. Place 10-foot straightedge parallel to center of roadway to bndge any depressions and touch all high spots. Do not permit ordinates measured from face of straight edge to surface of pavement to exceed 1/16 inch per foot from nearest point of contact. Maximum ordinate with 10-foot straightedge shall not exceed 1/8 inch. Grind spots in excess of requirements of this paragraph to meet surface test requirements. Restore texture by grooving concrete to meet surface finishing specifications. 3.25 FIELD QUALITY CONTROL A Testing will be performed under provisions of Section 01450 - Testing Laboratory Services. B Flexural Strength Test Specimens: Four test specimens for flexural strength test will be made for each 150 cubic yards or less of pavement that is placed in one day. Two specimens will be tested at 7 days. For failed 7-day tests, remaining two specimens will be tested at 28 days Specimens will be made, cured and tested in accordance with ASTM C78 (using simple beam with third point loading). Minimum flexural strength (modulus of rupture) shall be 500 pounds per square inch at 7 days and 600 pounds per square inch at 28 days. C Yield test will be made in accordance with ASTM C138 for cement content per cubic yard of concrete. If such cement content is found to be less than that specified per cubic yard, reduce batch weights until amount of cement per cubic yard of concrete conforms to requirements. 08/2002 02751-14 CITY OF PEARLAND CONCRETE PAVEMENT D At the Engineer's direction a minimum of one 4-inch core may be taken at random locations per 1,000 feet per lane or 500 square yards of pavement to measure in -place depth Each core may be tested for 28-day compressive strength according to methods of ASTM C42. The 28-day compressive strength of each core tested shall be a minimum of 3000 pounds per square inch. Compressive strength shall not be utilized to satisfy the flexural strength requirements. E Contractor may, at his own expense, request three additional cores in vicinity of cores indicating nonconforming in -place depths. In -place depth at these locations shall be the average of depth of four cores. F Fill cores and density test sections with new concrete paving or non shrink grout. 3.26 NONCONFORMING PAVEMENT A Remove and replace areas of pavement found deficient in thickness by more than 10 percent, or that fail flexural strength tests, with concrete of thickness shown on Drawings unless accepted by the Engineer B Nonconforming pavement sections shall be replaced at no cost to Owner. 3.27 UNIT PRICE ADJUSTMENT A Unit pnce reductions shall be made for in -place depth determined by cores as follows: 1. Adjusted Unit Price shall be ratio of deficient average thickness as determined by cores to thickness bid upon, times unit price bid. 2. Adjustment shall apply to lower limit of 90 percent of unit price bid. 3. No adjustment will be made for excess thickness. 3.28 PAVEMENT MARKINGS A Restore pavement markings to match those existing in accordance with City of Pearland a standard specifications and details and the Engineer's requirements. 3.29 PROTECTION A Barricade pavement section from use until concrete has attained minimum design strength. B On those sections of pavement to be opened to traffic, seal joints, clean pavement and place earth against pavement edges before permitting use by traffic. Such opening of pavement to traffic shall not relieve Contractor from his responsibility for Work. 08/2002 02751-15 CITY OF PEARLAND CONCRETE PAVEMENT C Maintain concrete paving in good condition until completion of Work. D Repair defects by replacing concrete to full depth. END OF SECTION 08/2002 02751-16 CITY OF PEARLAND PREFORMED DURABLE PAVEMENT MARKING Section 02761 PREFORMED DURABLE PAVEMENT MARKING 1.0 GENERAL 1.01 SECTION INCLUDES A Durable retroreflective preformed pavement markings. 1.02 UNIT PRICES A No separate payment will be made for Preformed Durable Pavement Marking under this section. Include payment for work in appropriate sections. 1.03 DURABLE PAVEMENT MARKING DEFINITIONS A Class I - B Class II - C Class III - Preformed pavement markings suitable for longitudinal and word and symbol markings on roadways with high volume traffic. Preformed patterned pavement markings with minimum retained retroreflectivity, suitable for longitudinal and word and symbol markings on roadways with high volume traffic. Preformed pavement markings designed for use with liquid contact cement as words, symbols, lane lines, edge lines, channehzing lines, stop bars, and crosswalks on roadways with low to moderate volume traffic and low shear areas. D Class IV - Preformed pavement markings with durable urethane topcoat suitable for word, symbols, crosswalks and stop bars on roadways with high volume traffic and in areas of high shear or abrasion. E Class V - Preformed pavement markings suitable for longitudinal overlay markings on roadways with moderate, well channelized, free rolling traffic. 1.04 SUBMITTALS A Submittals shall conform to requirements of Section 01350 - Submittals. B Submit manufacturer's product data for each proposed class of marking material; primers, solvents, and adhesives • and installation instructions for approval. Include certificate by manufacturer that each class of marking conforms to the requirements of this specification. C Submit details of manufacturers replacement policy for each class of marking material. 08/2002 02761-1 CITY OF PEARLAND PREFORMED DURABLE PAVEMENT MARKING 1.05 DELIVERY AND STORAGE A Deliver preformed plastic marking material in rolls or strips. Deliver words and symbols in precut convenient sizes to provide for ease m application. Ship word and symbol markers with easily removable protective liners. B Store material in cool dry conditions until application. 2.0 PRODUCTS 2.01 PREFORMED MARKINGS A Retroreflective preformed markings: White or yellow polymeric films with pigments conforming to standard highway colors. Glass beads shall be incorporated in film to provide immediate and continuing retroreflection. B Quality performance characteristics shall be as follows: CLASS I CLASS II CLASS III CLASS IV CLASS V TEST METHOD WHITE YELLOW WHITEIYELLOW WHITEIYELLOW WHITEIYELLOW WHITE I'YELLOW without mils, min. 60 65 Peak) 20 (Valley) 60 60 12 Caliper Gauge 1. Thickness adhesive, 2. Refractive index of beads, 1.5 Rubber Liquid Oil min. 1.7 Surface* 1.5 1.5 & 1.9 1.7 Immersion — 3. Init. retroreflectance (mcd. f1-2. fc'') min. ** @ 86.0°, 0.2° 550 410 1100 800 550 410 700 500 960 680 ASTM D4061 ** @ 86.5°, 1.0° 300 175 700 500 300 175 400 300 650 470 4. Retained retroreflectance (mcd. ft"2. fc4), min. -- -- 100 -- -- -- -- -- -- ASTM D4061 ** @ 86.5°, 1.0° 5. Init (avg.) skid resistance -BPN 45 45 45 50 45 ASTM E303 6. Tensile strength (psi), 150 20 150 100 ASTM D638*** min. -- -- 7. Percent elongation at break, 75 20 75 50 -- -- ASTM D638*** min. 8. Daytime reflectance factor "Y" %, min. 65 36 65 I 36 65 36 65 1 t I 36 65 36 ASTM E97 * Tough Ceramic Beads ** Angle, Observation Angle) (Entrance *** Crosshead speed of 10-12 inches per minute when tested with a gap of 4" between jaws and 1" x 6" sample. 08/2002 02761-2 CITY OF PEARLAND PREFORMED DURABLE PAVEMENT MARKING 2.02 ADHESIVES AND SOLVENTS A Film shall be pre -coated with pressure sensitive adhesive capable of bonding markings to portland cement concrete and asphaltic concrete pavements. B Manufacturer shall identify suitable solvents or primers necessary for proper preconditioning pavements prior to application. 2.03 FABRICATION A Manufacture markings to conform to color, shape, and size requirements of TxDOT 'Texas Manual on Uniform Traffic Control Devices for Streets and Highways". 340 EXECUTION 3.01 GENERAL A Prepare pavement surfaces and install markings in accordance with manufacturer's recommendations. B Accurately locate and install approved markings to conform to classes, colors, lengths, widths, and configurations indicated on Drawings. C Apply line markings with a mechanical applicator capable of applying pavement lines in a neat, accurate, and uniform manner. Applicator shall be equipped with a film cut-off device. Apply words and symbols by hand so as to attain neat, accurate, and uniform results. 3.02 PREPARATION A Clean and repair surfaces to receive markings. Blast clean surfaces indicated on Drawings or where directed by the Engineer in accordance with requirements of Section 02980. Do not clean portland cement concrete pavements by grinding. 3.03 INLAID INSTALLATION ON ASPHALTIC CONCRETE PAVEMENTS A This installation procedure applies to streets with new asphaltic concrete surfacing. B Apply markings on newly placed compacted pavement having a temperature of between 125 to 155 degrees F. C Inlay markings with a mechanical roller of sufficient weight to imbed preformed markers to a minimum depth of 60 percent and a maximum depth of 80 percent of material thickness. Roll while temperature of pavement is in a 125 to 155 degree F range. 08/2002 02761-3 CITY OF PEARLAND PREFORMED DURABLE PAVEMENT MARKING 3.04 SURFACE INSTALLATION A This installation procedure applies to asphaltic concrete transition sections and streets with portland cement concrete surfacing B Test pavement surface for moisture content prior to application of markings. Place an approximate 2 square foot sheet of clear plastic or tar paper on road surface and hold in place for 20 minutes. Immediately inspect the sheet for build up of condensed moisture. If sufficient moisture has condensed to cause water to drip from sheet, do not apply markings. Repeat test as necessary until adequate moisture has evaporated from pavement to allow placement. C Observe manufacturer's recommended pavement and ambient air temperature requirements for application. If manufacturer has no temperature recommendations, do not install markings if pavement temperature is below 60 degrees F or above 120 degrees F. D Prime pavement surface and apply markings as recommended by manufacturer. 3.05 FIELD QUALITY CONTROL A Pavement markings shall present a neat, uniform appearance and shall be free of unsightly spread of excess adhesive. Markings shall be free of ragged edges and misshaped lines or contours. B Markings shall adhere to pavement sufficiently to prevent lifting, shifting, smearing, spreading, flowing or tearing by traffic. C Repair or replace improperly installed markers at Contractors expense. 3.06 CLEANING A Keep project site free of unnecessary traffic hazards at all times. B Clean area upon completion of work and remove rubbish from work site. 3.07 WARRANTY A Contractor shall warrant material and labor for a penod of twelve months from date of installation of markings. Immediately upon notification, replace portions of pavement marking lines or legends that have lifted, shifted or spread, lost daytime color, or nighttime retro-reflectivity. END OF SECTION 08/2002 02761-4 CITY OF PEARLAND LANDSCAPE IRRIGATION Section 02811 LANDSCAPE IRRIGATION 1.0 GENERAL 1.01 SECTION INCLUDES A Pipe and fittings, valves, sprinkler heads and accessories. B Control system. 1.02 UNIT PRICES A Measurement and payment for Landscape Irrigation will be made under this Section on a lump sum basis. B Refer to Section 01200 - Measurement and Payment. 1.03 SYSTEM DESCRIPTION A Electric solenoid controlled underground irrigation system. B Source Power: 120 volt 1.04 SUBMITTALS A Submit under provisions of Section 01350 - Submittals. 1.05 QUALIFICATIONS A Manufacturer: Company specializing in performing the work of this section with minimum three years documented experience. B Installer: Installer must be a licensed irrigator. 1.06 REGULATORY REQUIREMENTS A Conform to applicable code for piping and component requirements. 1.07 PRE -INSTALLATION CONFERENCE A Convene one week prior to commencing work of this Section. 08/2002 02811-1 CITY OF PEARLAND LANDSCAPE IRRIGATION 1.08 COORDINATION A Coordinate work under provisions of Section 02931 - Landscape and TreePlanting. B Coordinate the work with site landscape grading and delivery of plant life. 1.09 EXTRA MATERIALS A Furnish extra components under provisions of Bid Schedule. 1. Two sprinkler heads of each type and size. 2. Two valve box keys. 3. Two wrenches for each type head core and for removing and installing each type head. • 2.0 PRODUCTS 2.01 PIPE MATERIALS A Pipe shall be continuously and permanently marked with Manufacturers name, size, schedules, type, and working pressure. B PVC Pipe ASTM D2411; 200 psi pressure rated upstream from controls, 160 psi downstream; solvent welded sockets rubber gasketed joints. C Fittings: Type and style of connection to match pipe. D Solvent Cement: ANSI/ASTM D2564 for PVC pipe and fittings. E Sleeve material: 4" schedule 40 PVC. 2.02 OUTLETS A Manufacturers or approved equal: 1. Rainbird Model 180 4. 2. Rainbird Model 1812 3. Hunder Model PGP B Rotary type sprinkler head: Pop-up type with screens; fully adjustable for flow and pressure; size as indicated with letter or symbol sesignatmg degree of arc and arrow indicating center of spray pattern. C Spray Type Sprinkler Head Pope -up head with full circle, half circle, third circle, quarter circle and square pattern. 08/2002 02811-2 CITY OF PEARLAND LANDSCAPE IRRIGATION 2.03 VALVES A Manufacturers or approved equal: 1. Rainbird Model PEB Senes B Gate Valves: Bronze construction, non -rising stem, and sized to line. C Backflow Preventers. FEBCO 765 Bronze body construction, reduced pressure zone or pressure vacuum braker type. D Valve Box and Cover: rectangular 10" x 14" or 9" round. 2.04 CONTROLLER A Manufacturers or approved equal: 1. Rambird Model RC1260C B Valves* Electric solenoid wiring including required fittings and accessories. C Wire conductors: color coded. 3.0 EXECUTION 3.01 EXAMINATION A Verify site conditions under provisions of Section 01310 - Coordination and Meetings. B Verity location of existing utilities. C Verify that required utilities are available, in proper location, and ready for use. 3.02 PREPARATION A Piping layout indicated is diagrammatic only Route piping to avoid plants, ground cover, and structures. B Layout and stake locations of system components. C Review layout requirements with other affected work. Coordinate locations of sleeves under paving to accommodate system. 3.03 TRENCHING A Trench and filling as required. 08/2002 02811-3 CITY OF PEARLAND LANDSCAPE IRRIGATION B Trench size: 1. Minimum Cover Over Installed Supply Piping: 18 inches. 2. Minimum Cover Over Installed Branch Piping: 12 inches. 3. Minimum Cover Over Installed Outlet Piping: 12 inches. C Trench to accommodate grade changes. D Maintain trenches free of debris, material, or obstructions that may damage pipe. E Do not leave trenches open overnight. 3.04 INSTALLATION A Install pipe, valves, controls, and outlets in accordance with manufacturer's instructions. B Connect to utilities. C Set outlets and box covers at finish grade elevations. D Install control wiring as required Provide 10 inch expansion coil at each valve to which controls are connected, and at 100 ft intervals Bury wire beside pipe. Mark valves with neoprene valve markers containing locking device. Set valve markers in 160 psi PVC pipe risers exiting from top of valve to finish grade. E After piping is installed, but before outlets are installed and filling commences, open valves and flush system with full head of water. F Coordinate pipe installation with conduit installation. 3.05 FIELD QUALITY CONTROL A Field inspection and testing will be performed. B Prior to filling, test system for leakage for whole system to maintain 100 psi pressure for one hour. 3.06 FILLING A Provide 3 inch sand cover over piping. fill trench and compact to subgrade elevation. Protect piping from displacement. 3.07 ADJUSTING A Adjust control system to achieve time cycles required. B Change and adjust head types for full water coverage as directed. 08/2002 02811-4 CITY OF PEARLAND LANDSCAPE IRRIGATION 3.08 DEMONSTRATION A Provide system demonstration. B Instruct Owner's personnel in operation and maintenance of system, including adjusting of sprinkler heads. Use operation and maintenance material as basis for demonstration. END OF SECTION 08/2002 02811-5 CITY OF PEARLAND CHAIN LINK FENCES AND GATES Section 02821 CHAIN LINK FENCES AND GATES 1.0 GENERAL 1.01 SECTION INCLUDES A Fence framework, fabnc, and accessories. B Excavation for post bases, concrete foundation for posts and center drop for gates. 1. Manual gates and related hardware. 1.02 MEASUREMENT AND PAYMENT A Payment for fencing shall be on a linear foot basis for height noted. B Payment for gates shall be per unit. C Refer to Section 01200 - Measurement and Payment for Unit Price Procedures. 1.03 SYSTEM DESCRIPTION A Fence Height shall be as indicated on Drawings or as noted to match height of existing. B Extension arms for barbed wire shall match existing. C Line Post Spacing shall not exceed 10 feet, or as shown on Drawings. 1.04 SUBMITTALS A Submit under provisions of Section 01350, Submittals. B Shop Drawings. Indicate plan layout, spacing of components, post foundation dimensions, hardware anchorage, and schedule of components. C Product Data: Provide data on fabnc, posts accessories, fittings and hardware that indicates that items match or exceed the quality of existing. 1.05 QUALIFICATIONS A Manufacturer: Company specializing in manufacturing the products specified in this Section with minimum three years experience. 1.06 FIELD MEASUREMENTS A Verify that field measurements are as indicated on shop drawings. 08/2002 02821-1 CITY OF PEARLAND CHAIN LINK FENCES AND GATES 2.0 PRODUCTS 2.01 GALVANIZED FENCING A Fence fabric shall be No. 9 steel wire, hot galvanized after weaving, to match or exceed existing. B Framework shall be hot -dipped galvanized with a minimum coating of 2 ounces/sf, or one ounce/sf plus 30 micrograms/square inch chromate conversion coating. C Line posts shall be 2" and conform to ASTM A570 Grade 45 steel or ASTM A569, cold rolled steel. All posts shall have spherical plugs. D End corner, angle, and pull posts shall be 2 1//2" and conform to ASTM A570 Grade 45 steel or ASTM A569 for steel pipe. E Top rails shall be 1.65 x 1.25-inch formed C-section; or 1.6-inch round ASTM A569, 1.35 lbs/ft; or 1-5/8-inch outside diameter steel pipe, 2.27 lbs/ft. Top rails shall pass through openings provided for that purpose in post tops. F Fabric ties shall be hog rings, galvanized steel wire not less than 9-ga with a zinc coating of not less than 1.2 ounces/sf. G Bolts and nuts shall be in conformance with ASTM A307 and shall be galvanized in accordance with AASHTO M232. H Install horizontal braces fabricated of 1-5/8-inch, 2.27-lb copper bearing steel pipe at all corner, gate, and end posts. I All posts to have malleable iron top caps. J Bottom tension wire shall be #7 gauge wire. K Gates shall be either swing or slide as shown on the plans. Swing gates shall be hinged to swing 90 degrees from closed to open or hinged to swing 180 degrees from close to open. Slide gates shall be roller type with no vertical obstructions. All gate leaves shall have intermediate members and diagonal stress rods as required for rigid construction and shall be free from sag or twist. All gates shall be fitted with vertical extension arms or shall have frame end number extended to carry barbed wire. Gate posts for gates shall be 6", Schedule 40. Gate frames shall be made of 2-inch outside diameter, castings Fabric shall be the same as for the fence. Gates shall have malleable iron ball and socket hinges, catches, stops and padlocks with 3 keys each. Posts for single gates shall be the same as end posts. 08/2002 02821-2 CITY OF PEARLAND CHAIN LINK FENCES AND GATES 3.0 EXECUTION 3.01 INSTALLATION • A Install chain link fence in accordance with the directions of the manufacturer and these Specifications. B Install line fence posts at not more than 10-ft centers and concreted at least 36 inches x 12' diameter into the ground in a Class B concrete base. Allow concrete to cure for at least 7 days before erecting remainder of fence. Fasten fabric to line posts with wire ties spaced about 14 inches apart and to top rail spaced about 24 inches apart. C Use standard chain link fence stretching equipment to stretch the fabnc before tying it to the rails and posts. Repeat the stretching and tieing operations about every 100 feet. D Erect gates so they swing or slide in the appropriate direction. Provide gate stops as required. Secure hardware, adjust and leave in perfect working order. Adjust hinges and diagonal bracing so that gates will hang level. Adjust rollers and guides of sliding gates so that gates are level. E At small natural or drainage ditches where it is not practical for the fence to conform to the contour of the ground, span the opening below the fence with wire fastened to stakes of required length. The finished fence shall be plumb, taut, true to line and ground contour. When directed, stake down the chain link fence at several points between posts. F Where new fence joins an existing fence, set a corner post and brace post at the junction and brace as directed If the connection is made at other than the corner of the new fence the last span of the old fence shall contain a brace. END OF SECTION 08/2002 02821-3 CITY OF PEARLAND TOPSOIL Section 02910 TOPSOIL 1.0 GENERAL 1.01 SECTION INCLUDES A Furnishing and placing topsoil for finish grading and for seeding, sodding and planting. 1.02 UNIT PRICES A No separate payment will be made for topsoil. Include payment in Section 02921 Hydromuch Seeding and Section 02922 - Sodding. B Refer to Section 01200 - Measurement and Payment for unit price procedures. 2.0 PRODUCTS 2.01 TOPSOIL A Topsoil shall be fertile, friable natural sandy loam surface soil obtained from excavation or borrow operations having the following characteristics: 1. pH value of between 5.5 and 6.5. 2. Liquid limit: topsoil not exceed 50 3. Plasticity index: 10 or less. 4. Gradation. maximum of 40 percent with a passing the #280 sieve. B Topsoil shall be reasonably free of subsoil, clay lumps, weeds, non -soil materials and other htter or contamination. Topsoil shall not contain roots, stumps, and stones larger than 2 inches. C Obtain topsoil from the top material from naturally well drained areas where topsoil occurs at a minimum depth of 4 inches and has similar characteristics to that found at the placement site. Do not obtain topsoil from areas infected with a growth of, or reproductive parts of nut grass or other noxious weeds. 3.0 EXECUTION 3.01 EXAMINATION A Verify that excavation and embankment operations have been completed to correct lines and grades. 08/2002 02910-1 CITY OF PEARLAND TOPSOIL 3.02 TOPSOIL EXCAVATION A Conform to excavation and stockpiling requirements of Section 02200 — Site Preparation. 3.03 PLACEMENT A For areas to be seeded or sodded scarify or plow existing surface material to a minimum depth of 4 inches, or as indicated on the Drawings. Remove any vegetation and foreign inorganic material. Place 4 inches of topsoil on the loosened material and roll tightly with an appropriate lawn roller to consolidate the topsoil. B Increase depth of topsoil to 6 inches when placed over sand bedding and embankment materials specified in Section 02330. C For areas to receive bushes or trees, excavate existing material and place topsoil to the depth and dimensions shown on the Drawings. D Remove spilled topsoil from curbs, gutters, and, paved areas and dispose of excess topsoil in accordance with requirements of Section 01562 - Waste Material Disposal. 3.04 PROTECTION A Protect topsoil from wind and water erosion until planting is completed END OF SECTION 08/2002 02910-2 CITY OF PEARLAND HYDROMULCH SEEDING Section 02921 HYDROMULCH SEEDING 1.0 GENERAL 1.01 SECTION INCLUDES A Seeding, fertilizing, mulching, and maintenance of areas indicated on Drawings. 1.02 UNIT PRICES A Measurement for hydromulch seeding is on a square yard basis. B Refer to Section 01200 - Measurement and Payment for unit price procedures. 1.03 SUBMITTALS A Submittals shall conform to requirements of Section 01350 - Submittals. B Submit certification from supplier that each type of seed conforms to these specification requirements and the requirements of the Texas Seed Law. Certification shall accompany seed delivery. C Submit a certificate stating that fertilizer complies with these specification requirements and the requirements of the Texas Fertilizer Law. 2.0 PRODUCTS 2.01 MATERIALS A Topsoil: Conform to material requirements of Section 02910 - Topsoil. B Seed: Conform to U.S. Department of Agriculture rules and regulations of the Federal Seed Act and the Texas Seed Law. Seed shall be certified 90 percent pure and furnish 80 percent germination and meet the following requirements: 1. Rye: Fresh, clean, italian rye grass seed (lollium multi-florum), mixed in labeled Proportions. As tested, minimum percentages of impurities and germination must be labeled. Deliver in original unopened containers. 2. Bermuda Extra -fancy, treated, lawn type common bermuda (Cynodon dactylon). Deliver in original, unopened container showing weight analysis, name of vender, and germination test results. 3. Wet, moldy, or otherwise damaged seed will not be accepted. 08/2002 02921-1 CITY OF PEARLAND HYDROMULCH SEEDING 4. Seed requirements, application rates and planting dates are: TYPE APPLICATION RATE PLANTING DATE POUNDS/A Hulled Common Bermuda Grass 98/88 40 Unhulled Common Bermuda Grass 98/88 40 Jan 1 to Mar 31 Hulled Common Bermuda Grass 98/88 40 Apr 1 to Sep 30 Hulled Common Bermuda Grass 98/88 40 Unhulled Common Bermuda Grass 98/88 40 Oct 1 to Dec 31 Annual Rye Grass (Gulf) 30 C Fertilizer: Dry and free flowmg, inorganic, water soluble commercial fertilizer, which is uniform in composition. Dehver in unopened containers which bear the manufacturers guaranteed analysis. Caked, damaged, or otherwise unsuitable fertilizer will not be accepted. Fertilizer shall contain minimum percentages of the following elements: Nitrogen: 10 Percent Phosphoric Acid: 20 Percent Potash: 10 Percent D Mulch Virgin wood cellulose fibers from whole wood chips having a minimum of 20 percent fibers 0.42 inches (10.7 mm) in length and 0.01 inches (0.27 mm) in diameter. Mulch shall be dyed green for coverage verification purposes. Soil Stabilizer: "Terra Tack" 1 or approved equal. F Weed control agent: Pre -emergent herbicide for grass areas, "Benefin" or approved equal. 3.0 EXECUTION 3.01 PREPARATION A Place and compact topsoil in accordance with requirements of Section 02910 - Topsoil. 3.02 APPLICATION A Seed: Apply uniformly at rates given in Paragraph 2.01 B for type of seed and planting date. B Fertilizer: Apply uniformly at a rate of 500 pounds per acre. C Mulch: Apply uniformly at a rate of 50 pounds per 1000 square feet. D Soil stabihzer: Apply uniformly at a rate of 40 pounds per acre. E Weed control agent: Apply at manufacturer's recommended rate prior to hydromulching. 08/2002 02921-2 CITY OF PEARLAND HYDROMULCH SEEDING F Suspend all operations under conditions of drought excessive moisture, high winds, or extreme or prolonged cold. Obtain the Engineer's approval before resuming operations. 3.03 MAINTENANCE A Maintain grassed areas a minimum of 90 days, or as required to establish an acceptable lawn. For areas seeded in the fall, continue maintenance the following spring until an acceptable lawn is established. Acceptable coverage will require a minimum of one healthy plant for any one 9' x9" square area. B Maintain grassed areas by watering, fertihzing, weeding, and trimming. C Repair areas damaged by erosion by regrading, rolling and replanting. END OF SECTION 08/2002 02921-3 CITY OF PEARLAND SODDING Section 02922 SODDING 1.0 GENERAL 1.01 SECTION INCLUDES A Restoration of existing lawn areas disturbed by construction shall be by installation of new sod. B Sod is defined as blocks, squares, strips of turf grass, and adhering soil used for vegetative planting. To be placed edge to edge for complete coverage. C Lawn is defined as ground covered with fine textured grass kept neatly mowed. 1.02 UNIT PRICES A No separate payment will be made for work performed under this section. Include the cost of such work for restoration of the existing sod or lawn areas in unit cost for utility and paving items in the Bid Schedule. 1.03 SUBMITTALS A Submittals shall conform to the requirements of Section 01350 - Submittals. 1.04 QUALITY ASSURANCE A Perform sodding only when weather and soil conditions are deemed by Engineer to be suitable for proper placement. B Water and fertilize new sod. C Guarantee sod to be growing 30 days after substantial completion. D Maintenance Period: 1. Begin maintenance immediately after each section of grass sod is installed and continue for a 30-day period from date of substantial completion. 2. Resod unacceptable areas. 3. Water, fertilize, control disease and insect pests, mow, edge replace unacceptable materials, and perform other procedures consistent with good horticultural practice to ensure normal, vigorous and healthy growth. All disease control shall be installed within guidelines set forth by the Structural Pest Control Board of the State of Texas. E Notify Engineer 10 days before end of maintenance period for inspection. 08/2002 02922-1 CITY OF PEARLAND SODDING 2.0 PRODUCTS 2.01 SOD A Species: Bermuda (Cynodon Dactylon), Buffalo (Buchloe Dactyloides), or St. Augustine to match existing or as directed. B Contents: 95 percent permanent grass suitable to climate in which it is to be placed; not more than 5 percent weeds and undesirable grasses; good texture, free from obnoxious grasses, roots, stones and foreign matenals. C Size: 12 inch wide strips, uniformly minimum 2 inches thick with clean-cut edges. D Sod is to be supplied and maintained in a healthy condition as evidenced by the grass being a normal green color. 2.02 FERTILIZER A Available nutrient percentage by weight: 12 percent nitrogen, 4 percent phosphoric acid, and 8 percent potash; or 15 percent nitrogen 5 percent phosphoric acid and 10 percent potash. 2.03 WEED AND INSECT TREATMENT A Provide acceptable treatment to protect sod from weed and insect infestation. Submit treatment method to the Engineer for approval. All insect and disease control shall be installed within guidelines set forth by the Structural Pest Control Board of the State of Texas. 2.04 WATER A Potable, available on -site through Contractor's water trucks. Do not use private resident's water. 2.05 BANK SAND A Free of clay lumps, roots, grass, weed, seeds, salt or other foreign material. 3.0 EXECUTION 3.01 PREPARATION A Verify that top soil placement and compaction has been satisfactorily completed. Verify that soil is within allowable range of moisture content. B Top soil shall be free of weeds and foreign material immediately before sodding. 08/2002 02922-2 CITY OF PEARLAND SODDING C Do not start work until conditions are satisfactory. Do not start work during inclement or impending inclement weather. D Rake areas to be sodded smooth, free from unsightly variations, bumps, ridges or depressions. E Spread 2-inch (+/- 1-1 ")layer of bank sand over areas to be sodded prior to planting of sod. F Apply fertilizer at a rate of 25 lbs/1000 SF. Apply after raking soil surface and not more than 48 hours prior to laying sod Mix thoroughly into upper 2 inches of soil. Lightly water to aid in dissipation of fertilizer. 3.02 APPLICATION • A Lay sod with closely fitted joints leaving no voids and with ends of sod strips staggered. Sod shall be laid within 24 hours of harvesting. B After sod is laid, irrigate thoroughly to secure 6-inch minimum penetration into soil below sod. C Tamp and roll sod with approved equipment to eliminate minor irregularities and to form close contact with soil bed immediately after planting and watering. Submit type of tamping and rolling equipment to be used to the Engineer for approval, prior to construction. 3.03 MAINTENANCE A Watering: 1. Water lawn areas once a day with minimum 1/2 inch water for the first 3 weeks after area is sodded. 2. After 3-week period, water twice a week with 3/4 inch of water each time unless comparable amount has been provided by rain. 3. Make weekly inspections to determine moisture content of soil unless soil is in frozen condition. 4. Water in the morning to enable soil to absorb maximum amount of water with minimum evaporation. B Mowing: 1. Mow sod at intervals which will keep grass height from exceeding 3-1/2 inches. 2. Set mower blades at 2-1/2 inches 3. Do not remove more than one-half of grass leaf surface. 4. Sodded areas requiring mowing within 1 month after installation, shall be mowed with a light -weight rotary type mower. The sod shall be mowed only when dry and not in a saturated or soft condition. 5. Remove grass clippings during or immediately after mowing. 08/2002 02922-3 CITY OF PEARLAND SODDING C Fertilizer and Pest Control: 1. Evenly spread fertilizer composite at a rate of 40 pounds per 5,000 square feet or as recommended by manufacturer Fertilizer shall not be placed until 2 weeks after placement of sod. 2. Restore bare or thin areas by topdressing with a mix of 50 percent sharp sand and 50 percent sphagnum peat moss. 3. Apply mixture 1/4 to 1/2 inch thick. 4. Treat areas of heavy weed and insect infestation as recommended by treatment manufacturer. 3.04 CLEANUP A During course of planting, remove excess and waste materials keep lawn areas clean and take precautions to avoid damage to existing structures, plants, grass and streets. B Remove barriers, signs and all other Contractor material and equipment from project site at termination of establishment period. END OF SECTION 08/2002 02922-4 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING Section 02931 LANDSCAPE AND TREE PLANTING 1.0 GENERAL 1.01 ON INCLUDES A Furnishing all plants and trees, labor, equipment, appliances and materials for landscape and tree planting. Rough and finish grading is part of the landscape work. 1.02 PRICES A Measurement for Landscape Planting is on a Lump Sum. B Refer to Section 01200 - Measurement and Payment. 1.03 REFERENCES A ANSI Z 60.1 - Nursery Stock. B Federal Specification Q-P-166E - Peat, Moss; Peat, Humus; and Peat, Reed -Sedge. 1.04 SCHEDULE A The plant schedule gives quantities, scientific names, common names, sizes, and special remarks. B The plant list conforms with Standardized Plant Names, 1942, and American Standard for Nursery Stock, 1949, revised January 2, 1969, as prepared by the American Joint Committee on Horticultural Nomenclature and the Amencan Association of Nurserymen, Inc. C In case of discrepancies between the plant hst and drawings, the working drawings shall govern. 1.05 SUBMITTALS A Submit samples of the plants and grasses to be used for approval prior to installation. Inspection will be done on the project site. B Provide materials from the same source and of the same quality and variety as those inspected and approved. C Soils and/or compost materials must be approved at their source prior to delivery. 08/2002 02931-1 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 1.06 DELIVERY AND STORAGE OF MATERIALS A Pack all plant material to provide protection against damage from wind, weather or other possible sources. Tie plants to prevent whipping when shipment is made by truck. B When shipment is made by rail, pack plants and ventilate cars as required to prevent sweating. C Provide a platform from all B&B root balls over 24 inches in diameter. A Store plants on the site as directed. B Spray with antitranspirant at time of delivery in warm season months. Apply at rates in . accordance with manufacturer's recommendations. C Ship trees with Certificates of Inspection as required by governing authorities. Label each tree and shrub with securely attached waterproof tag bearing legible designation of botanical and common name. Do not remove container grown stock from containers before time of planting. D Deliver packaged materials in fully labeled original containers showing weight, analysis and name of manufacturer. Protect materials from deterioration during delivery, and while stored at Site. E Matenals shall not be pruned prior to installation unless approved by the Engineer in writing. Do not bend or bind -tie trees or shrubs in such a manner as to damage bark, break branches, or destroy natural shape. Use protective covering during delivery. 1.07 SUBSTITUTIONS A Substitution of larger size or better grade than specified will be allowed, but with no increase in unit cost. B Substitution of an alternate species may be accepted upon written approval from the Engineer. 1.08 ACCEPTANCE AND APPROVAL A There will be no partial acceptance of grasses. B Upon Contractor's request, final approval will be made within 15 working days of date of notice to the Engineer if contracted work has been satisfactorily completed. C Final approval of grasses will be given when the following conditions are met. 1. There are no bare spots larger than 9 inches square. 2. The total area of bare spots does not exceed 5 percent of the entire grass area. 08/2002 02931-2 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 1.09 WARRANTY A Provide 1-year warranty on all plants and grasses. The warranty penod commences after final completion. B Replace plants that fail during the warranty period according to the specifications governing the original plants. C Periodically inspect plants for proper watering and spraying, during warranty period. D Damage caused by natural hazards such as hail, high winds or storm is not covered by the warranty. E Plant matenals and grasses which die due to normal insects or diseases are included in the warranty. F Existing in situ plant material required to be moved on the site will be protected under the warranty. G Contractor shall warrant trees against defects including death, unsatisfactory growth, or loss of shape due to improper pruning, maintenance, or weather conditions, for 1 year after completion of planting. Contractor shall plumb leaning trees during warranty period. H Remove and replace trees found to be dead dunng warranty period. Remove and replace trees which are in doubtful condition at end of warranty period, or if approved by the Engineer, extend warranty penod for such trees for a full growing season. 1.10 SOIL ANALYSIS A Submit for approval an analysis of all soils obtained from off -site sources prior to delivery. B Analysis of existing soil is not required. 1.11 PLANT CERTIFICATES A Submit inspection certificates approved by the Engineer as required by law with the invoice for each shipment or order of stock: 1. Submit certificates to the Engineer for review in ample time to be reviewed and meet installation schedule. 1.12 PROTECTION OF PERSONS AND PROPERTY A Take all reasonable precautions to prevent injury to people and to avoid damage to existing structures, plants and grasses. Keep the area free of hazardous obstructions. 08/2002 02931-3 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING B Construct barricades where necessary for the protection of persons and property. Mark all barricades with red and white paint and with red reflectors. Erect barricades in the following locations: 1. Areas dangerous to workmen and passersby. 2. Along adjoining property that requires protection. 3. Across streets and walks that are temporanly closed or rerouted. 4. Around plants'and trees to be protected. C Excavations larger than 1 foot deep and 1 foot wide must be covered when not attended. D Existing trees which may be subject to damage must be protected by fencing or boxing. E During the course of planting operations, protect all installed plants and lawns from damage. If heavy equipment or matenals must be moved across lawns, use planks or pontoons to protect the turf. Similarly protect walks across which heavy equipment must pass. 1.13 DEFINITIONS A In situ refers to any soil which is existing and in place on the project site at the time landscape work commences. B Establishment period refers to a period of 45 days after installation during which time 5 percent of the construction costs will be withheld. 1.14 QUALITY ASSURANCE A Landscaper shall be a firm specializing in landscape and planting work. B Do not make substitutions of approved trees unless approved in writing by the Engineer. If specified planting material is not obtainable, submit proof of non -availability together with proposal for use of equivalent material. Substitutions of larger size or better grade than specified will be allowed, but with no increase in unit price. 2.0 PRODUCTS 2.01 TOPSOIL A Topsoil: Conform to requirements of Section 02910 - Topsoil. B Peat moss, bark and fertihzer: Use material recommended by nursery for establishment of healthy stock after replanting. Moss shall conform to requirements of Federal Specification Q-P-166E. 08/2002 02931-4 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 2.02 FERTILIZER A Provide an inorganic commercial fertilizer which is uniform in composition, dry and free flowing, in original unopened containers, each bearing the manufacturer's guaranteed analysis. Caked, damaged or otherwise unsuitable fertilizer will not be accepted. 1. For lawns: 12-24-12. 2. For ground cover areas, shrub beds and tree holes: 20-10-5. 2.03 ADDITIVES A Adjustment of pH. For topsoil to attain the specified pH level, furnish raw, ground agricultural limestone containing not less than 85 percent calcium carbonate of which 50 percent will pass through a 100-mesh sieve and 90 percent through a 70-mesh sieve. Wait 2 months after planting before application of fertilizer. 1. following table is a guideline to establish the pounds of limestone needed per 1000 square feet of turf: LIMESTONE NEEDED PER 1000 SQUARE FEET SOIL PH SANDS, LOAMY SANDS SANDY LOAM CLAY LOAM, CLAY >6.0 5.1 - 6.0 <5.0 0 50 100 0 75 125 0 100 175 B Humus. Provide a rich humus material free of sticks, stones, weedy roots, or other foreign matter. Humus must have ample water holding capacity and plant food retention Use a humus with a dark brown to black color. C Dressing Mulch. Provide pine or redwood bark that is evenly shredded, consisting of 90 percent organic matter, brown in color, and free of harmful minerals. Maximum particle size not to exceed 3 inches in diameter. D Sharp Sand. Obtain clean sharp sand of hard durable grains, free from dirt, organic matter or other impurities. Use sand with a grade between 0.05 mm and 2 mm. E Concrete Gravel. Provide clean, crushed stone consisting of hard, durable, uncoated particles free from injurious amounts of soft friable, thin or laminated pieces. Use gravel which conforms to ASTM C 33. The sieve size will be 3/4 inch, 90 to 100 percent passing. 2.04 CONSTRUCTION MATERIALS A Tree Guys: 1. Guy Wires. Use 10-gauge galvanized annealed iron wire. 2. Hose will be 2-ply, fiber -reinforced dull green rubber at least 3/4-inch diameter. 08/2002 02931-5 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 3. Turnbuckles will be galvanized, with a 3-inch minimum lengthwise opening and fitted with screw eyes. B Stakes: 1. For use in identifying tree and shrub locations a. Use 1-inch x 2-inch pine, or equivalent, 18 inches long. b. Use waterproof marker for identification. 2. Where applicable for anchoring trees, use wood deadmen of at least 2 inches x 4 inches stock, 36 inches long and buried 3 feet. 3. For supporting guyed trees, use stakes that are of at least 2 inches x 4 inches stock, 36 inches long. Notch stakes for guy wires 2 inches from the top. 4. Use tree stakes that are of sound and durable quality capable of withstanding aboveground and underground conditions either "T" Post or Treated Lodge Poles. C Edging: 1. Provide 1/2-inch x 4 inches, Cypress or Treated Lumber headerboard. 2. Provide 1 inch x 2 inches x 12 inches, Cypress or Treated Lumber stakes. D Cloth for Balling Trees. Use burlap of jute weighing at least 7.2 ounces per square yard. Secure balled plants with 2-ply twine made of jute. E Paper for Wrapping Trees. Use first quality, 4-inch-wide bituminous impregnated tape, corrugated or crepe paper, specifically manufactured for tree wrapping and having qualities to resist insect infestation. F Materials for Flagging Trees* 1. Mark guyed trees with surveyors white plastic tape. 2. Use surveyors plastic tape for marking as follows. a. Red to be removed. b. Yellow to be transplanted. c. Green to remain. d. Blue to identify special handling. G Labels Legibly label plants with durable labels that identify the plant by scientific and common name. Use waterproof ink. H Tree Seal. All pruning cuts, bruises, or scars over 3/4 inch in diameter on trees will be treated with a commercial tree wound dressing. I Polyethylene. Use virgin base, resin blended polyethylene sheeting with carbon black concentrate of 2.5 percent. 08/2002 02931-6 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 2.05 SPRAYS A Sterilization: 1. Use approved solution of Dyclomec 4G, or equal, for areas to be planted. 2. Use Pramitol, or equal, for areas to be paved. B Herbicides: 1. Use an approved systemic non -selective, post emergent herbicide on specified areas to kill all vegetation. 2. Use Confront, or equal for general control of broadleaf weeds in lawns. 3. Use Preemerg, Eptam, Dryclomec, or equal for ground cover. 4. Use an approved pre -emergent to control seed germination in specified areas. C Antitranspirant: 1. Use approved antitranspirant for all plant matenal that is stored and/or heeled -in on the site. 2. Use approved antitranspirant on all planted trees and shrubs. D Root Stimulant. Use approved root stimulant on all newly planted trees, shrubs, vines and/or ground cover areas. 2.06 PLANT CHARACTERISTICS A Provide plants, which are true to type and name, and typical of their species or variety. Plants must have a normal, well -developed branch structure, with a vigorous root system, and must be generally sound and healthy. Use plants which are free from defects, including: 1. Disfiguring knots. 2. Sun scald. 3. Injuries. 4. Bark abrasions. 5. Plant diseases. 6. Insect eggs. 7. Borers. 8. Infestations. B Select well -formed plants balanced between height and spread typical of the species or variety with branches in normal position. Heading back plants to meet size limits will not be permitted. C Unless otherwise specified, all plants will be nursery grown and at least twice transplanted. Use plants which have been growing under similar climatic conditions to those of the project for at least 2 years prior to the date of the contract. Recently stepped - up plants will not be acceptable. All B&B or bare root plants must be freshly dug; heeled -in or cold storage plants will not be accepted. 08/2002 02931-7 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING D Balled, bare root, and container -grown plants will conform to the definitions given in American Standards for Nursery Stock. E No tree will be accepted which has had leaders cut or damaged, or which has a thin, weak trunk and/or poorly formed tops. F Regardless of sample selection, a plant may be rejected at the site by the Engineer. 2.07 NURSERY STOCK A Deciduous Trees. Provide trees which are straight and symmetrical and have a persistently preferred main leader. The crown must be in good overall proportion to the entire height of the tree. Where a clump is specified, a plant having a minimum of three stems originating from a common base at the ground hne will be furnish. Measure trees by average capper of trunk. 1. For trees up to 4 inches in diameter, measure caliper 6 inches above ground. 2. For trunks larger than 4 inches, measure caliper 12 inches above ground. B Evergreen Trees. Form of the top will be typical of the species and not unnaturally sheared or color -treated. Measure by average capper. Caliper will be taken 6 inches above the ground on trees up to 4 inches in diameter and 12 inches above the ground on trees larger than 4 inches. C Vines and Ground Cover. Provide plants which are container -grown for sufficient time to ensure adequate root growth to hold the soil in place and retain the original shape when removed from the container. 2.08 FIELD -COLLECTED PLANTS A Field -collected plants must be grown in favorable locations that ensure fibrous roots and vigorous growth. Such plants will be selected on site by the Landscape architect. B Provide balls at least 1/3 greater in diameter than those specified for nursery stock. C If dug in dormant season and bare root is acceptable, the spread of roots must be at least 1/3 greater than the spread of roots for bare root nursery stock. 2.09 SEED A Seasonal Limitations: 1. Bermuda a. Hulled seeds may be planted between October and March. b. Unhulled seeds may be planted between April and September. 2. Rye: a. Plant between October and February. 08/2002 02931-8 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING B Bermuda. Provide common Bermuda seed that is extra -fancy, treated, lawn type. Deliver in original, unopened container showing weight, analysis, name of vendor and germination test results Wet, moldy, or otherwise damaged seed will not be accepted. C Rye. Deliver annual Winter Rye seed in original unopened containers. Seed must be fresh, clean, and mixed in labeled proportions. As tested, minimum percentages of impurities and germination must be labeled. 2.10 HYDROMULCH A Provide hydromulch seeding as noted in Section 02921 - Hydromulch Seeding. 2.11 GRASS A Obtain certified sod from an approved source. B Provide material which is true to type and name, and is typical of the species or variety. C Dehvery: 1. Identify and tag sods with correct scientific and common name for each species. 2. Do not deliver more sods than can be planted within 8 hours. 3. Transport and deliver sods in/on pallets. 4. Protect sods against dehydration, overheating or contamination during transportation and delivery. 5. Cover unplanted sods with moistened burlap to prevent dehydration or overheating while awaiting installation. 6. Sods must be harvested within 12 hours of planting and arrive at the project site in a moist condition. D Products: 1. Material to be uniform in color, leaf texture and density. 2. Material to be graded No. 1, or better. 3. Uniform mowed height at time of harvesting material: 1-1/2 inches. 4. Inspected and certified free of diseases, nematodes, and undesirable insects by authorized representative of State Department of Agriculture. 5. Material will not be acceptable if it contains any quack grass, Johnson grass, poison ivy, nut grass, thistle, common bent grass, wild garlic, morning glory, perennial sorrell, or brome grass. 6. Turf will be considered weed free when found to contain less than 1 percent of dandelion, jimson weed, mustard, chickweed, per 100 square feet. 08/2002 02931-9 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 2.12 TREES A Provide container grown trees which are straight and symmetrical and have a persistently preferred main leader. The crown shall be in good overall proportion to the entire height of tree with branching configuration as recommended by ANSI Z60.1 for type and species specified. Where a clump is specified, a plant having a minimum of three stems originating from a common base at the ground line shall be furnished. Measure trees by average caliper of trunk as follows: 1. For trunks up to 4 inches or less in diameter, measure caliper 6 inches above top of root ball. 2. For trunks more than 4 inches, measure caliper 12 inches above top of root ball. 3. Cahper measurements shall be by diameter tape measure. Indicated calipers on plans are minimum. Averaging of plant calibers will not be allowed. B Trees shall conform to following requirements: 1. Healthy, vigorous stock, grown in a recognized nursery. 2. Free of disease, insects eggs, larvae; and free of defects such as knots, sun -scald, injunes, abrasions, disfigurement, or borers and infestations. 2.13 WATER A Water shall be potable from municipal water supplies. 2.14 SOURCE QUALITY CONTROL A Notify Engineer, pnor to installation, of location where trees that have been selected for planting may be inspected. Plant material will be inspected for compliance with following requirements. 1. Genus, species, variety, size and quality. 2. Size and condition of balls and root systems, insects, injuries and latent defects. 2.15 WORK CONDITIONS A Site Availability. Begin no landscape work where conflicting site work is incomplete or as otherwise directed by the Engineer. B Weather Restrictions. Stop all work during inclement weather such as drought, high winds, excessive rain, extreme heat, cold, or freeze. Obtain authonzation before resuming work. 08/2002 02931-10 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 2.16 PLANTING PROCEDURES A Temporary Nursery: A temporary nursery may be used to store plants, but no more than 5 days before planting. Keep plants well watered and protected 1. Immediately upon delivery, heel -in balled and burlapped (B&B) plants and spray all plants with an antitranspirant. Apply spray from top to bottom. Thoroughly cover plants, but not to the point of run-off. Spray block units and not individual plants Use a low-pressure fine -mist applicator. Spray at rates recommended in the manufacturer's directions. 2. Handle all balled and burlapped plants by the ball only. 3. Upon delivery, immediately heel -in bare root plants. Open bundles, separate plants, set roots in trenches, and cover with topsoil. Water plants with an approved root stimulant containing vitamin B. 4. Handle container plants by the container. 5. Handle ground cover plants in flats. Pack flats tightly together and sprinkle plants everyday. 6. Special plants so designated must be kept in an approved enclosure or planted the day of delivery. 7. Store soils and additives on approved platforms. B Digging and Handling: 1. The actual planting operation must proceed without delay and in a manner to avoid undue drying of the in -situ soil or roots because of exposure to air and sun. Keep an ample supply of sawdust available to cover the roots of B&B stock arriving from the storage nursery. Keep the roots well covered and moist until the plants can be placed in the final location and permanently planted. 2. Handle all plant stock with care to prevent injuries to the trunk, branches and roots. 3. Dig bare root plants when fully dormant. Keep all of the root system intact; do not prune the root system. However, any roots that are broken, crushed, or bruised must be cleanly cut back to sound wood. Make the cut on an angle so that the exposed end faces downward. Seal any cut root exceeding 3/4 inch in diameter with an approved tree wound dressing. 4. Balled and burlapped plants must have the root system encased in a firm, solid ball of natural earth, wrapped in burlap and tightly bound. Each ball must be of sufficient size to encompass all the fibrous feeding roots and not smaller than required by American Standards for Nursery Stock. The ball must remain firm and compact throughout the planting operations. 08/2002 02931-11 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 3.0 EXECUTION 3.01 SITE PREPARATION A Schedule work so that planting can proceed rapidly as portions of site become available. Plant trees after final grades are established and prior to planting of lawns, unless otherwise approved by Engineer in writing. If planting of trees occurs after seeding work, protect lawn areas and promptly repair damage to lawns resulting from tree planting operations. B Layout individual trees at locations shown on Drawings. In case of conflicts, notify Engineer before proceeding with Work. Trees shall be staked and approved by Engineer prior to planting C Existing Trees: 1. Protection: Protect tops, trunks and roots of trees to remain on the site Before starting work, box, fence or otherwise protect trees subject to construction damage. Remove boxing when directed. Permit no stockpiles of heavy equipment within the branch spread of trees. 2. Removal: Remove trees marked for removal. Do not remove any tree without proper authorization. Stumps within 36 inches of final grade must also be removed. 3. Pruning and Surgery: Cut and trim trees only as directed; do not cut any tree without proper authorization. Trim existing trees of dead or diseased limbs. Cut limbs close to the trunk. Cover cuts over 3/4 inch in diameter with an approved tree would dressing. D Grading Around Trees. As required, fill or grade within the branch spread of trees to remain, observing the following requirements. 1. For trenching beneath trees, tunnel under the tree roots with careful hand digging. Where possible, avoid cutting or injuring roots. 2. Do not raise or lower the grade around an existing tree in any way unless so directed. E Placing Topsoil: 1. Disk, drag, harrow, or handrake subgrade. Scarify the subgrade to a depth of 1- 1/2 inches. Before placing topsoil, rake the subsoil surface clear of stones, wood, rubbish and other debris. Place no topsoil until the subgrade preparation has been approved. 2. Spread, rake, and compact topsoil to form a layer with a minimum depth of 4 inches in lawn areas and 6 inches in shrub areas. Place topsoil to conform to finished gradients as shown on the grading plan. 3. Remove spilled topsoil from curbs, gutters, and, paved areas and dispose of excess topsoil in accordance with requirements of Section 01562 - Waste Material Disposal. 08/2002 02931-12 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING F In Situ Soil Preparation: 1. Cross -till in two directions all existing soil in designated areas to be planted, as follows: a. In lawn areas to a minimum depth of 6 inches. b. In shrub areas to a minimum depth of 10 inches. 2. Evenly broadcast fertilizers and soil additives and thoroughly work into soil. a. Smooth all tilled and amended areas to establish a rough gradient. b. Deeply irrigate all tilled and amended areas to thoroughly wet soil particles and promote settlement. c. After a settlement period of not less than 5 days, and before proceeding with any planting smooth and rake as necessary to establish finish gradient as required. 3. In all areas which have been utilized for parking, storage or construction lots and/or where heavy equipment has been used, cross -rip the entire compacted areas in two directions to a depth of 10 inches before tilling and amending the soil as specified. A heavy float or drag harrow should be used to smooth all surface areas. a. Verify location of all underground utilities before npping. b. Ripping teeth should not be set at more than 10-inch spacing. G Fertilizer. Evenly broadcast and work fertilizer into soil at the following rates: 1. Lawns: 1-1/2 N pounds per 1000 square feet. 2. Ground Cover, Shrub, and Tree Areas: 1-1/2 N pounds per 1000 square feet. H Additives* 1. Humus Evenly broadcast and work into in situ soil at a rate of 1 cubic yard per 200 square feet. 2. Sharp Sand Evenly broadcast and work into in situ soil at a rate of 1 cubic yard per 200 square feet. 3. Concrete Gravel. Utilize as a drainage course as shown on construction drawings. 3.02 PREPARATION OF PLANTING SOIL A Before mixing, clean topsoil of roots, plants, sod, stones, clay lumps, and other extraneous materials harmful or toxic to plant growth. B Strip and utilize 4-inch layer of top soil, placed on esplanades under Section 02921 - Hydromulch Seeding, for planting soil mixture. C Mix recommended soil amendments with topsoil at following rates: 1. Top soil 50 percent. 2. Peat moss: 25 percent. 3. Well rotted Bark: 25 percent. 4. Fertilizer: Rate recommended by nursery. 08/2002 02931-13 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING D Delay mixing of fertilizer if planting will not follow placing of planting soil within 48 hours, unless otherwise directed. E Incorporate amendments into the soil as a part of the soil preparation process prior to fine grading, fertilizing and planting. Broadcast or spread amendments evenly at the specified rate over the planting area. Thoroughly incorporate amendments into the top 3 or 4 inches of soil until amendments are pulverized and have become a homogeneous layer of topsoil ready for planting. 3.03 PLANTING A Excavate pits, beds, or trenches with vertical sides and with bottom of excavation raised a minimum of 6 inches at center for proper drainage. Provide following minimum widths: 1. 15-gallon containers or larger, 2 feet wider than diameter of root ball. 2. 1- and 5-gallon containers, 6 inches wider than diameter of root ball. B When conditions detrimental to plant growth are encountered, such as unsatisfactory soil, obstructions, or adverse drainage conditions, notify the Engineer of such conditions before planting. C Deliver trees after preparations for planting have been completed and plant immediately. If planting is delayed more than 6 hours after deliver, set trees and shrubs in shade, protect from weather and mechanical damage, and keep roots moist by covering with mulch, burlap, or other acceptable means of retaining moisture, and water as needed. D Set root ball on undisturbed soil in center of pit or trench and plumb plant. Place plants at such a level that, after settlement, a natural relationship of plant crown with ground surface will be established. E When set, place additional backfill around base and sides of ball, and work each layer to settle backfill and eliminate voids and air pockets. When excavation is approximately 2/3 full, water thoroughly before placing remainder of backfill. Repeat watering until no more water is absorbed. F Dish top of backfill to allow for mulching. Mulch pits, trenches and planted areas. Provide not less than 4-inch thickness of mulch, work into top of backfill, and finish level with adjacent finish grades. Cover entire root ball. G Prune, thin out and shape trees in accordance with standard horticultural practice. Prune trees to retain required height and spread. Unless otherwise directed in writing, do not cut tree leaders, and remove only injured and dead branches from flowering trees. Remove and replace excessively pruned or misformed stock resulting from improper pruning. H Inspect tree trunks for injury, improper pruning and insect infestation and take corrective measures. 08/2002 02931-14 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING I Guy and stake trees immediately after planting. J Control dust caused by planting operations. Dampen surfaces as required. Comply with pollution control regulations of governing authorities. 3.04 PLANTING GRASS A Preparation. Prepare imported topsoil and/or in situ soil. Hand rake to remove all sticks, stones and clods larger than 1 inch. Apply the final grade but do not mechanically compact the soil. B Seed: 1. Evenly broadcast seed specified in 2.09 at the following rates: a. Bermuda: 1 pound per 1000 square feet b. Rye 6 pounds per 1,000 square feet 2. Roll the entire seeded area in two directions with a dry/weighted roller. 3. Evenly top dress the entire seeded area with an approved sterilized commercial steer manure. Apply at 2 cubic feet per 100 square feet. 4. Lightly but thoroughly sprinkle the entire seeded area with water after top dress application. C Sod: 1. Use Bermuda, Buffalo, or St Augustine sod in accordance with 2.11A. 2. Prepare soil in accordance with 3.03. 3. Apply eptam (or approved equal) to all areas to be sodded. Follow manufacturer's recommended rates and apply during soil preparation period. 4. Lay sod in a running bond pattern. Pieces should be consistently cut with joints tightly butted together. Water the in -place sod liberally and roll it in two direction with a heavy roller. Areas not level due to fluctuations in the sod depth should be covered and leveled with a 50/50 mix of sharp sand and topsoil. Fertilize in 6 weeks as directed by landscape Architect. 3.05 FIELD QUALITY CONTROL A The Engineer may reject unsatisfactory or defective material at anytime during progress of Work. Contractor shall remove rejected trees immediately from site and replace with specified materials. Plant material not installed in accordance with these Specifications will be rejected. B An inspection to determine final acceptance will be conducted by the Engineer at the end of the 12 month maintenance period. Additional inspections will be conducted for extended warranty periods provided for in paragraph 1.07B. 3.06 CLEANING AND MAINTENANCE A Contractor shall maintain trees during planting operations and for a period of 12 months after completion of planting. 08/2002 02931-15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING B Water trees to full depth a minimum of once each week, or as required to maintain a healthy vigorous growth. C Prune, cultivate, and weed as required for healthy growth. Restore planting saucers. Tighten and repair stake and guy supports, and reset trees and shrubs to proper grades or vertical position as required. Restore or replace damaged wrappings. Spray as required to keep trees and shrubs free of insects and disease. 3.07 PROTECTION A During planting work, keep pavements clean and work area in an orderly condition. B Protect planting work and materials from damage due to planting operations. Maintain protection during installation and maintenance period. Treat, repair or replace damaged planting work as directed by the Engineer. C Dispose of excess soil and waste in accordance with requirements of Section 01562 - Waste Material Disposal. On -site burning of combustible cleared materials will not be permitted. END OF SECTION 08/2002 02931-16 CITY OF PEARLAND PAVEMENT REPAIR AND RESURFACING 1.0 GENERAL Section 02980 PAVEMENT REPAIR AND RESURFACING 1.01 SECTION INCLUDES A Repairing and resurfacing streets, highways, dnveways, sidewalks, and other pavements that have been cut, broken, or otherwise damaged during construction. 1.02 UNIT PRICES A No separate payment will be made for gravel road and driveway repair and resurfacing under this Section. Include payment in unit price for work in appropriate sections. B Payment for concrete or asphalt pavement repair, is on a square yard basis. Limits for measurement will be as follows: 1. Extend 5 feet beyond outside excavation limits for structural excavation. 2. If removed pavement is greater than one-half of pavement lane width, or within 18 inches of a longitudinal joint, on concrete pavement, replace pavement for full lane width or to nearest longitudinal joint as approved by the Engineer. 3. No payment will be made for work outside maximum payment limits, or in areas removed or replaced for Contractor's convenience. The maximum payment limit is the maximum trench width plus 36 inches, unless indicated otherwise on the Drawings. The maximum trench width is defined in Section 02318- Excavation and Backfill for Utilities. If the extent of pavement replacement is increased to full lane width or to the nearest longitudinal joint, the maximum payment limits are increased to the same extent. C Payment for replacement of curbs shall be on a linear foot basis. D Refer to Section 01200 - Measurement and Payment for other unit price procedures. 1.03 SUBMITTALS A Conform to requirements of Section 01350 - Submittals. 2.0 PRODUCTS 2.01 MATERIALS A Subgrade: 1. Provide new backfill material as required by applicable portions of Sections 02316 through 02330 2. Provide material for stabilization as required by applicable portions of Section - 02335. 04/2002 02980-1 CITY OF PEARLAND PAVEMENT REPAIR AND RESURFACING B Base: Provide new base material as required by applicable portions of Section 02710. C Pavement. Provide new paving materials as required by applicable portions of Section 02741- Asphaltic Concrete Pavement and Section 02751 - Concrete Pavement 3.0 EXECUTION 3.01 PREPARATION A Conform to requirement of Section 02200 - Site Preparation, for removals. B Saw cut pavement 18 inches wider than width of trench needed to install utilities unless otherwise indicated on Drawings. C Protect edges of existing pavement to remain from damage during removals, utility placement, backfill, and paving operations For concrete pavement, leave and protect minimum of 18 inches of undisturbed subgrade on each side of trench to support replacement slab. 3.02 INSTALLATION A Parking areas, service drives, driveways, and sidewalks: Replace with material equal to or better than existing or as indicated on Drawings. Conform to applicable requirements of sections referenced in Paragraph 2.01, Materials of this Section. B Street pavements and curbs, curbs and gutters: Replace subgrade, base, and surface course with like materials or as indicated on Drawings. Curbs and curbs and gutters shall match existing. Conform to requirements of sections referenced in Paragraph 2.01, Materials of this Section. C For concrete pavement, install size and length of reinforcing steel and pavement thickness indicated on Drawings. Place types and spacing of joints to match existing or as indicated on Drawings. D Where existing pavement consists of concrete pavement with asphaltic surfacing, resurface with minimum 2-inch depth asphaltic pavement. E Repair state highway crossings in accordance with highway department permit and within 1 week after utility work is installed. 3.03 WASTE MATERIAL DISPOSAL A Dispose of waste material in accordance with requirements of Section 01562 - Waste Material Disposal. 04/2002 02980-2 CITY OF PEARLAND PAVEMENT REPAIR AND RESURFACING 3.04 PROTECTION A Maintain all pavement in good condition until completion of Work. B Replace pavement damaged by Contractor's operations at no cost to Owner. END OF SECTION 04/2002 02980-3 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 1.0 GENERAL 1.01 SECTION INCLUDES • Section 03300 CAST -IN -PLACE CONCRETE A Cast -in -place concrete building frame members, floors, shear walls, foundation walls, and supported slabs, vaults, manholes and wet wells. B Cast -in -place concrete work for utility construction or rehabilitation, such as slabs on grade, small vaults, site -cast bases for precast units, cast -in -place manholes, including headwalls and miscellaneous small structures. C Floors and slabs on grade. D Concrete seal slabs. E Control, and expansion and contraction joint devices associated with concrete work, including joint sealants. F Design, construction, erection and removal of structural concrete formwork. G Equipment pads, light pole base, thrust blocks. 1.02 UNIT PRICES A No separate measurement or payment will be made for Cast -in -Place Concrete. B Measurement for extra cast -in -place concrete is on cubic -yard basis. Payment includes related work performed in accordance with related sections. C Refer to Section 01200 - Measurement and Payment for unit price procedures. 1.03 DEFINITIONS A Hot Weather: Any combination of high air temperature, low relative humidity and wind velocity tending to impair quality of fresh or hardened concrete or otherwise resulting in abnormal properties. B Cold Weather: Period when, for more than 2 successive days, mean daily temperature is below 40 degrees F. 08/2002 03300-1 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 1.04 REFERENCES A ACI 301 - Structural Concrete for Buildings. B ACI 302 - Guide for Concrete Floor and Slab Construction. C ACI 304 - Recommended Practice for Measuring, Mixing, Transporting and Placing Concrete. D ACI 305R - Hot Weather Concreting. E ACI 306R - Cold Weather Concreting. F ACI 308 - Standard Practice for Curing Concrete. G ACI 318 Building Code Requirements for Reinforced Concrete. H ACI 35OR - Environmental Engineering Concrete Structures. I ANSI/ASTM D1190 - Concrete Joint Sealer, Hot -Poured Elastic Type. J ANSI/ASTM D1752 - Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction. K ASTM C33 - Concrete Aggregates. L ASTM C94 - Ready -Mixed Concrete. M ASTM C150 - Portland Cement. N ASTM C260 - Air Entraining Admixtures for Concrete. 0 ASTM C494 - Chemicals Admixtures for Concrete. 1.05 SUBMITTALS A Submit under provisions of Section 01350. B Shop Drawings: 1. Submit shop drawings detailing reinforcement fabrication, bar replacement location, splices, spacing, bar designation, bar type, length, size, bending, number of bars, bar support type, and other pertinent information, including dimensions. Provide sufficient detail for placement of reinforcement without use of Contract Drawings. Information shall correspond directly to data listed on bill of matenals. 08/2002 03300-2 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 2. Use of reproductions of Contract Drawings by Contractor, Subcontractor, erector, fabricator or material supplier in preparation of shop drawings (or in lieu of preparation of shop drawings) signifies acceptance by that party of information shown thereon as correct, and acceptance of obligation to pay for any job expense, real or implied, arising due to errors that may occur thereon. Remove references to Design Engineer, including seals, when reproductions of Contract Drawings are used as shop drawings. 3. Detail shop drawings in accordance with ACI 315, Figure 6. 4. Submit shop drawings showing location of proposed additional construction joints, and obtain approval of the Engineer, prior to submitting reinforcing steel shop drawings. C Bill of Materials: Submit with shop drawings. D Product Data: 1. Mechanical Bar Splices: Submit manufacturer's technical literature, including specifications and installation instructions. 2. Epoxy grout proposed for anchoring reinforcing dowels to hardened concrete: Submit manufacturer's technical literature including recommended installation procedures. 3. Provide data on joint devices, attachment accessories and admixtures. E Certificates: 1. Submit steel manufacturer's certificates of mill tests giving properties of steel proposed for use. List of manufacturer's test number, heat number, chemical analysis, yield point, tensile strength and percentage of elongation. Identify proposed location of steel in work. 2. Foreign -manufactured reinforcing bars shall be tested for conformance to ASTM requirements by a certified independent testing laboratory located in United States. Certification from any other source is not acceptable. Submit test reports for review. Do not begin fabrication of reinforcement until material has been approved. 1.06 PROJECT RECORD DOCUMENTS A Submit under provisions of Section 01350-Submittals. B Accurately record actual locations of embedded utilities and components, which are concealed from view. 1.07 QUALITY ASSURANCE A Perform Work in accordance with ACI 301. B Acquire cement and aggregate from same source for all work. 08/2002 03300-3 CITY OF PEARLAND CAST -IN -PLACE CONCRETE C Conform to ACI 305R when concreting during hot weather. D Conform to ACI 306R when concreting during cold weather. 1.08 COORDINATION A Coordinate work under provisions of Section 01310. B Coordinate the placement of joint devices with erection of concrete formwork and placement of form accessories. 2.0 PRODUCTS 2.01 CONCRETE MATERIALS A ' Cement: ASTM C150, Type I - Normal Portland type. Type II - Moderate Sulphate resistance Portland type. B Fine and Coarse Aggregates: ASTM C33. C Use coarse limestone aggregate and crushed limestone for fine aggregate. The product of concrete alkalinity (A, as equivalent calcium carbonate) times the thickness of cover over the reinforcing steel (Z, in inches) shall not be less than 0.54, i.e. concrete shall have an AZ factor greater than or equal to 0.54. Provide a minimum concrete cover of 2" over reinforcing steel on the inside of the structures. D Water: Clean and not detnmental to concrete. 2.02 ADMIXTURES A Air Entrainment: ASTM C260. B Chemical: ASTM C494, Type A - Water Reducing Type D - Water Reducing and Retarding Type E - Water Reducing and Accelerating admixture. 2.03 ACCESSORIES A Bonding Agent: Two component modified epoxy resin. B Vapor Barrier. 6 mil clear polyethylene film type recommended for below grade application. C Non -Shrink Grout: Premixed compound consisting of non-metallic aggregate, cement, water reducing and plasticizing agents; capable of developing minimum compressive strength of 2,400 psi in 48 hours and 7,000 psi in 28 days. 08/2002 03300-4 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 2.04 JOINT DEVICES AND FILLER MATERIALS A Joint Filler Type C: ASTM D1752; Premolded sponge rubber, fully compressible with recovery rate of minimum 95 percent. B Sealant: ASTM D1190; synthetic rubber. 2.05 CONCRETE MIX A Mix and deliver concrete in accordance with ASTM C94, Alternative No. 3. A minimum of 5.75 bags of cement per cubic yard of concrete shall be used. For Concrete in Contact with sewage use Portland Type II, ASTM C150, Cement. B Provide concrete to the following criteria• 1. Compressive Strength 7 days 2400 psi 2. Compressive Strength 28 days: 4000 psi 3. Slump: 3 to 4 inches for concrete cast against earth in slabs and footings and where used as a topping. 5 to 6 inches for concrete in supported slabs, beams, columns and walls. 4. Maximum Water/Cement Ratio: 0.50. C Use accelerating admixtures in cold weather only when approved by Engineer. Use of admixtures will not relax cold weather placement requirements. D Use set retarding admixtures during hot weather only when approved by Engineer. E Add air entraining agent to normal weight concrete mix for work exposed to temperature lower than 40°F. Air content shall be 3 percent maximum for concrete with trowel finished surfaces and 3-5 percent for other concrete. 2.06 FORM MATERIAL A Smooth Forms. New plywood, metal, plastic, tempered concrete -form hardboard, dressed lumber faced with plywood or lining, or metal -framed plywood -faced panel material, to provide continuous, straight, smooth surfaces. Form material shall be free of raised grain torn surfaces, worn edges, patches, dents or other defects. Furnish material in largest practical sizes to minimize number of joints and, when indicated on Drawings, conform to joint system indicated. Form material shall have sufficient strength and thickness to withstand pressure of newly placed concrete without bow or deflection. B Rough Forms. Plywood, metal dressed or undressed lumber free of knots, splits or other defects, or other material acceptable to the Engineer of sufficient strength and thickness to withstand pressure of newly placed concrete without bow or deflection. C Plywood: Conform to PS 1, Class 1. D Lumber: Conform to PS 20. 08/2002 03300-5 CITY OF PEARLAND CAST -IN -PLACE CONCRETE E Edge Forms and Intermediate Screed Strips: Type and strength compatible with the screed equipment and methods used. F Plastic Forms: One-piece forms for domes, beams and pan joists. Single lengths for columns not exceeding height of 7'-6' . For columns over 7'-6", use 7'-6" sections and filler sections as needed. To facilitate removal of pan joist forms, taper sides 1 inch per foot. G Metal Pan Joist Forms. Removable type; fabricated of minimum 14-gage steel; one piece between end closures. Adjustable forms not allowed. Taper sides 1 inch per foot to facilitate removal. H Earth Cuts for Forms: 1. Use earth cuts for forming unexposed sides of grade beams cast monolithically with slabs on grade. 2. Where sides of excavations are stable enough to prevent caving or sloughing, following surfaces may be cast against neat -cut excavations: a. Sides of footings. b. Inside face of perimeter grade beams not monolithic with slab on grade. When inside face is cast against earth, increase beam width indicated on Drawings by 1 inch. c. Both faces of interior grade beams not monolithic with slab on grade. When grade beam is cast against earth, increase beam width indicated on Drawings by 2 inches. I Corrugated Fiberboard Carton Forms. 1. Corrugated fiberboard carton forms, when called for, are intended to form a void space beneath pile -supported and pier -supported slabs and other structural elements as shown. 2. Provide products of a reputable manufacturer regularly engaged in commercial production of double-faced corrugated fiberboard carton forms, constructed of waterproof paper and laminated with waterproof adhesive. 3. Fiberboard forms. Capable of supporting required dead load plus construction loads, and designed to lose their strength upon prolonged contact with moisture and soil bacteria. 4. Seal cuts and ends of each form section by dipping in waterproof wax, unless liners and flutes are completely impregnated with waterproofing. 5. Size forms as indicated on Drawings. Assemble as recommended by manufacturer, either with steel banding at 4'-0" maximum on centers, or, where liners and flutes are impregnated with waterproofing, with adequate stapling. 08/2002 03300-6 CITY OF PEARLAND CAST -IN -PLACE CONCRETE J Circular Forms: 1. Form round -section members with paper or fiber tubes, constructed of laminated plies using water-resistant adhesive with wax -impregnated exterior for weather and moisture protection. Provide units with sufficient wall thickness to resist loads imposed by wet concrete without deformation. Provide manufacturer's seamless units to minimize spiral gaps and seams. 2. Fiberglass or steel forms may be used for round -section members. K Shores: Wood or adjustable metal, with bearing plates; with double wedges at lower end. L Form Ties: 1. Use commercially -manufactured ties, hangers and other accessories for embedding in concrete. Do not use wire not commercially fabricated for use as a form accessory. 2. Fabricate ties so ends or end fasteners can be removed without causing spoiling of concrete faces. Depth from formed concrete face to the embedded portion At least 1 inch, or twice the minimum dimension of tie, whichever is greater. 3. Provide waterstop feature for form ties used on liquid -containing structures and on concrete walls, which will have earth backfill on one side. 4. Removable ties: Taper ties may be used when approved by the Engineer. In the hole left by the removal of the taper tie, insert a preformed neoprene or polyurethane plug sized to seat at the center of the wall. M Form Coating: Commercial formulation of form oil or form -release agent having proven satisfactory performance. Coating shall not bond with, stain or otherwise adversely affect concrete surfaces, or impair their subsequent treatment, including application of bonding agents, curing compounds, paint, protective liners and membrane waterproofing. N Coating for Plastic Forms: Alkali -resistant gel -coat. 0 Chamfer Stnps: Unless otherwise indicated on Drawings, provide 3/4 inch chamfer strips in comers of forms to produce beveled edges where required by Part 3, Execution. P Form Gaskets: Polyethylene rod, closed cell, 1-inch diameter. 2.07 DESIGN OF FORMWORK A Conform to ACI 117, ACI 347 and building codes, unless more restrictive requirements are specified or shown on Drawings. Contractor shall design and engineer concrete formwork, including shoring and bracing. Design formwork for applicable gravity loads, lateral pressure, wind loads and allowable stresses. Camber formwork to compensate for anticipated deflection during placement of concrete required to maintain specified tolerances. Design formwork to be readily removed without impact, shock or damage to concrete surfaces and adjacent materials. B Slip Forming: Permitted on written approval of the Engineer. Contractor shall demonstrate suitability of method proposed. 08/2002 03300-7 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 2.08 REINFORCING MATERIAL A Reinforcing Bars Deformed bars conforming to ASTM A615, grade as indicated on Drawings, except column spirals and those shown on Drawings to be smooth bars. Where grade is not shown on Drawings, use Grade 60. B Smooth Bars: Where indicated on Drawings, use smooth bars conforming to ASTM A36; ASTM A615, Grade 60; or ASTM A675, Grade 70. C Column Spirals: Bars conforming to ASTM A615, Grade 60, or wire conforming to ASTM A82. D Epoxy -Coated Deformed Bars, Column Spirals and Smooth Bars: Conform to ASTM A775/A775M. E Welded Wire Fabric: 1. Welded Smooth Wire Fabric: Conform to ASTM A185. 2. Welded Deformed Wire Fabric: Conform to ASTM A497. 3. Provide wire size, type and spacing as shown. Where type is not shown on Drawings, use welded smooth wire fabric. 4. Furnish welded wire fabric in flat sheets only. F Tie Wire: 16-1/2 gage or heavier annealed steel wire Use plastic -coated tie wire with epoxy -coated reinforcing steel. G Bar Supports: Provide chairs. Use bar supports and accessories of sizes required to provide required concrete cover. Where concrete surfaces are exposed to weather, water or wastewater provide plastic accessones only do not use galvanized or plastic -tipped metal in such locations. Provide metal bar supports and accessones rated Class 1 or 2 conforming to CRSI MSP-1 Manual of Standard Practice. Use epoxy -coated bar supports with epoxy -coated reinforcing bars. H Slabs on Grade: Provide chairs with sheet metal bases or provide precast concrete bar supports 3 inches wide, 6 inches long, and thick enough to allow required cover. Embed tie wires in 3-inch by 6-inch side. I Mechanical Bar Splices: 1. Conform to ACI 318; use where indicated on Drawings. a. Compression splices shall develop ultimate stress of reinforcing bar. b. Tension splices shall develop 125 percent of minimum yield point stress of reinforcing bar. 2. Regardless of chemical composition of steel, any heat effect shall not adversely affect performance of reinforcing bar. 08/2002 03300-8 CITY OF PEARLAND CAST -IN -PLACE CONCRETE J Welded Splices: 1. Provide welded splices where shown and where approved by the Engineer. Welded splices of reinforcing steel shall develop a tensile strength exceeding 125 percent of the yield strength of the reinforcing bars connected. 2. Provide materials for welded splices conforming to AWS D1.4. K Epoxy Grout: High -strength ngid epoxy adhesive, conforming to ASTM C881, Type IV, manufactured for purpose of anchoring dowels into hardened concrete and the moisture condition, application temperature and orientation of the hole to be filled. Unless otherwise shown, depth of embedment shall be as required to develop the full tensile strength (125 percent of yield strength) of dowel, but not less than 12 diameters. 2.09 FABRICATION OF REINFORCING A Bending: Fabricate bars to shapes indicated on Drawings by cold bending. Bends shall conform to minimum bend diameters specified in ACI 318. Do not straighten or rebend bars. Fabricate epoxy -coated reinforcing steel to required shapes in a manner that will not damage epoxy coating. Repair any epoxy coating with patching material conforming to Item 4 4 of ASTM A775/A775M. B Splices: 1 Locate splices as indicated on Drawings. Do not locate splices at other locations without approval of the Engineer. Use minimum number of splices located at points of minimum stress. Stagger splices in adjacent bars. 2. Length of lap splices: As shown on Drawings. 3. Prepare ends of bars at mechanical splices in accordance with splice manufacturer's requirements. C Construction Joints. Unless otherwise shown, continue reinforcing through construction joints. D Bar Fabrication Tolerances: Conform to tolerances listed in ACI 315, Figures 4 and 5. E Standard Hooks: Conform to the requirements of ACI 318. F Marking: Clearly mark bars with waterproof tags showing number of bars, size, mark, length and yield strength. Mark steel with same designation as member in which it occurs. 2.10 FINISHING MATERIALS A Sealer/Dustproofer (VOC Compliant): Water -based acrylic sealer; non -yellowing under ultraviolet hght after 200-hour test in accordance with ASTM D4587. Conform to local, state and federal solvent emission requirements. 08/2002 03300-9 CITY OF PEARLAND CAST -IN -PLACE CONCRETE B Epoxy Floor Topping: Two -component epoxy resin meeting ASTM C881 Type III, resistant to wear staining and chemical attack, blended with granite, sand, trap rock or quartz aggregate trowel -applied over concrete floor. Topping thickness, 1/8 inch; color, gray. C Abrasive Aggregate for Nonslip Finish: Fused aluminum oxide grit, or crushed emery aggregate containing not less than 40 percent aluminum oxide and not less than 25 percent ferric oxide. Material shall be factory graded, packaged, rustproof and nonglazing, and unaffected by freezing, moisture and cleaning materials. D Epoxy Penetrating Sealer* Low -viscosity, two -component epoxy system designed to give maximum penetration into concrete surfaces. Sealer shall completely seal concrete surfaces from penetration of water, oil and chemicals; prevent dusting and deterioration of concrete surfaces caused by heavy traffic; and be capable of adhering to floor surfaces subject to hydrostatic pressure from below. Color, transparent amber or gray; surface, nonslip. E Latex Bonding Agent: Non-redispersable latex base liquid conforming to ASTM C1059. When used in water and wastewater treatment structures, bonding agent shall be suitable for use under continuously submerged conditions. Conformance and suitability certification by manufacturer is required. F Bonding Grout: Prepare bonding grout by mixing approximately one part cement to one part fine sand meeting ASTM C144 but with 100 percent passing No. 30 mesh sieve. Mix with water to consistency of thick cream. At Contractor's option, a commercially - prepared bonding agent used in accordance with manufacturer's recommendations and instructions may be used. When used in water and wastewater treatment structures bonding agent shall be suitable for use under continuously submerged conditions Conformance and suitability certification by manufacturer is required. Submit manufacturer's technical information on proposed bonding agent. G Patching Mortar: 1. Make patching mortar of same materials and of approximately same proportions as concrete, except omit coarse aggregate. Substitute white Portland cement for part of gray Portland cement on exposed concrete in order to match color of surrounding concrete. Determine color by making trial patch. Use minimum amount of mixing water required for handling and placing Mix patching mortar in advance and allow to stand. Mix frequently with trowel until it has reached stiffest consistency that will permit placing Do not add water. 2. Proprietary compounds for adhesion or specially formulated cementitious repair mortars may be used in lieu of or in addition to foregoing patching materials provided that properties of bond and compressive strength meet or exceed the foregoing and color of surrounding concrete can be matched where required. Use such compounds according to manufacturer's recommendations. When used in water and wastewater treatment structures, material shall be suitable for use under continuously submerged conditions. Conformance and suitability certification by manufacturer is required. 08/2002 03300-10 CITY OF PEARLAND CAST -IN -PLACE CONCRETE • H Epoxy Adhesive: Two -component, 100 percent solids, 100 percent reactive compound developing 100 percent of strength of concrete, suitable for use on dry or damp surfaces. Epoxy used to inject cracks and as a binder in epoxy mortar shall meet ASTM C881, Type VI. Epoxy used as a bonding agent for fresh concrete shall meet ASTM C881, Type V. I Non -shrink Grout: See Section 03600 - Structural Grout. J Spray -Applied Coating: Acceptable products are Thoro System Products "Thoroseal Plaster Mix" or approved equal. Color: Gray. K Concrete Topping: Class H concrete with 3/8-inch maximum coarse aggregate size, as specified in this Section. L Concrete Fill: Class H concrete with 3/8-inch maximum coarse aggregate size, (Class C where fill thickness exceeds 3 inches throughout a placement), as specified in Section 03310 - Structural Concrete. M Evaporation Retardant: Confilm, manufactured by Master Builders; Eucobar, manufactured by Euclid Chemical Company; or equal. 2.11 CONCRETE CURING MATERIALS A Membrane -forming Curing Compound: Conform to ASTM C309, Type 1D, and following requirements. 1. Minimum solids content. 30 percent 2. Compound shall not permanently discolor concrete. When used for liquid - containing structures, cunng compound shall be white -pigmented. 3. When used in areas that are to be coated, or that will receive topping or floor covering, material shall not reduce bond of coating, topping, or floor covering to concrete. Curing compound manufacturer's technical information shall state conditions under which compound will not prevent bond. 4. Confoinn to local, state and federal solvent emission requirements. B Clear Curing and Sealing Compound (VOC Compliant): Conform to ASTM C309, Type 1, Class B, and the following requirements: 30 percent solids content minimum; non - yellowing under ultraviolet light after 500-hour test in accordance with ASTM D4587 Sodium silicate compounds are not permitted. Conform to local, state and federal solvent emission requirements. C Sheet Material for Curing Concrete: ASTM C171; waterproof paper, polyethylene film or white burlap -polyethylene sheeting. D Curing Mats (for use in Curing Method 2). Heavy shag rugs or carpets, or cotton mats quilted at 4 inches on center; 12 ounce per square yard minimum weight when dry. E Water for curing: Clean and potable. 08/2002 03300-11 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 3.0 EXECUTION 3.01 EXAMINATION A Verify requirements for concrete cover over reinforcement. B Verify that anchors, seats, plates, reinforcement and other items to be cast into concrete are accurately placed, positioned securely, and will not cause hardship in placing concrete. 3.02 PREPARATION A Prepare previously placed concrete by cleaning with steel brush and applying bonding agent in accordance with manufacturer's instructions. B In locations where new concrete is dowelled to existing work, drill holes in existing concrete, insert steel dowels and pack solid with non -shrink grout. 3.03 PREPARATION OF SURFACES FOR CONCRETING A Earth Surfaces: 1. Under interior slabs on grade, install vapor barrier. Lap joints at least 6 inches and seal watertight with tape, or sealant applied between overlapping edges and ends. repair vapor barrier damaged during placement of reinforcing and inserts with vapor barrier material; lap over damaged areas at least 6 inches and seal watertight. 2. Other Earth Surfaces: Thoroughly wet by sprinkling pnor to placing concrete, and keep moist by frequent sprinkling up to time of placing concrete thereon. Remove standing water. Surfaces shall be free from standing water, mud and debris at the time of placing concrete. B Construction Joints: 1. Definition: Concrete surfaces upon or against which concrete is to be placed where the placement of the concrete has been interrupted so that, in the judgment of the Engineer, new concrete cannot be incorporated integrally with that previously placed. 2. Interruptions: When placing of concrete is to be interrupted long enough for the concrete to take a set, use forms or other means to shape the working face to secure proper union with subsequent work. Make construction joints only where acceptable to the Engineer. 3. Preparation: Give horizontal joint surfaces a compacted, roughened surface for good bond. Except where the Drawings call for joint surfaces to be coated, clean joint surfaces of laitance, loose or defective concrete and foreign material by hydroblasting or sandblasting (exposing aggregate), roughen surface to expose aggregate to a depth of at least 1/4 inch and wash thoroughly Remove standing water from the construction joint surface before new concrete is placed. 08/2002 03300-12 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 4. After surfaces have been prepared cover approximately horizontal construction joints with a 3-inch lift of a grout mix consisting of Class A concrete batched without coarse aggregate; place and spread grout uniformly. Place wall concrete on the grout mix immediately thereafter. C Set and secure reinforcement, anchor bolts, sleeves, inserts and similar embedded items in the forms where indicated on Contract Drawings, shop drawings and as otherwise required. Obtain the Engineer's acceptance before concrete is placed. Accuracy of placement is the sole responsibility of the Contractor. D Place no concrete until at least 4 hours after formwork, inserts, embedded items, reinforcement and surface preparation have been completed and accepted by the Engineer. Clean surfaces of forms and embedded items that have become encrusted with grout or previously -placed concrete before placing adjacent concrete. E Casting New Concrete Against Old: Where concrete is to be cast against old concrete (any concrete which is greater than 60 days of age), thoroughly clean and roughen the surface of the old concrete by hydro -blasting or sandblasting (exposing aggregate). Coat joint surface with epoxy bonding agent following manufacturer's written instructions, unless indicated otherwise. Unless noted otherwise, this provision does not apply to vertical wall joints where waterstop is installed. F Protection from Water: Place no concrete in any structure until water entering the space to be filled with concrete has been properly cut off or diverted and carried out of the forms, clear of the work Deposit no concrete underwater. Do not allow still water to rise on any concrete until concrete has attained its initial set. Do not allow water to flow over the surface of any concrete in a manner and at a velocity that will damage the surface finish of the concrete. Pumping, dewatering and other necessary operations for removing ground water, if required are subject to the Engineer's review. G Corrosion Protection: Position and support pipe, conduit, dowels and other ferrous items to be embedded in concrete construction prior to placement of concrete so there is at least a 2 inch clearance between them and any part of the concrete reinforcement. Do not secure such items in position by wiring or welding them to the reinforcement. H Where practicable, provide for openings for pipes, inserts for pipe hangers and brackets, and setting of anchors during placing of concrete. I Accurately set anchor bolts and maintain in position with templates while they are being embedded in concrete. J Cleaning: Immediately before concrete is placed, thoroughly clean dirt grease grout, mortar loose scale, rust and other foreign substances from surfaces of metalwork to be in contact with concrete. 08/2002 03300-13 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 3.04 FORMWORK INSTALLATION A Formwork Construction 1. Construct and maintain formwork so that it will maintain correct sizes of members, shape, alignment, elevation and position during concrete placement and until concrete has gained sufficient strength. Provide for required openings, offsets, smkages, keyways, recesses, moldings, anchorages and inserts. 2. Construct forms for easy removal without damage to concrete surfaces. 3. Make formwork sufficiently tight to prevent leakage of cement paste during concrete placement. Solidly butt joints and provide backup material at joints as required to prevent leakage and fins. Provide gaskets for wall forms to prevent concrete paste leakage at their base. 4. Place chamfer strips in forms to bevel edges and corners permanently exposed to view, except top edges of walls, and slabs which are indicated on Drawings to be • tooled. Do not bevel edges of formed joints and interior corners unless indicated on Drawings. Form beveled edges for vertical and horizontal corners of equipment bases. Unless otherwise indicated on Drawings, make bevels 3/4 mch wide. 5. Provide temporary openings at bases of column and wall forms and other points as required for observation and cleaning immediately before concrete is placed. 6. Where runways are required for moving equipment, support runways directly on the formwork or structural members. Do not allow runways or supports to rest on reinforcing steel. 7. Use smooth forms on formed concrete surfaces required to have smooth form finish or rubbed finish. 8. Rough forms may be used on formed concrete surfaces indicated to have rough form finish. B Forms for Surfaces Requiring Smooth Form Finish: 1. Drill forms to suit ties used and to prevent leakage of concrete mortar around tie holes. Uniformly space form ties and align in horizontal and vertical rows. Install taper ties, if used, with the large end on the wet face of the wall. 2. Provide sharp, clean corners at intersecting planes, without visible edges or offsets. Back up joints with extra studs or girts to maintain true, square intersections. 3. Form molding shapes, recesses and projections with smooth -finish materials and install in forms with sealed joints to prevent displacement. 4. Form exposed corners of beams and columns to produce square, smooth, solid, unbroken lines. 5. Provide exterior exposed edges with 3/4-inch chamfer or 3/4-inch radius. 6. Arrange facing material in orderly and symmetrical fashion. Keep number of joints to practical minimum. Support facing material adequately to prevent deflection in excess of allowable tolerances. 08/2002 03300-14 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 7. For flush surfaces exposed to view in completed structure, overlap previously - placed hardened concrete with form sheathing by approximately 1 inch. Hold forms against hardened concrete to maintain true surfaces, preventing offsets or loss of mortar. C Forms for Surfaces Requiring Rubbed Finish: Provide forms as specified in paragraph 3.01B, Smooth Form Finish. Use smooth plywood linings or forms, in as large sheets as practicable, and with smooth, even edges and close joints. D Edge Forms and Screed Strips for Slabs: Set edge forms or bulkheads and intermediate screed strips for slabs to obtain required elevations and contours in finished slab surface. Provide and secure supports for types of screeds required. E Circular Forms. Set forms in one piece for full height of member. F Surfaces to Receive Membrane Waterproofing: Coordinate surface finish, anchors, reglets and similar requirements with membrane waterproofing applicator. G Fireproofing Steel Member: Construct forms to provide not less than the concrete thickness necessary, measured from face of steel member, to provide the required fire rating. Forms for concealed surfaces may be unlined. H Tolerances: 1. Unless noted otherwise on Drawings, construct formwork so concrete surfaces will conform to tolerance limits listed in Tables 03100A and 03100B at end of this Section. 2. Establish sufficient control points and bench marks as references for tolerance checks. Maintain these references in undisturbed condition until final completion and acceptance of the Work. I Adjustment of Formwork: 1. Use wedges or jacks to provide positive adjustment of shores and struts. After final inspection and before concrete placement, fasten in position wedges used for final adjustment of forms. 2. Brace forms securely against lateral deflections. Prepare to compensate for settling dunng concrete placement 3. For wall openings, construct wood forms that facilitate necessary loosening to counteract swelling of forms. J Corrugated Fiberboard Carton Fauns. 1. Place on smooth firm bed of suitable material to prevent vertical displacement; set tight to prevent horizontal displacement. Exercise care to avoid buckling of forms. Install in accordance with manufacturer s directions and recommendations. 2. Fit carton forms tightly around piles and piers; completely fill the space between subgrade and concrete placement with carton forms to form a void space. 3. Protect carton forms from moisture and maintain in a dry condition until concrete is placed on them. If they become wet before placement of concrete, allow them to dry and carefully inspect for strength before concrete is placed. 08/2002 03300-15 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 4. Before concrete placement, replace damaged or deteriorated forms which are incapable of supporting concrete dead load plus construction live loads. 3.05 PREPARATION OF FORM SURFACES A Clean surfaces of forms and embedded matenals before placing concrete. Remove accumulated mortar, grout, rust and other foreign matter. B Coat forms for exposed or painted concrete surfaces with form oil or form -release agent before placing reinforcement. Cover form surfaces with coating material in accordance with manufacturer's printed instructions. Do not allow excess coating material to accumulate in forms or to contact hardened concrete against which fresh concrete will be placed. Remove coating material from reinforcement before placing concrete. C Forms for unexposed surfaces, other than retained -in -place metal forms, maybe wet with water immediately before concrete placement in lieu of coating. When possibility of freezing temperatures exists, however, the use of coating is mandatory. 3.06 INSTALLATION OF REINFORCEMENT A Placement Tolerances: Place reinforcement within tolerances of Table 03210A at the end of this Section Bend tie wire away from forms to maintain the specified concrete coverage. B Interferences: Maintain 2-inch clearance from embedded items. Where reinforcing interferes with location of other reinforcing steel, conduit or embedded items, bars may be moved within specified tolerances or one bar diameter, whichever is greater. Where greater movement of bars is required to avoid interference, notify the Engineer. Do not cut reinforcement to install inserts, conduit, mechanical openings or other items without approval of the Engineer. C Concrete Cover: Provide clear cover measured from reinforcement to face of concrete as listed in Table 03210B at the end of this Section, unless otherwise indicated on Drawings. D Placement in Forms: Use spacers, chairs, wire ties and other accessory items necessary to assemble, space and support reinforcing properly. Provide accessories of sufficient number, size and strength to prevent deflection or displacement of reinforcement due to construction loads or concrete placement. Use appropriate accessories to position and support bolts, anchors and other embedded items Tie reinforcing bars at each intersection, and to accessories Blocking reinforcement with concrete or masonry is prohibited. E Placement for Concrete on Ground: Support bar and wire reinforcement on chairs with sheet metal bases or precast concrete blocks spaced at approximately 3 feet on centers each way. Use minimum of one support for each 9 square feet. Tie supports to reinforcing bars and wires. 08/2002 03300-16 CITY OF PEARLAND CAST -IN -PLACE CONCRETE F Vertical Reinforcement in Columns: Offset vertical bars by at least one bar diameter at splices. Provide accurate templates for column dowels to ensure proper placement. G Splices: 1 Do not splice bars, except at locations indicated on Drawings or reviewed shop drawings, without approval of the Engineer. 2. Lap Splices: Unless otherwise shown or noted, Class B, conforming to ACI 318- 89 Section 12.15.1. Tie securely with wire prior to concrete placement, to prevent displacement of splices during concrete placement. 3. Mechanical Bar Splices: Use only where indicated on Drawings or approved by the Engineer. Install in accordance with manufacturer s instructions. a. Couplers located at a joint face shall be of a type which can be set either flush or recessed from the face as shown. Seal couplers prior to concrete placement to completely eliminate concrete or cement paste from entering. b. Couplers intended for future connections: Recess 1/2 inch minimum from concrete surface. After concrete is placed, plug coupler and fill recess with sealant to prevent contact with water or other corrosive materials. c. Unless noted otherwise, match mechanical coupler spacing and capacity to that shown for the adjacent reinforcing. H Construction Joints: Place reinforcing continuous through construction joints, unless noted otherwise. I Welded Wire Fabric Install wire fabric in as long lengths as practicable. Unless otherwise indicated on Drawings, lap adjoining pieces at least 6 inches or one full mesh plus 2 inches, whichever is larger Lace splices with wire. Do not make end laps midway between supporting beams or directly over beams of continuous structures. Offset end laps in adjacent widths to prevent continuous laps. Conform to WRI - Manual of Standard Practice for Welded Wire Fabric. J Field Bending: Shape reinforcing bent during construction operations to conform to Drawings. Bars shall be cold -bent, do not heat bars. Closely inspect reinforcing for breaks. When reinforcing is damaged, replace, Cadweld, or otherwise repair as directed by the Engineer. Do not bend reinforcement after it is embedded in concrete. K Epoxy -coated Reinforcing Steel Install in accordance with Paragraph 3.02J, Field Bending, and in a manner that will not damage epoxy coating. Repair damaged epoxy coating with patching material as specified in Paragraph 2.02A, Bending. L Field Cutting: Cut reinforcing bars by shearing or sawing. Do not cut bars with cutting torch. M Welding of reinforcing bars is prohibited, except where shown on Drawings. 08/2002 03300-17 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 3.07 GROUTING OF REINFORCING AND DOWEL BARS A Use epoxy grout for anchoring reinforcing and dowel steel to existing concrete in accordance with epoxy manufacturer's instructions Drill hole not more than 1/4 inch larger than steel bar diameter (including height of deformations for deformed bars) in existing concrete. Just before installation of steel, blow hole clean of all debns using compressed air. Partially fill hole with epoxy, using enough epoxy so when steel bar is inserted, epoxy grout will completely fill hole around bar. Dip end of steel bar in epoxy and twist bar while inserting into partially -filled hole. TABLE 03210A REINFORCEMENT PLACEMENT TOLERANCES PLACEMENT TOLERANCE IN INCHES Clear Distance - To formed soffit: To other formed surfaces: • Minimum spacing between bars -1/4 ±1/4 -1/4 Clear distance from unformed surface to top reinforcement - Members 8 inches deep or less: Members more than 8 inches deep but less than 24 inches deep: Members 24 inches deep or greater: Uniform spacing of bars (but the required number of bars shall not shall not be reduced): Uniform spacing of stirrups and ties (but the required number of shall not be reduced): ±2 ±1 Longitudinal locations of bends and ends of reinforcement - General: Discontinuous ends of members: Length of bar laps: ±2 ±1/2 -1 1/2 Embedded length For bar sizes No. 3 through 11: For bar sizes No. 14 and 18: - 1 - 2 08/2002 03300-18 CITY OF PEARLAND CAST -IN -PLACE CONCRETE TABLE 03210B MINIMUM CONCRETE COVER FOR REINFORCEMENT SURFACE MINIMUM COVER IN INCHES Slabs and Joists - Top and bottom bars for dry conditions — No. 14 and No. 18 bars: No. 11 bars and smaller: 1 1/2 1 Formed concrete surfaces exposed to earth, water or weather, over, or contact with, sewage, and for bottoms bearing on work mat, or slabs cover - No. 5 bars and smaller: No. 6 through No. 18 bars: 1 1/2 2 SURFACE MINIMUM COVER IN INCHES Beams and Columns For dry conditions - Stirrups, spirals and ties: Principal reinforcement: Exposed to earth, water, sewage or weather Stirrups and ties: Principal reinforcement: 1 1/2 2 2 2 1/2 Walls - For dry conditions - No. 11 bars and smaller: No. 14 and No. 18 bars* Formed concrete surfaces exposed to earth, water, sewage or weather, with ground - Circular tanks with ring tension: All others: 1 1 1/2 2 2 Footings and Base Slabs At formed surfaces and bottoms bearing on concrete work mat: At unformed surfaces and bottoms in contact with earth or seal slab: Over top of piles: Top of footings - - same as slabs 2 3 2 08/2002 03300-19 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 3.08 ANDLING, TRANSPORTING AND PLACING CONCRETE A Conform to applicable requirements of Chapter 8 of ACI 301 and this Section. Use no aluminum materials in conveying concrete. B Rejected Work: Remove concrete found to be defective or non -conforming in materials or workmanship. Replace rejected concrete with concrete meeting requirements of Contract Documents, at no additional cost to the Owner. C Unauthorized Placement: Place no concrete except in the presence of the Engineer. Notify the Engineer in writing at least 24 hours before placement of concrete. D Placement in Wall Forms: 1. Do not drop concrete through reinforcing steel. 2. Do not place concrete in any form so as to leave an accumulation of mortar on form surfaces above the concrete. 3. Pump concrete or use hoppers and, if necessary, vertical ducts of canvas, rubber or metal (other than aluminum) for placing concrete in forms so it reaches the place of final deposit without separation. Free fall of concrete shall not exceed 4 feet below the ends of pump hoses, ducts, chutes or buggies. Uniformly distribute concrete during depositing. 4. Do not displace concrete in forms more than 6 feet in horizontal direction from place where it was originally deposited. 5. Deposit in uniform horizontal layers not deeper than 2 feet; take care to avoid inclined layers or inclined construction joints except where required for sloping members 6. Place each layer while the previous layer is still soil. 7. Provide sufficient illumination in form interior so concrete at places of deposit is visible from the deck or runway. E Conveyors and Chutes: Design and arrange ends of chutes, hopper gates and other points of concrete discharge in the conveying, hoisting and placing system so concrete passing from them will not fall separated into whatever receptacle immediately receives it. Conveyors, if used, shall be of a type acceptable to the Engineer. Do not use chutes longer than 50 feet. Slope chutes so concrete of specified consistency will readily flow If a conveyor is used, it shall be wiped clean by a device operated in such a manner that none of the mortar adhering to the belt will be wasted. All conveyors and chutes shall be covered. F Placement of Slabs: In hot or windy weather, conducive to plastic shrinkage cracks, apply evaporation retardant to slab after screeding in accordance with manufacturer's instructions and recommendations. Do not use evaporation retardant to increase water content of the surface cement paste. Place concrete for sloping slabs uniformly from the bottom of the slab to the top, for the full width of the placement. As work progresses, vibrate and carefully work concrete around slab reinforcement. Screed the slab surface in an up -slope direction. 08/2002 03300-20 CITY OF PEARLAND CAST -IN -PLACE CONCRETE G When adverse weather conditions affect quality of concrete, postpone concrete placement. Do not mix concrete when the air temperature is at or below 40 degrees F and falling. Concrete may be mixed when temperature is 35 degrees F and rising. Take temperature readings in the shade, away from artificial heat. Protect concrete from temperatures below 32 degrees F until the concrete has cured for a minimum of 3 days at 70 degrees F or 5 days at 50 degrees F. When concrete temperature is 85 degrees F or above, do not exceed 60 minutes between introduction of cement to the aggregates and discharge. When the weather is such that the concrete temperature would exceed 90 degrees F, employ effective means, such as pre -cooling of aggregates and mixing water, using ice or placing at night, as necessary to maintain concrete temperature, as placed, below 90 degrees F. 3.09 PUMPING OF CONCRETE • A If pumped concrete does not produce satisfactory results, in the judgment of the Engineer, discontinue pumping operations and proceed with the placing of concrete using conventional methods B Pumping Equipment: Use a 2-cylinder pump designed to operate with only one cylinder if one is not functioning, or have a standby pump on site during pumping. C The minimum hose (conduit) diameter: Comply with ACI 304.2R. D Replace pumping equipment and hoses (conduits) that do not function properly. Do not use aluminum conduits for conveying concrete. F Field Control: Take samples for slump, air content and test cylinders at the placement (discharge) end of the line. 3.10 CONCRETE PLACEMENT SEQUENCE A Place concrete in a sequence acceptable to the Engineer. To minimize effects of shrinkage, place concrete in units bounded by construction joints shown. Place alternate units so each unit placed has cured at least 7 days for hydraulic structures or 3 days for other structures, before contiguous unit or units are placed, except do not place corner sections of vertical walls until the 2 adjacent wall panels have cured at least 14 days for hydraulic structures and 7 days for other structures. B Level the concrete surface whenever a run of concrete is stopped To ensure straight and level joints on the exposed surface of walls, tack a wood stnp at least 3/4-inch thick to the forms on these surfaces. Carry concrete about 1/2 inch above the underside of the strip. About one hour after concrete is placed, remove the strip, level irregularities in the edge formed by the strip with a trowel and remove laitance. 08/2002 03300-21 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 3.11 TAMPING AND VIBRATING A Thoroughly settle and compact concrete throughout the entire depth of the layer being consolidated, into a dense, homogeneous mass, fill corners and angles, thoroughly embed reinforcement, eliminate rock pockets and bring only a slight excess of water to the exposed surface of concrete dunng placement. Use ACI 309R Group 3 immersion -type high-speed power vibrators (8,000 to 12,000 rpm) in sufficient number and with sufficient (at least one) standby units. Use Group 2 vibrators only when accepted by the Engineer for specific locations. Do not transport concrete by vibrating. B Use care in placing concrete around waterstops. Carefully work concrete by rodding and vibrating to make sure air and rock pockets have been eliminated. Where flat -strip type waterstops are placed horizontally, work concrete under waterstops by hand, making sure air and rock pockets have been eliminated. Give concrete surrounding the waterstops additional vibration beyond that used for adjacent concrete placement to assure complete embedment of waterstops in concrete. C Concrete in Walls: Internally vibrate, ram, stir, or work with suitable appliances, tamping bars, shovels or forked tools until concrete completely fills forms or excavations and closes snugly against all surfaces. Do not place subsequent layers of concrete until previously -placed layers have been so worked. Provide vibrators in sufficient numbers, with standby units as required, to accomplish the results specified within 15 minutes after concrete of specified consistency is placed in the forms. Keep vibrating heads from contact with form surfaces. Take care not to vibrate concrete excessively or to work it in any manner that causes segregation of its constituents. 3.12 PLACING MASS CONCRETE A Observe the following additional restnctions when placing mass concrete. 1. Use specified superplasticizer 2. Maximum temperature of concrete when deposited: 70 degrees F. 3. Place in lifts approximately 18 inches thick. Extend vibrator heads into previously -placed layer. 3.13 CONCRETE FINISHING 3.14 FINISHING OF FORMED SURFACES A Unfinished Surfaces: Finish is not required on surfaces concealed from view in completed structure by earth, ceilings or similar cover, unless indicated otherwise on Drawings. B Rough Form Finish: 1. No form facing material is required on rough form finish surfaces. 2. Patch tie holes and defects. Chip off fins exceeding 1/4 inch in height. 08/2002 03300-22 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 3. Rough form finish may be used on concrete surfaces which will be concealed from view by earth in completed structure, except concealed surfaces required to have smooth form finish, as shown on Drawings. C Smooth Form Finish: 1. Form facing shall produce smooth, hard, uniform texture on concrete. Use plywood linings or forms in as large sheets as practicable, and with smooth, even edges and close joints. 2. Patch tie holes and defects. Rub fins and joint marks with wooden blocks to leave smooth, unmarred finished surface. 3. Provide smooth form finish on the wet face of formed surfaces of water -holding structures and of other formed surfaces not concealed from view by earth in completed structure, except where otherwise indicated on Drawings. Walls that will be exposed after future construction, at locations indicated on Drawings, shall have smooth form finish. Smooth form finish on exterior face of exterior walls shall extend below final top of ground elevation. Exterior face of all perimeter grade beams shall have smooth form finish for full depth of grade beam. D Rubbed Finish: 1. Use plywood linings or forms in as large sheets as practicable, and with smooth, even edges and close joints. 2. Remove forms as soon as practicable, repair defects, wet surfaces, and rub with No. 16 carborundum stone or similar abrasive. Continue rubbing sufficiently to bring surface paste, remove form marks and fins, and produce smooth, dense surface of uniform color and texture. Do not use cement paste other than that drawn from concrete itself. Spread paste uniformly over surface with brush. Allow paste to reset, then wash surface with clean water. 3. Use rubbed finish at locations indicated on Drawings, except where rubbed finish is indicated for a wall, which will be containing a liquid, use spray -applied coating. E Spray -applied Coating: At Contractor's option, in lieu of rubbed finish, spray -applied coating may be applied after defects have been repaired and fins removed. Remove form oil, cunng compound and other foreign matter that would prevent bonding of coating. Apply coating in uniform texture and color in accordance with coating manufacturer's instructions. F Related Unformed Surfaces: Tops of piers, walls, bent caps, and similar unformed surfaces occurring adjacent to formed surfaces shall be struck smooth after concrete is placed. Float unformed surfaces to texture reasonably consistent with that of formed surfaces. Continue final treatment on formed surfaces uniformly across unformed surfaces. 08/2002 03300-23 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 3.15 HOT WEATHER FINISHING A When hot weather conditions exist, as defined in 1.04.B. and as judged by the Engineer, apply evaporation retardant to the surfaces of slabs, topping and concrete fill placements immediately after each step in the finishing process has been completed. 3.16 FINISHING SLABS AND SIMILAR FLAT SURFACES TO CLASS A, B AND C TOLERANCES A Apply Class A, B and C finishes at locations indicated on Drawings. Class B or better finish shall be applied if not shown otherwise by the Drawings. B Shaping to Contour: Use strike -off templates or approved compacting -type screeds riding on screed strips or edge forms to bring concrete surface to proper contour. See . Section 03100 - Concrete Formwork for edge forms and screeds. C Consolidation and Leveling: Concrete to be consolidated shall be as stiff as practicable Thoroughly consolidate concrete in slabs and use internal vibration in beams and girders of framed slabs and along bulkheads of slabs on grade. Consolidate and level slabs and floors with vibrating bridge screeds, roller pipe screeds or other approved means. After consolidation and leveling, do not permit manipulation of surfaces prior to finishing operations. D Tolerances for Finished Surfaces: Check tolerances by placing straightedge of specified length anywhere on slab. Gap between slab and straightedge shall not exceed tolerance listed for specified class. Class A B C Straightedge Length in Feet 10 10 2 Tolerance m Inches 1/8 1/4 1/4 E Raked Finish: After concrete has been placed, struck off, consolidated and leveled to Class C tolerance, roughen surface before final set. Roughen with stiff brushes or rakes to depth of approximately 1/4 inch. Notify the Engineer prior to placing concrete requiring initial raked surface finish so that acceptable raked finish standard may be established for project. Protect raked, base -slab finish from contamination until time of topping. Provide raked finish for following: 1. Surfaces to receive bonded concrete topping or fill. 2. Steep ramps, as noted on Drawings. 3. Additional locations as noted on Drawings. 08/2002 03300-24 CITY OF PEARLAND CAST -IN -PLACE CONCRETE F Float Finish: 1. After concrete has been placed, struck off, consolidated and leveled, do not work further until ready for floating. Begin floating when water sheen has disappeared, or when mix has stiffened sufficiently to permit proper operation of power -driven float. Consolidate surface with power -driven floats. Use hand floating with wood or cork -faced floats in locations inaccessible to power -driven machine and on small, isolated slabs. 2. After initial floating, re -check tolerance of surface with 10-foot straightedge applied at not less than two different angles. Cut down high spots and fill low spots to Class B tolerance. Immediately re -float slab to a uniform, smooth, granular texture. 3. Provide float finish at locations not otherwise specified and not otherwise indicated on Drawings. G Trowel Finish: 1. Apply float finish as previously specified. After power floating, use power trowel to produce smooth surface which is relatively free of defects but which may still contain some trowel marks. Do additional troweling by hand after surface has hardened sufficiently. Do final troweling when ringing sound is produced as trowel is moved over surface. Thoroughly consolidate surface by hand troweling operations. 2. Produce finished surface free of trowel marks, uniform in texture and appearance and conforming to Class A tolerance. On surfaces intended to support floor coverings, remove defects which might show through covering by grinding. 3. Provide trowel finish for floors which will receive floor covering and additional locations indicated on Drawings. H Broom or Belt Finish: 1. Apply float finish as previously specified. Immediately after completing floated finish, draw broom or burlap belt across surface to give coarse transverse scored texture. 2. Provide broom or belt finish at locations indicated on Drawings. 3.17 FINISHING SLABS AND SIMILAR FLAT SURFACES TO "F-NUMBER SYSTEM" FINISH A Shaping to Contour: Use strike -off templates or approved compacting -type screeds riding on screed strips or edge forms to bnng concrete surface to proper contour. Edge forms and screeds: Conform to Section 03100 - Concrete Formwork. B Consolidation and Leveling: Concrete to be consolidated shall be as dry as practicable. Thoroughly consolidate concrete in slabs and use internal vibration in beams and girders of framed slabs and along bulkheads of slabs on grade. Consolidate and level slabs and floors with vibrating bridge screeds, roller pipe screeds or other approved means. After consolidation and leveling, do not manipulate surfaces prior to finishing operations. 08/2002 03300-25 CITY OF PEARLAND CAST -IN -PLACE CONCRETE C Tolerances for Finished Surfaces: Independent testing laboratory will check floor flatness and levelness in accordance with Paragraph 3.12, Field Quality Control. D Float Finish: 1. After concrete has been placed, struck off, consolidated and leveled, do not work further until ready for floating. Begin floating when water sheen has disappeared, or when mix has stiffened sufficiently to permit proper operation of power -driven float. Consolidate surface with power-dnven floats. Use hand floating with wood or cork -faced floats in locations inaccessible to power -driven machine and on small, isolated slabs. 2. Check tolerance of surface after initial floating with a 10-foot straightedge applied at not less than two different angles. Cut down high spots and fill low spots. Immediately refloat slab to uniform, smooth, granular texture to FF20/FL17 tolerance, unless shown otherwise on Drawings. 3. Provide "F-Number System" float fimsh at locations indicated on Drawings. E Trowel Finish: 1. Apply float finish as previously specified. After power floating, use power trowel to produce smooth surface which is relatively free of defects but which may still contain some trowel marks Do additional trowelings by hand after surface has hardened sufficiently. Do final troweling when ringing sound is produced as trowel is moved over surface. Thoroughly consohdate surface by hand troweling operations. 2. Produce finished surface free of trowel marks, uniform in texture and appearance and conforming to an FF25/FL20 tolerance for slabs on grade and FF25/FL17 for elevated slabs, unless shown otherwise on Drawings. On surfaces intended to support floor covenngs, remove defects, which might show through covering, by grinding. 3. Provide "F-Number System" trowel finish at locations indicated on Drawings. 3.18 BONDED CONCRETE TOPPING AND FILL A Surface Preparation: 1. Protect raked, base -slab finish from contamination until time of topping. Mechanically remove oil, grease, asphalt, paint, clay stains or other contaminants, leaving clean surface. 2. Prior to placement of topping or fill, thoroughly dampen roughened slab surface and leave free of standing water. Immediately before topping or fill is placed, scrub coat of bonding grout into surface. Do not allow grout to set or dry before topping or fill is placed. B Concrete Fill: 1. Where concrete fill intersects a wall surface at an angle steeper than 45 degrees from vertical, provide a 1.5-inch deep keyway in the wall at the point of intersection; size keyway so that no portion of the concrete fill is less than 1.5 inches thick. Form keyway in new walls; create by saw cutting the top and bottom lines and chipping in existing walls. 08/2002 03300-26 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 2. Apply wood float finish to surfaces of concrete fill. 3. Provide concrete fill at locations shown on Drawings. C Bonded Concrete Topping in Bottom of Clarifiers and Thickeners: 1 Minimum thickness of concrete topping: 1 inch. Maximum thickness when swept in by clarifier and thickener equipment: 3 inches. 2. Compact topping and fill by rolling or tamping, bring to established grade, and float. Topping grout placed on sloping slabs shall proceed uniformly from the bottom of the slab to the top, for the full width of the placement. Coat surface with evaporation retardant as needed between finishing operations to prevent plastic shrinkage cracks 3. Screed topping to true surface using installed equipment. Protect equipment from damage during sweeping -in process. Perform sweeping -in process under supervision of equipment manufacturer's factory representative. After topping has been screeded, apply wood float finish. Dunng finishing, do not apply water, dry cement or mixture of dry cement and sand to the surface. 4. As soon as topping or fill finishing is completed coat surface with curing compound. After the topping is set and sufficiently hard in clarifiers and where required by the Engineer fill the tank with sufficient water to cover the entire floor for 14 days. 5. Provide bonded concrete topping in bottom of all clarifiers and thickeners. 3.19 EPDXY PENETRATING SEALER A Surfaces to receive epoxy penetrating sealer: Apply wood float finish. Clean surface and apply sealer in compliance with manufacturer's instructions. B Rooms with concrete curbs or bases: Continue application of floor coating on curb or base to its juncture with masonry wall. Rooms with solid concrete walls or wainscots: Apply minimum 2-inch-high coverage of floor coating on vertical surface. C Mask walls, doors, frames and similar surface to prevent floor coating contact. D When coving floor coating up vertical concrete walls, curbs bases or wainscots, use masking tape or other suitable material to keep a neat level edge at top of cove. Provide epoxy penetrating sealer at locations indicated on Drawings. 3.20 EPDXY FLOOR TOPPING A Surfaces to receive epoxy floor topping Apply wood float finish unless recommended otherwise by epoxy floor topping manufacturer. Clean surface and apply epoxy floor topping in compliance with manufacturer's recommendations and instructions. Thickness of topping: 1/8 inch. B Rooms with concrete curbs or bases: Continue application of floor coating on curb or base to its juncture with masonry wall. Rooms with solid concrete walls or wainscots: apply 2-inch-high coverage of floor coating on vertical surface. 08/2002 03300-27 CITY OF PEARLAND CAST -IN -PLACE CONCRETE C Mask walls, doors, frames and similar surfaces to prevent floor coating contact. D When coving floor coating up vertical concrete walls, curbs bases or wainscots, use masking tape or other suitable material to keep a neat level edge at top of cove. E Finished surface shall be free of trowel marks and dimples. F Provide epoxy floor topping at locations indicated on Drawings. 3.21 SEALER/DUSTPROOFER A Where sealer or sealer/dustproofer is indicated on Drawings just prior to completion of construction, apply coat of specified clear sealer/dustproofing compound to exposed intenor concrete floors in accordance with manufacturer's instructions. 3.22 NONSLIP FINISH A Apply float finish as specified. Apply two-thirds of required abrasive aggregate by method that ensures even coverage without segregation and re -float. Apply remainder of abrasive aggregate at right angles to first application using heavier application of aggregate in areas not sufficiently covered by first application. Re -float after second application of aggregate and complete operations with troweled finish. Perform finishing operations in a manner that will allow the abrasive aggregate to be exposed and not covered with cement paste. B Provide nonslip finish at locations indicated on Drawings. 3.23 FIELD QUALITY CONTROL A Field inspection and testing will be performed in accordance with ACI 301 and under provisions of Sections 01440 and 01450. B Provide free access to Work and cooperate with appointed firm. C Submit proposed mix design to inspection and testing firm for review prior to commencement of Work. D Tests of cement and aggregates may be performed to ensure conformance with specified requirements. E Three concrete test cylinders will be taken for every 50 cu yds or less of concrete. F One additional test cylinder will be taken during cold weather concreting, cured on Job site under same conditions as concrete it represents. G One slump test will be taken for each set of test cylinders taken. 08/2002 03300-28 CITY OF PEARLAND CAST -IN -PLACE CONCRETE H Provide the results of alkalinity tests of concrete used in sanitary structures. Provide one test for each structure. These tests shall be performed by an independent testing laboratory. Perform the test on the concrete covering reinforcing steel on the inside of the pipe or structure. Alkalinity tests are to be in accordance with Encyclopedia of Industrial Chemical Analysis, Vol. 15, Page 230, Interscience Publishers Division, John Wiley and Sons. 3.24 PATCHING A Allow Engineer to inspect concrete surfaces immediately upon removal of forms. B Excessive honeycomb or embedded debris in concrete is not acceptable. Notify Engineer upon discovery. C Patch imperfections in accordance with ACI 301. 3.25 DEFECTIVE CONCRETE A Defective Concrete: Concrete not conforming to required lines, details, dimensions, tolerances or specified requirements. B Repair or replacement of defective concrete will be determined by the Engineer. C Do not patch, fill, touch-up, repair, or replace exposed concrete except upon express direction of Engineer for each individual area. 3.26 CURING A Comply with ACI 308. Cure by preventing loss of moisture, rapid temperature change and mechanical injury for a period of 7 curing days when Type II or IP cement has been used and for 3 curing days when Type 111 cement has been used. Start curing as soon as free water has disappeared from the concrete surface after placing and finishing. A curing day is any calendar day in which the temperature is above 50 degrees F for at least 19 hours. Colder days may be counted if air temperature adjacent to concrete is maintained above 50 degrees F. In continued cold weather, when artificial heat is not provided, removal of forms and shoring may be permitted at the end of calendar days equal to twice the required number of curing days. However, leave soffit forms and shores in place until concrete has reached the specified 28-day strength, unless directed otherwise by the Engineer. B Cure formed surfaces not requiring rub -finished surface by leaving forms in place for the full curing period. Keep wood forms wet during the curing period. Add water as needed for other types of forms Or, at Contractor's option, forms may be removed after 2 days and curing compound applied. 08/2002 03300-29 CITY OF PEARLAND CAST -IN -PLACE CONCRETE C Rubbed Finish: 1. At formed surfaces requiring rubbed finish, remove forms as soon as practicable without damaging the surface. 2. After rub -finish operations are complete, continue cunng formed surfaces by using either approved curing/sealing compounds or moist cotton mats until normal curing period is complete. D Unformed Surfaces: Cure by membrane curing compound method. 1. After concrete has received a final finish and surplus water sheen has disappeared, immediately seal surface with a uniform coating of approved curing compound, applied at the rate of coverage recommended by manufacturer or as directed by the Engineer. Do not apply less than 1 gallon per 180 square feet of area. Provide satisfactory means to properly control and check rate of application of the compound. 2. Thoroughly agitate the compound during use and apply by means of approved mechanical power pressure sprayers equipped with atomizing nozzles. For application on small miscellaneous items, hand -powered spray equipment may be used. Prevent loss of compound between nozzle and concrete surface during spraying operations. 3. Do not apply compound to a dry surface. If concrete surface has become dry, thoroughly moisten surface immediately prior to application. At locations where coating shows discontinuities, pinholes or other defects, or if rain falls on a newly coated surface before film has dned sufficiently to resist damage, apply an additional coat of compound at the specified rate of coverage. 3.27 CURING MASS CONCRETE A Observe the following additional restrictions when cunng mass concrete. 1. Minimum curing period: 2 weeks. 2. When ambient air temperature falls below 32 degrees F, protect surface of concrete against freezing. 3. Do not use steam or other curing methods that will add heat to concrete. 4. Keep forms and exposed concrete continuously wet for at least the first 48 hours after placing, and whenever surrounding air temperature is above 90 degrees F during final cunng period 5. During 2-week curing period provide necessary controls to prevent ambient air temperature immediately adjacent to concrete from falling more than 30 degrees F in 24 hours. 3.28 REMOVAL OF FORMS A Time Limits: 1. When repair of surface defects or finishing is required before concrete is aged, forms on vertical surfaces may be removed as soon as concrete has hardened sufficiently to resist damage from removal operations. 08/2002 03300-30 CITY OF PEARLAND CAST -IN -PLACE CONCRETE 2. Remove top forms on sloping surfaces of concrete as soon as concrete has attained sufficient stiffness to prevent sagging Loosen wood forms for wall openings as soon as this can be accomplished without damage to concrete. Leave formwork for water -retaining structures in place for at least 2 days. Formwork for non -water -retaining columns, walls, sides of beams and other formwork components not supporting weight of concrete may be removed after 12 hours, provided concrete has hardened sufficiently to resist damage from removal operations, and provided removal of forms will not disturb members supporting weight of concrete. 3. Forms and shoring supporting weight of concrete or construction loads' Leave in place until concrete has reached minimum strength specified for removal of forms and shoring. Do not remove such forms in less than 4 days. B Circular Paper or Spiral Tube Forms: Follow manufacturer's directions for form removal. Take necessary precautions to prevent damage to concrete surface. When removal is done before completion of cunng time, replace form, tie in place and seal to retard escape of moisture. C Removal Strength: 1. Control Tests: Suitable strength -control tests will be required as evidence that concrete has attained specified strength for removal of formwork or shoring supporting weight of concrete in beams, slabs and other structural members. Furnish test cylinders and data to verify strength for early form removal. a. Field -cured Test Cylinders: When field -cured test cylinders reach specified removal strength, formwork or shoring may be removed from respective concrete placements. b. Laboratory -cured Test Cylinders: When concrete has been cured as specified for structural concrete for same time period required by laboratory -cured cylinders to reach specified strength, formwork or shoring may be removed from respective concrete placements. Determine length of time that concrete has been cured by totaling the days or fractions of days, not necessarily consecutive, during which air temperature surrounding concrete is above 50 degrees F and concrete has been damp or thoroughly sealed against evaporation and loss of moisture. 2. Compressive Strengths: The minimum concrete compressive strength for removal of formwork supporting weight of concrete is 75 percent of specified minimum 28-day strength for class of concrete involved. 3.29 RESHORING A When reshoring is permitted, plan operations in advance and obtain the Engineer's approval of such operations. While reshoring is under way, keep live load off new construction. Do not permit concrete in any beam, slab, column or other structural member to be subjected to combined dead and construction loads in excess of loads permitted for developed concrete strength at time of reshoring. 08/2002 03300-31 CITY OF PEARLAND CAST -IN -PLACE CONCRETE B Place reshores as soon as practicable after form -stripping operations are complete but in no case later than end of day on which stripping occurs. Tighten reshores to carry required loads without over stressing construction Leave reshores in place until tests representative of concrete being supported have reached specified strength at time of removal of formwork supporting weight of concrete. C Floors supporting shores under newly -placed concrete: Leave original supporting shores in place, or re -shore. Locate reshores directly under shore position above. Extend reshoring over a sufficient number of stories to distribute weight of newly -placed concrete, forms and construction live loads in such manner that design superimposed loads of floors supporting shores are not exceeded. 3.30 FORM REUSE A Do not reuse forms that are worn or damaged beyond repair. Thoroughly clean and recoat forms before reuse. For wood and plywood forms to be used for exposed smooth finish, sand or otherwise dress concrete contact surface to original condition or provide form liner facing material. For metal forms, straighten, remove dents and clean to return forms to original condition. 08/2002 03300-32 CITY OF PEARLAND CAST -IN -PLACE CONCRETE TABLE 03100A TOLERANCES FOR FORMED SURFACES CONCRETE IN BUILDINGS** FOR ANY 20-FOOT MAXIMUM FOR FOR ANY LENGTH VARIATION 10-FOOT OR ANY ENTIRE FROM VARIATION IN LENGTH BAY DIMENSION Lines and Surfaces of Columns, Piers, 1/4" - - - 1' PLUMB OR Walls and Arrises SPECIE t H:D BATTER Exposed Grooves, Corner and Other Columns, Conspicuous Control Joint Lines - - - 1/4" 1/2" Slab Soffits, Ceihngs, Beam Soffits, and 1/4" 3/8" 3/4" LEVEL OR Arrises shores), (measured before removal of SPECIFIED Exposed Lintels, Sills, Parapets, - - - 1/4" 1/2" GRADE Horizontal Grooves and Other Conspicuous Lines DRAWING Position of Linear Building Lines, - - - 1/2" 1" DIMENSIONS Columns Walls and Partitions Size and Location of Sleeves, Floor - - - - - - ±1/4" Openings and Wall Openings Beams, Slabs, +1/2", Cross Section of Columns, - - - - - - -1/4" and Walls Footings* in Plan ..... ... - +2", -1/2" Footing Misplacement or Eccentricity in - - - - - - 2% of Width Direction Error lesser 2" of (the of) or Footing Thickness Decrease - - - - - - 5% Footing Thickness Increase - - - ..... No Limit Step Rise in Flight of Stairs ...... ... +1/8" Step Tread in Flight of Stairs ... - ..... ±1/4" Consecutive Step Rise - - - ... - +1/16" Consecutive Step Tread .. - - - - ±1/8" *Footing tolerances apply to concrete dimensions only, not to positioning of vertical reinforcing steel, dowels, or embedded items **Includes water and wastewater process structures 08/2002 03300-33 CITY OF PEARLAND CAST -IN -PLACE CONCRETE TABLE 03100B TOLERANCE FOR FORMED SURFACES CONCRETE IN BRIDGES, WHARVES AND MARINE STRUCTURES VARIATION FROM MAXIMUM VARIATION IN PLUMB OR Surfaces of columns, piers and walls 1/2" in 10' SPECIFIED BATTER LEVEL OR Top surfaces of slabs See Section 03345 SPECIFIED Top surfaces of curbs and railings 3/16" in 10' GRADE DRAWING Cross section of columns, caps, walls, beams, and 2% f1/2", ±1/4", of +2, No +1/16" +1/2" width +1/8" +1/4" ±1/8" 5% -1/2" limit -1/4" -1/8" or 2" DIMENSIONS similar Size Thickness and members location of deck slabs of slab and wall openings Footings in plan Footing misplacement or eccentricity in direction of error (the lesser of) Footing decrease thickness Footing increase Step Step nse tread thickness in flight in flight of stairs of stairs Consecutive Consecutive step step rise tread 3.31 PROTECTION A Protect concrete against damage until final acceptance by the Owner. B Protect fresh concrete from damage due to rain, hail, sleet or snow. Provide such protection while the concrete is still plastic and whenever such precipitation is imminent or occurring. 08/2002 03300 34 CITY OF PEARLAND CAST -IN -PLACE CONCRETE C Do not backfill around concrete structures or subject them to design loadings until all components of the structure needed to resist the loading are complete and have reached the specified 28-day compressive strength, except as authorized otherwise by the Engineer. END OF SECTION 08/2002 03300-35 CITY OF PEARLAND SEAL SLABS Section 03311 SEAL SLABS 1.0 GENERAL 1.01 SECTION INCLUDES A Concrete seal slabs. 1.02 UNIT PRICES A No separate measurement or payment will be made for seal slabs. B Refer to Section 01200 - Measurement and Payment for unit price procedures. 1.03 SUBMITTALS A Conform to Section 01350 - Submittals. B Submit design mix and test data prepared by a certified independent testing laboratory employed and paid by the Contractor, for each type and strength of concrete in the project. Include manufacturer's technical information for each type of admixture proposed for use on the project. 2.0 PRODUCTS 2.01 MATERIALS A Concrete: Class B concrete with a minimum compressive strength at 28 days of 1500 psi, conforming to Section 03300 - Cast -In -Place Concrete, or 03310 - Structural Concrete. 3.0 EXECUTION 3.01 PLACEMENT OF SEAL SLABS A Place seal slabs at locations indicated on Drawings or as directed by the Engineer. B Excavate trench or other excavation to depth required for pipe or other installation, plus depth of seal slab. Do not over -excavate C Place seal slabs within 4 hours of excavation to final grade. END OF SECTION 08/2002 03311-1 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES 1.0 GENERAL Section 03320 JOINTS IN CONCRETE STRUCTURES 1.01 SECTION INCLUDES A Waterstops and similar joints in concrete structures intended to retain water or withstand hydrostatic pressure. 1.02 UNIT PRICES A No separate payment will be made for joints under this Section. Include payment in appropriate items. B Refer to Section 01200 - Measurement and Payment for unit price procedures. 1.03 DEFINITIONS A The following definitions refer to concrete joints in water -retaining structures. Unless otherwise indicated, all such joints shall have a waterstop or sealant groove to prevent water penetration at the joint. B Construction Joint: The joint or surface between two concrete pours, produced by placing fresh concrete in contact with a hardened concrete surface. 1. A bond breaker may or may not be used, as indicated. 2. Reinforcing steel is continuous through the joint, unless otherwise indicated. C Contraction Joint A joint similar to a construction Joint, but intended to accommodate concrete shrinkage and similar movement. 1. A bond breaker is always used. 2. Reinforcing steel is held back 4-1/2 inches from the joint surface, and sleeved dowels are used so pours can move apart, unless otherwise indicated. D Expansion Joint: A joint similar to a construction or contraction joint, but intended to accommodate both expansion and contraction. 1. Compressible joint filler is placed against the hardened concrete, to form and separate the second pour so pours can move together or apart. 2. A centerbulb waterstop and Joint sealant are used to fill the gap, unless otherwise indicated. 3. Reinforcing steel is held back, and sleeved dowels are used to allow and control movement, unless otherwise indicated. 08/2002 03320-1 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES E Control Joint: A groove cut or formed in the face of a single pour, producing a weaker plane more likely to crack; used in an attempt to control locations of normal shrinkage cracks. 1. Joint sealant is used to fill the groove. 2. Reinforcing steel is continuous, since the pour is monolithic. 1.04 SUBMITTALS A Submit under provisions of Section 01350 - Submittals. B Product Data: Information sufficient to indicate compliance with Contract Documents, including manufacturer's descriptive literature and specifications. C Shop Drawings: Indicate type, size and location of each joint in each structure, and installation details. D Samples: For extrusions, submit 6-inch lengths. For molded or fabricated items, submit whole items. Submit 6-inch beads for sealants and 6-inch square samples for coatings, on appropriate substrates. E Quality Control Submittals: Submit manufacturer's instructions and recommendations for storage, handling and installation including material safety data sheets, and, where specified, test reports certified by an independent testing laboratory or the manufacturer and manufacturer's certification that products furnished comply with Contract Documents. 1.05 QUALITY ASSURANCE A Waterstop Inspection: Notify the Engineer to schedule inspection at least 24 hours prior to work involving waterstop installation or fabrication of waterstop field joints. B Defects include but are not limited to the following: 1. Offsets at joints greater at any point than 1/16 inch or 15 percent of material thickness, whichever is less. 2. Exterior cracks at joints due to incomplete bond, which are deeper at any point than 1/16 inch or 15 percent of material thickness, whichever is less. 3. At any point any combination of offsets or exterior cracks resulting in a net reduction in the cross -sectional area of the waterstop greater than 1/16 inch or 15 percent of material thickness at any point, whichever is less. 4. Misalignment of joint resulting in misalignment of the waterstop in excess of 1/2 inch in 10 feet. 5. Porosity in the welded joint as evidenced by visual inspection. 6. Bubbles or inadequate bond which can be detected with a pen knife If, while probing the joint with the point of a pen knife, the knife breaks through the outer portion of the weld into a bubble, the joint is defective. 08/2002 03320-2 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES C Field Joint Samples: Prior to use of the waterstop material in the field, fabricate and submit for review a sample of a fabricated mitered cross and a tee constructed of each size or shape of material to be used. Fabricate samples so material and workmanship represent fittings to be furnished. Field samples of fabricated fittings (crosses, tees, etc.) will be selected at random by the Owner for testing by a laboratory at Owner's expense* they shall have a tensile strength across the joints equal to at least 600 psi when tested in accordance with ASTM D638. Contractor shall pay cost of failed tests and retesting required by failures. D Construction Joint Sealant: Prepare adhesion and cohesion test specimens, as specified, at intervals of 5 working days while sealants are being installed. E Sealant material shall show no signs of adhesive or cohesive failure when tested in accordance with the following procedure in laboratory and field tests: 1. Prepare sealant specimen between 2 concrete blocks (1 inch by 2 inches by 3 inches); spacing between the blocks shall be 1 inch. Use coated spacers (2 inches by 1-1/2 inches by 1/2 inch) to ensure sealant cross -sections of 1/2 inch by 2 inches with a width of 1 inch. 2. Cast and cure sealant according to manufacturer's recommendations except that curing period shall be not less than 24 hours. 3. Following cunng period, widen the gap between blocks to 1-1/2 mches. Use spacers to maintain this gap for 24 hours pnor to inspection for failure. F Sealant Installer: A competent waterproofing specialty contractor, approved by sealant manufacturer, having a record of successful performance in similar installations. Before beginning work, sealant manufacturer's representative shall instruct installer's crew in proper method of application. 1.06 WARRANTY A Provide a written warranty covering entire sealant installation against faulty and incompatible materials and workmanship, and agreeing to repair or replace defective work at no additional cost to the Owner, for a period of 5 years. 1.07 DELIVERY, STORAGE AND HANDLING A Deliver, store and handle materials in accordance with manufacturer's printed instructions. B Store waterstops to permit free circulation of air around waterstop material. 2.0 PRODUCTS 2.01 EPA POTABLE CLASSIFICATION A All joint materials shall be materials that reach acceptability for use in potable water systems no later than 30 days after installation, as classified by the Environmental Protection Agency. 08/2002 03320-3 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES 2.02 PVC WATERSTOPS A Extrude from virgin polyvinyl chloride elastomer. Use no reclaimed or scrap material. Submit waterstop manufacturer s current test reports and manufacturer's written certification that the material furnished meets or exceeds Corps of Engineers Specification CRD-0572 and other specified requirements. 2.03 B Flat Stnp and Center -Bulb Waterstops: As detailed, and as manufactured by. Kirkhill Rubber Co., Brea, California, Water Seals, Inc., Chicago, Illinois Progress Unlimited, Inc., New York, New York; Greenstreak Plastic Products Co., St Louis, Missouri; or equal acceptable to the Engineer, provided that at no place shall waterstop thickness be less than 3/8 inch. C Multi -Rib Waterstops: As detailed, and as manufactured by Water Seals, Inc., Chicago, Illinois; Progress Unlimited, Inc., New York, New York; Greenstreak Plastic Products Co., St. Louis, Missouri, or equal acceptable to the Engineer. Use prefabricated joint fittings at intersections of nbbed-type waterstops. Other Waterstops: When types of waterstops not listed above are indicated on the Drawings, they are subject to these specifications. Waterstop Properties: When tested in accordance with specified standards, waterstop material shall meet or exceed the following requirements: Physical Property, Sheet Material Tensile Strength — min (psi): Ultimate Elongation -min (percent): Low Temp Brittleness -max (degrees F): Stiffness in Flexure -min (psi) Accelerated Extraction (CRD-0572) Tensile Strength -min (psi): Ultimate Elongation -min (percent): Effect of Alkalies (CRD-0572) Change in Weight (percent): Change in Durometer, Shore A: Finished Waterstop - Tensile Strength -min (psi). Ultimate Elongation -min (percent): JOINT SEALANT A Value 1,750 350 -35 400 1500 300 +0.25/-0.10 +5 1400 280 ASTM Standard D638, Type IV D638, Type IV D746 D747 D638, Type IV D638, Type IV D2240 D638, Type IV D638, Type IV Material: Polyurethane polymer designed for bonding to concrete which is continuously submerged in water. Use no material with an unsatisfactory history of bond or durability when used in joints of liquid -retaining structures. 08/2002 03320-4 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES • B Sealant Properties at 73 degrees F, 50 percent relative humidity: 1. Work Life: 45 - 180 minutes 2. Time to Reach 20 Shore A Hardness (at 77 degrees F, 200 gr quantity): 24 hours, maximum 3. Ultimate Hardness (ASTM D2240): 20 - 45 Shore A 4. Tensile Strength (ASTM D412) 200 psi, minimum 5. Ultimate Elongation (ASTM D412): 400 percent, minimum 6. Tear Resistance (Die C ASTM D624): 75 pounds per inch of thickness, minimum 7. Color: Light Gray C Polyurethane Sealants for Waterstop Joints in Concrete: 1. Sealant: 2-part polyurethane; when cured, sealant shall meet or exceed ANSI/ASTM C920 or Federal Specification TT-S-0227 E(3) for 2-part material. 2. Vertical and overhead honzontal joints: Use only "non -sag" compounds meeting ANSI/ASTM C920, Class 25, Grade NS, or Federal Specification TT-S-0227 E(3), Type II, Class A. 3. Plane horizontal joints: Self -leveling compounds meeting ANSI/ASTM C920, Class 25, Grade P, or Federal Specification TT-S-0227 E(3), Type I. For joints subject to either pedestrian or vehicular traffic use a compound providing non - tracking characteristics and having a Shore A hardness range of 35 to 45 4. Primer: Use only compatible materials manufactured or recommended for the application by the sealant manufacturer, in accordance with the printed instructions and recommendations of the sealant manufacturer. D Acceptable Products: Polymeric Systems Inc. "PSI-270"; Pacific Polymers "Elastothane 227R" Sika Corporation "Sikaflex 2C", or equal acceptable to the Engineer. 2.04 MISCELLANEOUS MATERIALS A Bearing Pad: ASTM D2000 neoprene, Grade 2 or 3, Type BC, tensile strength 1450 psi, 60 durometer hardness, unless otherwise indicated. B Neoprene Sponge: ASTM D1056, Type 2C3-E1 closed -cell expanded neoprene. C Preformed Joint Filler: ASTM D1752 Type I non -extruding type, neoprene sponge or polyurethane of firm texture, except as otherwise specified Bituminous fiber type will not be permitted. D Control Joint Former: Continuous plastic insert strips with anchorage ribs located at the bottom and an enlarged upper portion that is readily removable without damage to the concrete, and is sized to form sealant groove. Size to extend to at least 1/4 slab depth. Backing Rod: Extruded closed -cell polyethylene foam rod, compatible with joint sealant materials used, with a tensile strength not less than 40 psi, and compression deflection approximately 25 percent at 8 psi. Size: 1/8-inch larger in diameter than joint width, except use one -inch diameter rod for 3/4-inch wide joints. 08/2002 03320-5 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES F Bond Breaker: "Super Bond Breaker" manufactured by Burke Company, San Mateo, California, "Select Cure CRB", manufactured by Select Products Co., Upland, California, or equal acceptable to the Engineer. Bond breaker shall contain a fugitive dye so areas of application will be readily distinguishable. G Slip Dowels: Smooth epoxy -coated bars conforming to ASTM A775. H PVC Tubing: ASTM D2241, Schedule SDR 13.5. 2.05 RESILIENT WATERSTOP A Resilient waterstop, where called for on the Drawings, shall be either a bentonite or adhesive type material. B Bentonite Waterstop: 1. Matenal: 75 percent bentonite, mixed with butyl rubber -hydrocarbon containing less than 1.0 percent volatile matter, and free of asbestos fibers or asphaltics. 2. Manufacturer's rated temperature ranges For application, 5 to 125 degrees F; in service, -40 to 212 degrees F. 3. Cross -sectional dimensions, unexpanded waterstop: One inch by 3/4 inch. 4. Provide with adhesive backing capable of producing excellent adhesion to concrete surfaces. C Adhesive Waterstop: 1. Adhesive waterstop shall be at least 2 inches in diameter and shall be Synko-Flex preformed plastic adhesive waterstop by Synko-Flex Products, Inc., or equal. The waterstop shall meet or exceed requirements of Federal Specification SS-S- 210A. 2. The adhesive waterstop shall be supplied wrapped completely by a two part protective paper. 3. The adhesive waterstop material shall have independent laboratory tests verifying that the material seals joints in concrete against leakage when subjected to a minimum of 30 psi water pressure for at least 72 hours 4. Primer, to be used on hardened concrete surfaces, shall be provided by the same manufacturer as the waterstop material. 3.0 EXECUTION 3.01 INSTALLATION A Embed waterstops in concrete across joints as shown. Waterstops shall be continuous for the extent of the joint, make splices necessary to provide such continuity in accordance with manufacturer's instructions. Support and protect waterstops during construction operations; repair or replace waterstops damaged during construction. 08/2002 03320-6 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES B Install waterstops in concrete on one side of joints, leaving other side exposed until the next pour. When a waterstop will remain exposed for 2 days or more, shade and protect the exposed waterstop from direct rays of the sun during the entire exposure and until the exposed portion of the waterstop is embedded in concrete. 3.02 SPLICES IN WATERSTOPS A Splice waterstops by heat -sealing adjacent waterstop sections in accordance with the manufacturer's printed instructions. 1. Do not damage material by heat sealing. 2. Splice tensile strength At least 60 percent of unspliced material tensile strength. 3. Maintain continuity of waterstop ribs and tubular center axis. B Butt end -to -end joints of 2 identical waterstop sections may be made in the forms during placement of waterstop material. Heat seal. C Prior to placement in formwork, prefabricate all waterstop joints involving more than 2 ends to be joined together, an angle cut, an alignment change, or the joining of 2 dissimilar waterstop sections allowing not less than 24-inch long stnps of waterstop matenal beyond the joint. Upon inspection and approval by the Engineer, install prefabricated waterstop joint assemblies in formwork, and butt -weld ends of the 24-inch strips to the straight -run portions of waterstop in the forms. D Where a centerbulb waterstop intersects and is Joined to a non-centerbulb waterstop, take care to seal the end of the centerbulb, using additional PVC material if needed. 3.03 JOINT CONSTRUCTION A Setting Waterstops: 1. Correctly position waterstops during installation. Support and anchor waterstops during progress of the work to ensure proper embedment in concrete. Locate symmetrical halves of waterstops equally between concrete pours at Joints, with center axis coincident with joint openings. Thoroughly work concrete in joint vicinity for maximum density and imperviousness. 2. Flat -strip waterstop Prevent folding over by concrete during placement. Unless otherwise shown, hold waterstops in place with wire ties on 12-inch centers passed through the waterstop edge and tied to reinforcing steel. a. Horizontal waterstops (with flat face in vertical plane): Hold in place by fastening upper waterstop edge to continuous supports. b. Horizontal waterstops (with flat face in horizontal plane): Work concrete under waterstops by hand to eliminate air and rock pockets 3. Place centerbulb waterstops in expansion joints centered on Joint filler material. 4. Where a waterstop in a vertical wall joint does not connect with any other waterstop and is not intended to be connected to a waterstop in a future concrete placement, terminate the waterstop 6 inches below the top of the wall. 08/2002 03320-7 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES B Joint Location: Unless specifically noted otherwise, provide construction joints at 25- foot maximum spacing for concrete construction. Where joints are shown spaced greater than 40 feet apart provide additional joints to maintain the 25-foot maximum spacing. Submit joint locations for review by the Engineer. C Joint Preparation: Prepare surfaces in accordance with Section 03310 - Structural Concrete. Unless otherwise indicated, bonding is required at horizontal concrete joints in walls Except on horizontal wall construction joints, wall -to -slab joints, or where otherwise shown or specified, at joints where waterstops are required, coat the joint face of the first pour with bond breaker as specified. D Replacement of Defective Field Joints: Replace waterstop field joints showing evidence of misalignment, offset, porosity, cracks, bubbles, inadequate bond or other defects with products and joints complying with Contract Documents. E • Construction Joint Sealant: 1. In water -bearing floor slabs and elsewhere where indicated, provide construction joints with tapered grooves filled with construction joint sealant Leave groove - forming material in place until time grooves are cleaned and filled with joint sealant. After removing groove forms, remove laitance and fins and sand -blast the grooves. Allow grooves to dry thoroughly, then blow out, immediately prime surfaces, place bond -breaker tape in bottom of groove and fill with construction joint sealant Use no sealant without a primer. Completely fill sealant grooves. Thoroughly clean areas designated to receive sealant, as specified for tapered grooves, prior to sealant application. 2. Mix and install primer and sealant in accordance with manufacturer's printed instructions and recommendations. Do not coat sides of sealant groove with bond breaker, curing compound or other substance which would interfere with proper sealant bond. Allow at least 7 days for sealant to achieve final cure before filling structure with water. 3. Thoroughly and uniformly mix 2-part catalyst -cured material. 4. Remove and replace improperly cured sealants after the manufacturer's recommended curing time; thoroughly sandblast the groove to remove all traces of uncured or partially -cured sealant and primer, then re -prime and re -seal with specified sealant. F Resilient Waterstop: 1. Install resilient waterstop in accordance with manufacturer's instructions and recommendations except as otherwise indicated and specified. 2. When requested by the Engineer, provide technical assistance by manufacturer's representative in the field at no additional cost to the Owner. 3. Use resilient waterstop only where complete confinement by concrete is provided do not use in expansion or contraction joints 4. Where resilient waterstop is used in combination with PVC waterstop, lap resilient waterstop over PVC waterstop a mimmum of 6 inches and place in contact with the PVC waterstop. Where crossing PVC at nght angles, melt PVC ribs to form a smooth joining surface. 08/2002 03320-8 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES 5. At the free top of walls without connecting slabs, stop the resilient waterstop and grooves (where used) 6 inches from the top in vertical wall joints. 6. Bentonite Waterstop• a. Locate bentonite waterstop as near as possible to the center of the joint and extend continuous around the entire joint. Minimum distance from edge of waterstop to face of member: 5 inches. b. Where thickness of the concrete member to be placed on the bentonite waterstop is less than 12 inches, place waterstop in grooves at least 3/4 inch deep and 1-1/4 inches wide formed or ground into the concrete. Minimum distance from edge of waterstop placed in groove to face of member: 2.5 inches. c. Do not place bentonite waterstop when waterstop material temperature is below 40 degrees F. Waterstop material may be warmed so that it remains above 40 degrees F during placement but means used to warm it shall in no way harm the material or its properties. Do not install waterstop where air temperature falls outside manufacturer s recommended range. d. Place bentonite waterstop only on smooth and uniform surfaces, grind concrete smooth if necessary to produce satisfactory substrate, or bond waterstop to irregular surfaces using an epoxy grout which completely fills voids and irregularities beneath the waterstop material. Prior to installation, wire brush the concrete surface to remove laitance and other substances that may interfere with bonding of epoxy. e. In addition to the adhesive backing provided with the waterstop, secure bentonite waterstop in place with concrete nails and washers at 12-inch maximum spacing 7. Adhesive Waterstop: a. Thoroughly clean the concrete surface on which the waterstop is to be placed with a wire brush and coat with primer. b. If the surface is too rough to allow the waterstop to form a complete contact, grind to form an adequately smooth surface. c. Install the waterstop with the top protective paper left in place. Overlap joints between strips a minimum of 1 inch and cover back over with the protective paper. d. Do not remove protective paper until just before final formwork completion. Concrete shall be placed immediately. The time that the waterstop material is uncovered prior to concrete placement shall be minimized and shall not exceed 24 hours. G Control Joints: 1. Where indicated, form in slabs by sawcutting, preformed plastic inserts or other means acceptable to the Engineer. Minimum insert or sawcut: 1/4 slab depth. 2. Perform sawcutting during the curing period as soon as possible after concrete has reached its final set, has attained sufficient strength to support sawcutting operations without damage, and while it remains fully saturated. 08/2002 03320-9 CITY OF PEARLAND JOINTS IN CONCRETE STRUCTURES 3. Leave the removable portion of plastic inserts in place and protect sawcuts against damage and intrusion of foreign material until the end of the curing period and until concrete has dned sufficiently to allow sealant installation. 4. Sealant Installation: Blow foreign material from formed or sawcut space. Insert a foam backer rod to form a sealant depth equal to the width of the space but not less than 3/8 inch. Install sealant as specified elsewhere in the Contract Documents. END OF SECTION 08/2002 03320-10 CITY OF PEARLAND STRUCTURAL GROUT 1.0 GENERAL Section 03600 STRUCTURAL GROUT 1.01 SECTION INCLUDES A Non -shrink grout used wherever grout is shown in the Documents, unless another type is specifically referenced. Two classes of non -shrink grout (Class I and II) and areas of application are specified. 1.02 UNIT PRICES A Include the cost for grout in the lump sum for each structure in which it will be used. No separate payment will be made for grout. B Measurement for extra grout (Class I and II) is on cubic foot basis. Payment includes associated work performed in accordance with related sections included in the Contract Documents. C Refer to Section 01200 - Measurement and Payment for unit price procedures. 1.03 SUBMITTALS A Conform to Section 01350 - Submittals. B Quality Control: 1. The Contractor shall submit manufacturer's literature certifying compliance with the specified properties for Class I and II grouts. 2. The Contractor shall submit manufacturer's literature containing instructions and recommendations on the mixing, handling, placement and appropriate uses for each type of grout used in the work. C The Contractor shall submit manufacturer's written warranty as specified. 1.04 QUALITY ASSURANCE A Field Tests: 1. Compression test specimens will be taken during construction from the first placement of each type of grout, and at intervals thereafter as selected by the Engineer to ensure continued compliance with these Specifications. The specimens will be made by the Engineer or its representative. 2. Compression tests and fabrication of specimens for non -shrank grout will be performed as specified in ASTM C109 at intervals during construction as selected by the Engineer. A set of three specimens will be made for testing at 7 days, 28 days, and each additional time period as appropriate. 08/2002 03600-1 CITY OF PEARLAND 3. 4. B STRUCTURAL GROUT Grout already placed which fails to meet the requirements of these Specifications is subject to removal and replacement no additional cost to the Owner. The cost of laboratory tests on grout will be borne by the Owner, but the Contractor shall assist the Engineer in obtaining specimens for testing. However, the Contractor shall be charged for the cost of any additional tests and investigation on work performed which does not meet the Specifications. The Contractor shall supply materials necessary for fabricating the test specimens. Warranty: 1. Provide 1-year warranty for work provided under this Section. 2. Manufacturer's warranty shall not contain a disclaimer limiting responsibility to only the purchase price of products or materials furnished. 3. Manufacturer shall warrant participation with Contractor in replacing or repairing grout found to be defective due to faulty materials, as determined by industry standard test methods. 2.0 PRODUCTS 2.01 APPLICATION A The following is a listing of typical applications and the corresponding type of grout which is to be used. Unless indicated otherwise, grouts shall be provided as listed below whether or not called for on the Drawings. Application: Type of Grout: Structural member base plates Storage tanks and other equipment Filling blockout spaces for embedded items such as railing posts, gate guide frames, etc. Under precast concrete elements Toppings and concrete fill less than 3 inches thick Toppings and concrete fill greater than 3 inches thick Any application not listed above, where grout is called for on the Drawings 2.02 PREPACKAGED GROUTS Non -shrink Class II Non -shrink Class I Non -Shrink Class II (Class I where placement time exceeds 15 minutes) Non -shrink Class I Concrete Topping per Section 03310 Concrete Fill per Section 03310 Non -shrink Class I, unless noted otherwise A Basic Requirements for Cementitious Non -Shrink Grout 1. Provide prepackaged non -shrink grout that is inorganic, flowable, non -gas - liberating, non-metallic, and cement -based, requinng only the addition of water. 08/2002 03600-2 CITY OF PEARLAND STRUCTURAL GROUT 2. Deliver grout in original packaging with manufacturer's instructions printed on each container. 3. Select the specific formulation for each class of non -shrink grout specified to conform to that recommended by the manufacturer for the particular application. 4. Compressive strength at 28 days: 7000 psi minimum. 5. Do not use a grout for which the non -shrink property is based on a chemically generated gas or gypsum expansion. B Class I Non -Shrink Grout: 1. Supply Class I Grout conforming to these specifications and to CRD-C621 and ASTM C1107 Grade C and B (as modified below) when tested using the amount of water needed to achieve the following properties a. Fluid consistency (20 to 30 seconds) per CRD-C611 at initial testing b. Fluid consistency (45 seconds) per CRD-C611 at 30 minutes after mixing. c. At temperatures of 45, 73.4, and 95 degrees F. 2. To satisfy non -shrink requirements, the length change from placement to time of final set shall not have a shnnkage greater than the amount of expansion measured after final set at 3 and 14 days. The expansion at 3 and 14 days shall not exceed the 28-day expansion. 3. Fluid grout shall pass through the flow cone, with a continuous flow, 1 hour after mixing. 4. Demonstrate in tests that grout maintains contact with the baseplate to provide an minimum effective beanng area of 95 percent of the gross contact area after final set. 5. The grout packaging shall list weight, maximum amount of mixing water to be used, maximum usable working time (pot life) at flowable consistency, and temperature restrictions for preparation and placement within which grout will meet specified requirements. C Class 11 Non -Shrink Grout: 1. Supply Class II Grout confirming to ASTM C1107 and the following requirements when tested using the amount of water needed to achieve the following properties: a. Flowable consistency: 140 percent flow on ASTM C230, five drops in 30 seconds. b. Fluid working time: 15 minutes, minimum. c. Flowable duration: 30 minutes, minimum. 2. When tested, the grout shall not bleed at maximum allowed water. 2.03 CURING MATERIALS A Curing materials: As specified in Section 03300 - Cast -In -Place Concrete and as recommended by the manufacturer of prepackaged grouts. 08/2002 03600-3 CITY OF PEARLAND STRUCTURAL GROUT 2.04 CONSISTENCY A Mix grouts to the consistency necessary to completely fill the space to be grouted. Dry pack consistency is such that the grout is plastic and moldable but will not flow. Where 'dry pack" is called for in the Contract Documents, it shall mean a grout of that consistency; the type of grout to be used shall be as specified herein for the particular application. 3.0 EXECUTION 3.01 PREPARATION A Verify that base concrete or masonry has attained design strength before grout is placed. B When cementitious grouts are used on concrete surfaces, saturate the concrete surface with water for 24 hours prior to placement of cement -based grout. Upon completion of saturation period remove excess water prior to grouting. 3.02 GROUTING PROCEDURES A Prepackaged Grouts: Perform mixing, surface preparation, handling, placing, consolidation, curing, and other means of execution for prepackaged grouts according to the written instructions of the manufacturer. Use prepackaged materials in the quantities and proportions as directed by the manufacturer unless there is certified test data verifying that the specified properties are attained by modified mix. 3.03 CONSOLIDATION A Place grout in such a manner, for the consistency necessary for each application, so as to assure that the space to be grouted is completely filled. END OF SECTION 08/2002 03600-4 CITY OF PEARLAND METAL FABRICATIONS Section 05500 METAL FABRICATIONS 1.0 GENERAL 1.01 SECTION INCLUDES A Bolts, anchors, nuts, sleeves, concrete anchors scheduled items, and other miscellaneous metal items not specifically included under other sections of these specifications. 1.02 UNIT PRICES • A No separate payment will be made for metal fabrications under this section. Include payment as part of the Work in appropriate sections. B No separate payment will be made for metal fabncations under this section Include payment in Lump Sum Payment with price breakdown included in the Schedule of Values. C Refer to Section 01200 - Measurement and Payment. 1.03 REFERENCES A ASTM A36 - Structural Steel. B ASTM A53 - Pipe, Steel, Black and Hot -Dipped, Zinc -Coated Welded and Seamless. C ASTM A123 - Zinc (Hot -Dip Galvanized) Coatings on Iron and Steel Products D ASTM A153 - Zinc Coating (Hot -Dip) on Iron and Steel Hardware. E ASTM A276 - Stainless and Heat -Resisting Steel Bars and Shapes. F ASTM A307 - Carbon Steel Bolts and Studs, 60,000 psi Tensile Strength. G ASTM A500 - Cold -Formed Welded and Seamless Carbon Steel Structural Tubing in Round and Shapes. H ASTM A501 - Hot -Formed Welded and Seamless Carbon Steel Structural Tubing. I ASTM F593 - Stainless Steel Bolts, Hex Cap Screws, and Studs. J ASTM F594 - Stainless Steel Nuts. K AWS A2.0 - Standard Welding Symbols. 08/2002 05500-1 CITY OF PEARLAND METAL FABRICATIONS L AWS D1.1 - Structural Welding Code. M SSPC - Steel Structures Painting Council. 1.04 SUBMITTALS A Submit under provisions of Section 01350 - Submittals. B Shop Drawings: Indicate profiles, sizes, connection attachments, reinforcing, anchorage, size and type of fasteners and accessories. Include erection drawings, elevations, and details where applicable. C Indicate welded connections using standard AWS A2 0 welding symbols. Indicate net weld lengths. D Submit manufacturers technical literature and test reports showing certified capacities for concrete anchors. 1.05 QUALIFICATIONS A Prepare Shop Drawings under direct supervision of a Professional Structural Engineer experienced in design of this work and licensed in the State of Texas. B Welders' Certificates: Submit under provisions of Section 01350 - Submittals, certifying welders employed on the Work, verifying AWS qualification within the previous 12 months. 1.06 FIELD MEASUREMENTS A Verify that field measurements are as indicated on Drawings. 2.0 PRODUCTS 2.01 MATERIALS A Steel Shapes and Plate: ASTM A36. B Stainless Steel Sections: ASTM A276, Type 316 for non -welded items and Type 316L for welded items. C Steel Tubing: ASTM A500 or A501, Grade B. D Pipe: ASTM A53, Grade B Schedule 40. E Bolts, Nuts, and Washers: ASTM A307 galvanized to ASTM A153 for galvanized components. F Stainless Steel Bolts and Nuts: Bolts per ASTM F593, Type 316; nuts per ASTM F594, Type 316; UNC coarse threads. 08/2002 05500-2 CITY OF PEARLAND METAL FABRICATIONS G Concrete Anchors: Concrete anchors are inserted into holes drilled in hardened concrete and shall be one of the following types. 1. Adhesive Anchors Concrete anchors which are submerged, in splash zones, in enclosed spaces over liquids, or anchoring vibrating equipment shall be epoxy adhesive anchors. Adhesive anchors may be used at all locations where concrete anchors are required Epoxy systems shall be Sika/FI System with Sikadur Injection Gel Epoxy, Master Builders Concresive Epoxy Cartridge Dispensing System and Concresive Paste LPL, or equal. Threaded rods shall be ASTM F593, Type 316 studs. Where adhesive anchors or connected metal, are exposed to direct sunlight, the anchors shall be certified to maintain at least 90 percent of their rated strength (tested at 73 degrees F) when tested at 160 degrees F. 2. Expansion Anchors: Where concrete anchors are indicated and adhesive anchors are not required, wedge type anchors made with ASTM A276, Type 316 Stainless Steel shall be used. Anchors shall be KWIK Bolt II By Hilti, Inc or approved equal. H Welding Materials: AWS D1.1, type required for materials being welded. 2.02 FABRICATION A Fit and shop assemble in largest practical sections, for delivery to site. B Fabricate items with joints tightly fitted and secured. C Grind exposed joints flush and smooth with adjacent finish surface. Make exposed joints butt tight, flush, and hairline. Ease exposed edges to small uniform radius. D Exposed Mechanical Fastenings. Flush countersunk screws or bolts; unobtrusively located; consistent with design of component, except where specifically noted otherwise. E Supply components required for anchorage of fabncations. Fabncate anchors and related components of same material and finish as fabrication, except where specifically noted otherwise. 2.03 FINISHES A Prepare surfaces to be primed in accordance with SSPC SP 2. B Do not prime surfaces in direct contact with concrete or where field welding is required. C Galvanize, after completion of welded fabrication, in accordance with ASTM A123, structural steel members. Provide minimum 1.25 oz/sq ft galvanized coating. 08/2002 05500-3 CITY OF PEARLAND METAL FABRICATIONS 3.0 EXECUTION 3.01 EXAMINATION A Verify that field conditions are acceptable and are ready to receive work. B Beginning of installation means erector accepts existing conditions. 3.02 PREPARATION A Clean and strip primed steel items to bare metal where site welding is required. B Supply items required to be cast into concrete or embedded in masonry with setting templates, to appropnate sections. C All stainless steel threads to be coated with an anti -seizing compound pnor to installing the nuts. 3.03 INSTALLATION A Install items plumb and level, accurately fitted, free from distortion or defects. B Allow for erection loads, and for sufficient temporary bracing to maintain true alignment until completion of erection and installation of permanent attachments. C Field weld components indicated on shop drawings. D Perform field welding in accordance with AWS D1.1. E Obtain Engineer approval prior to site cutting or making adjustments not scheduled. F After erection, prime welds, abrasions, and surfaces not shop primed except surfaces to be in contact with concrete. 3.04 ERECTION TOLERANCES A Maximum Variation From Plumb: 1/4 inch per story, non -cumulative. B Maximum Offset From True Alignment: 1/4 inch. 3.05 SCHEDULE END OF SECTION 08/2002 05500-4 SECTION 13624 ULTRASONIC LEVEL DETECTION EQUIPMENT PART1 GENERAL 1.01 SUMMARY A. Section Includes: 1. Level sensor. 2. Transmitter. 3. Interconnecting cable. 1.02 SYSTEM DESCRIPTION A. Design Requirements: 1. Comply with Schedule 1 to this section. 2. Level accuracy of system. +0.25% of full scale at any point in calibrated range. 1.03 SUBMITTALS A. Submit all products covered under this section for Engineer's approval. B. General: If Contractor provides equipment of named manufacturer(s) without deviations submittals are not required. If Contractor is proposing substitute to named manufacturer(s), submittals below are required. O&M date is required for named and substitute manufacturers. C. Shop Drawings: 1. Drawings showing installation of level sensor. D. Product Data: 1. Catalog cuts and manufacturers specification for each level sensor and monitoring unit 2. Standard wiring diagrams. 3. Interconnecting cable. E. Submit Operation and Maintenance (O&M) Data for Engineer's approval. 030619.010 Section 13624 Page 1 of 3 PART2 PRODUCTS 2.01 MANUFACTURERS A. Miltronics. 1. Enviro Ranger 2.02 LEVEL SENSOR A. Emit ultrasonic signal with time lapse between transmitted and received signal converted into usable voltage capable of driving totalizer, sample rate counter, and flow rate meter or liquid level indicator. DC voltage produced shall be proportional to distance from sensor to material being measured. B. Operating temperatures: -40°F to +150°F. C. Suitable for process media for this project. D. Noncontact design with no moving parts or mechanical linkages. E Explosion -proof certified by Factory Mutual Research for Class I, Division I, Groups C and D when sensor is located in hazardous area. F. Mounting shall be as shown on Drawings. Other methods of mounting may be considered if recommended by manufacturer. 2.03 TRANSMITTER UNIT A. Provide integral indicator for monitoring unit. B. Provide integral temperature compensation to maintain specified accuracy over temperature range for transmitter and sensor. C. Level Application* Linear, isolated 4-20 mAdc, signal for remote indication from each monitoring unit. D. Enclosure: NEMA 12 for interior applications, NEMA 4X for exterior application or wet locations with clear acrylic viewing window. Wall mount. E. Operating Temperature: Completed transmitter assembly shall be suitable to operate at -30°F to 110°F. F. Power: 120 vac, 60 Hz. 2.04 CABLE A. Provide sufficient length of manufacturers standard cable to connect level sensor to monitoring unit. 030619.010 Section 13624 Pane 7 of 2.05 TAGGING A. Provide identification tags and markers in accordance with Section 16195 Electrical Identification. PART3 EXECUTION 3.01 INSTALLATION A. Install in accordance with manufacturer's instructions and approved submittals, 3.02 FIELD QUALITY CONTROL A. Manufacturer's Field Services: 1. Supplier's or manufacturer's technician for equipment specified herein shall be present at job site or classroom designated by Owner for mandays indicated travel time excluded, for assistance during plant construction, plant startup, equipment calibration, and training of Owner's personnel for plant operation. Include minimum of: a. mandays for Installation Services. b. mandays for Instructional Services, 2. Supplier or manufacturer shall direct services to system and equipment operation, maintenance, and troubleshooting and system -related areas other than process design and philosophy. END OF SECTION 030619.010 Section 13624 Page 3 of 3 CITY OF PEARLAND CULLEN AND MILLER RANCH LIFT STATIONS Section 15030 CULLEN AND MILLER RANCH LIFT STATIONS PART1 GENERAL 1.01 SECTION INCLUDES A. Requirements for the Miller Ranch Lift Station. B. Requirements for the Cullen Lift Station. 1.02 UNIT PRICES A. Measurement and payment for the Miller Ranch Lift Station shall be on a lump sum basis and shall include all items within this specification section, all lift station items indicated on the drawings and all miscellaneous items not included in other sections required for a complete and working lift station. All electrical controls work will be paid separately. Measurement and payment for the Cullen Ranch Lift Station shall be on a lump sum basis and shall include all items within this specification section, all lift station items indicated on the drawings and all miscellaneous items not included m other sections required for a complete and working lift station. All electrical controls work will be paid separately. 1.03 SUBMITTALS A. Refer to referenced sections for additional submittal requirements. B. Pump curves shall be submitted for both proposed and ultimate condition. C. For all mechanical and electrical products, include manufacturer's descnptive literature, specification, and cut sheets in sufficient detail to allow for review for conformance to each paragraph of this specification. 1.04 PERFORMANCE REQUIREMENTS A. Miller Ranch Lift Station 1. Proposed Design Conditions: Provide pumps that can meet the proposed design conditions and can be upgraded by an impeller change to the ultimate conditions. a. Number of Pumps: 2 08/2002 15030-1 CITY OF PEARLAND CULLEN AND MILLER RANCH LIFT STATIONS b. Design Flow: 910 gpm +/- c. Design Head: 32 ft. +/- 2. Ultimate Design Conditions: The lift station shall not be required to meet ultimate design conditions at this time however the lift station shall have all components installed where the City can meet the ultimate conditions by changing the impellers in the proposed pumps and by adding the third pump without having to enter the wet well. a. Number of Pumps: 3 b. Design Flow: 1290 gpm (1.75 MGD) c. Design Head: 37 ft. d. Maximum Horsepower: 25 B. Cullen Lift Station: 1. Proposed Design Conditions a. Number of Pumps: 3 b. Design Flow: 700 gpm c. Design Head: 33 ft. d. Maximum Horsepower: 10 PART2 PRODUCTS 2.01 PUMPS A. Provide pumps in accordance with Section 15032 - Submersible Pumps. 2.02 ACCESS FRAME AND COVER A. Designed and installed to allow removal or installation of each pump unit to discharge connection in simple linear downward motion without interference. As designed by manufacturer. 08/2002 15030-2 CITY OF PEARLAND CULLEN AND MILLER RANCH LIFT STATIONS C. Covers: 1. Lift station: Aluminum, diamond patterned wet well entry door, aluminum or stainless steel hinges provided with lifting handle, safety latch to hold door in open position and locking hasp. 2. Valve Pit: Aluminum, diamond patterned valve pit entry door. 2.03 PUMP STATION PIPING A. Furnish pump station in accordance with Section 15053 — Pump Station Piping. B. Provide all piping on the drawing for eight proposed pumps. C. Underground piping to be furnished and paid for in accordance with Section 02533 — Sanitary Sewage Force Mains. 2.04 VALVES AND ACCESSORIES FOR PUMP STATIONS A. Furnish valves and accessories in accordance with Section 15101 — Valves and Accessories for Pump Stations. 2.05 HATCH SAFETY NET A. Provide an OSHA approved hatch safety net for each access door where handrails or guardrails are not provided. Hatch safety net shall include a rail mounted safety net system conforming to ANSI A10.11, designed for floor access hatches. The safety net system shall provide protection during the initial opening of the hatch and shall maintain protection after access has been gained. Hatch Net 120 manufactured by Safe Approach, Inc., or approved equal. 2. Operation: The safety net shall slide on guide rails to facilitate entry and then reposition to prevent fall through. 3. Rails: Provide minimum inch diameter, Schedule 40 aluminum pipe slide rails fabricated from aluminum alloy 6061-T6. 4. Corner Brackets: Provide corner brackets of cast aluminum with minimum ultimate tensile strength of 40 KSI. 5. Slide Rings and Corner Hooks: Provide pear-shaped slide nngs and eye corner hooks fabricated from Type 316 stainless steel. 08/2002 15030-3 CITY OF PEARLAND CULLEN AND MILLER RANCH LIFT STATIONS 6. Netting: The net shall be 3-1/2 inch reinforced diamond mesh made of Dupont's Dacron polyester fiber tested to withstand a 17,500 foot pound force. The net shall have a minimum breaking strength of 1,200 pounds The netting shall be treated for resistance to ultraviolet light abrasion, and moisture. The netting shall also be treated with a fire retardant. The fire retardant shall conform with the National Fire Protection Association Small Scale Test, Federal Test No. 191, Method No. 5903 1 Each net shall have a permanently attached label with the following information: a. Name of manufacturer. b. Identification of net material. c. Date of manufacturer. d. Date of prototype test. e. Name of testing agency. f. Senal number. 2.06 CONTROL PANELS A. General: 1. Control panels shall be furnished which can meet both proposed and ultimate conditions. 2. Each pump shall be protected by thermal switches embedded in the motor windings. In the event of an over temperature condition, the pumps shall shut down and remain inactive until the motor housing cools off. B. Control Panel — Mechanical: 1. Control panel shall be free standing acceptable for outdoor use. 2. Control Panel Enclosures: Provide closure manufactured in accordance with NEMA 250, and conforming to requirements of NEMA 4X, Type 316 stainless steel for outdoor service. All enclosures shall be Underwriters Laboratory, Inc. approved Refer to Section 16160 for details. Enclosure minimum depth is fl- inches. The door gasket shall be rubber composition with a retainer to assure a positive weatherproof seal. The door shall open a minimum of 180 degrees. 08/2002 15030-4 CITY OF PEARLAND CULLEN AND MILLER RANCH LIFT STATIONS 3. A pohshed aluminum dead front shall be mounted on a continuous aircraft type hinge and shall contain cutouts for mounted equipment and provide protection of personnel from live internal wiring. Cutouts for breaker handles shall be provided to allow operation of breaker without entering eh compartment. All control switches, indicator pilot lights, elapsed time meters, duplex receptacle and other operational devices shall be mounted on the external surface of the dead front. The dead front shall open a minimum of 150 degrees to allow access to equipment for maintenance A 3 " break shall be formed around the perimeter of dead front to provide rigidity. 4. Provide modular subpanel with the following equipment: a. One main circuit breaker. One 120 volt control system. c. One heavy duty control circuit breaker. d. Solid state pump alternator with test switches. e. One duplex receptacle with breaker. f. Lighting arrestor system. g. Phase monitor system. h. One high level and one low level alarm with test switches. i. Space heater with humidistat control. j. One manual transfer switch for portable generator. k. For each pump, provide the following: 1.) Heavy duty molded case motor circuit breakers. 2.) Across -line magnetic motor starters with thermal overloads. 3.) Heavy duty hand/off/automatic selector switches. 4.) Pump run indicator lights/pump fail lights. 5.) Run time meters. 1. Pedestal mount for control enclosures. 08/2002 15030-5 CITY OF PEARLAND CULLEN AND MILLER RANCH LIFT STATIONS m. Ultrasonic transducer fail light. n. Common alarm function with a top -of -panel mounted red strobe light. o. Provide control system for operating the pump from a level signal from an ultrasonic level transmitter (ULT) and initiating the high level alarm. The ultrasonic liquid level control system shall include pump controller, calibrator, transducer, instrumentation cable, ultrasonic transducer, transducer mounting bracket, and appurtenances as required for a complete and working system Level control system shall consist of the control logic and related components. The ultrasonic transducer shall have a sonic beam angle of 12 total degrees or less Transducer will operate on appropriate KHz to produce a 12 degree total beam angle. p. q• Provide a back-up float control system. Provide a motor winding thermal switch, control logic, cables, and related components for shutdown of pump should high temperature motor windings occur. r. Provide a seal failure unit to indicate water leakage into the seal chamber. s. Provide all conduit and wiring between control panel, motors, and all field devices in accordance with applicable sections of Division 16. C. SCADA System Furnish in accordance with Section 16902 — Supervising Control and Data Acquisition System. D. Provide a "RACO" Verbatim Autodialer. 2.07 COATINGS A. Submerged metals Color — Ivory. Surface Preparation: SSPC-SP-5 White Metal Blast. 1st Coat Amercoat 395 Epoxy; 5-6 mils. 2nd Coat: Amercoat 395 Epoxy; 5-6 mils. 3rd Coat: Amercoat 395 Epoxy; 5-6 mils. Minimum Finished Thickness: 15 mils. B Non Submerged Metals: Color — Brilliant Blue Surface Preparation: SSPC-SP-10 Near White Blast. 1st Coat: Dimetcote 21-5 Inorganic Zinc; 3 mils. 2nd Coat: Amercoat 385 Epoxy; 4 mils. 3rd Coat: Amershield Urethane; 3 mils. Minimum Finished Thickness: 10 mils. 08/2002 15030-6 CITY OF PEARLAND CULLEN AND MILLER RANCH LIFT STATIONS C. Interior Concrete Wet Wall Liner: Epoxy liner such as NeopoxyNPR-5300 or approved equal in accordance with Section 02427 — Corrosion Protection. 2.08 MISCELLANEOUS A. A final as -built drawing encapsulated in mylar shall be attached to the inside of the front door. A list of all legends shall be included. PART3 EXECUTION 3.01 INSTALLATION A. Install equipment m accordance with manufacturer's recommendation and as shown on drawings and specified. B. Provide operation and maintenance data. C. Field Test: In accordance with Section 15032 — Submersible Pumps. END OF SECTION 08/2002 15030-7 CITY OF PEARLAND SUBMERSIBLE PUMPS Section 15032 SUBMERSIBLE PUMPS 1.0 GENERAL 1.01 SCOPE This section provides for installing submersible pumps, electric motors, controls, and accessories. 1.02 QUALITY ASSURANCE Provide highest quality workmanship and materials throughout. Furnish equipment manufactured by a manufacturer with at least five years of expenence in the design and building of water and waste treatment equipment. 1.03 SUBMITTALS A Product Data. Submit six (6) copies of complete descnptive data of pumps and drivers, including, but not to be limited to the following pump curves, NPSH requirements, horsepower requirements, materials of construction for pump components and complete descnption of driver including horsepower, electrical characteristics, bearing life ratings and insulation ratings. B Shop Drawings. Submit in accordance with Section 01350. C Manufacturer's Report. The manufacturer shall review the systems design in all matters relative to the proper operation of his equipment, including piping, electncal, automatic controls, locations, and related items. With his shop drawings, the manufacturer must submit a letter to the Engineer stating that the design is satisfactory to the manufacturer and that his equipment will operate satisfactonly under the design conditions. Upon completion of installation and in addition to the operational letter, a service engineer employed by the manufacturer will provide the Owner with a wntten report of start-up set points and calibrations. Final settings will be reviewed. 1.04 NOISE AND VIBRATION Select equipment to operate with minimum of noise and vibration. If, in the opinion of the engineer objectionable noise or vibration is produced or transmitted to or through building structure by equipment, piping ducts, or other parts of work, rectify such conditions without change in the contract sum. 08/2002 15032-1 CITY OF PEARLAND SUBMERSIBLE PUMPS 2.0 PRODUCTS 2.01 SUBMERSIBLE PUMPS A Manufacturer. As indicated provide non -clog pumps as manufactured by Flygt, Gorman Rupp, KSB, or approved equal. Each pump shall be furnished with a sufficient length of 13-2-1 hypalon jacketed type SPC cable to extend from the pump to the junction box or control panel outside of the pump containment structure Each pump used in a submersible application shall be supplied with length as required of stainless steel chain of adequate strength to permit raising and lowering the pump. B Capacity and Efficiency 1. Head losses through the pump are not included in the total pumping heads and suction heads. Use pumping heads and other terms as defined in the Standards of the Hydraulic Institute. 2. Supply pumps having operating point at left of peak efficiency. Pumps with curves constantly nsing toward shut-off are preferred. Maximum and minimum impellers are not be used for initial conditions, except in special cases and then only with approval of the engineer. C Pump Charactenstics. The pumps shall meet all of the design and performance requirements as outlined on the table "Pump Characteristics" D Pump Design. The pump(s) shall be capable of handling raw unscreened sewage. The pump discharge piping shall include either a connection elbow permanently installed in the wet well along with the discharge piping or a threaded pipe connection on grinder units, 1.5 Hp and smaller. If a permanent elbow is used in a submersible application, the pump(s) shall be automatically connected to the discharge connection elbow when lowered in place, and shall be easily removed for inspection or service. Sealing of the pumping unit to the discharge connection elbow shall be accomplished by a simple linear downward motion of the pump. Using either type of connection system, there shall be no need for personnel to enter the pump well. A shdmg guide bracket shall be an integral part of the pump unit. The entire weight of the pumping unit shall be guided by no less than two stainless steel guide bars or rails. When using a permanent elbow the pump shall be laterally supported by the guide bars (rails) and pressed tightly against the discharge connection elbow, with metal -to -metal contact; sealing of the discharge interface by means of a diaphragm, 0-ring, or other devices will not be acceptable. No portion of the pump shall bear directly on the floor of the sump. The pump, with its appurtenances and cable, shall be capable of continuous submergence underwater without loss of watertight integrity to a depth of 65 feet. Submersible grinder pumps (where specified) may have the pump casing resting on the floor via mounting legs and may use an 0-ring sealing arrangement. Alternatively, when the pump is used in a dry pit (non -submersible) application a permanent mounting base is to be supplied by the manufacturer. This mounting base is 08/2002 15032-2 CITY OF PEARLAND SUBMERSIBLE PUMPS to be close -coupled to the pump suction port and be constructed of either gray cast or ductile iron with a standard flange coupling pattern on both connection ends. E Pump Construction. Major pump components shall be of gray cast iron, Class 30, with smooth surfaces devoid of blow holes and other irregularities. Where watertight sealing is required, 0- rings made of nitrile rubber shall be used. All exposed nuts and bolts shall be of stainless steel 304. All surfaces coming into contact with sewage, other than stainless steel, shall be protected by an approved sewage resistant coating. Cast iron impeller shall be coated with rilsan. Pump exterior shall be sprayed with PVC epoxy primer, with chloric rubber paint finish. All mating surfaces where watertight sealing is required shall be machined and fitted with mtnle rubber 0-rings. Fitting shall be such that sealing is accomplished by metal -to -metal contact between machined surfaces, resulting in controlled compression of nitrile rubber 0- rings without the requirement of a specific torque limit to affect this. No secondary sealing compounds, rectangular gaskets, elliptical "0'-rings, grease or other devices shall be used. F Cable Entry. The cable entry water seal design shall preclude specific torque requirements to insure a watertight and submersible seal. It shall be comprised of a single cylindrical elastomer grommet flanked by washers, all having a close tolerance fit against the cable outside diameter and the entry inside diameter and compressed by the entry body containing a strain relief function separate from the function of sealing the cable. The assembly shall bear against a shoulder in the pump top. The cable entry junction chamber and motor shall be separated by a stator lead sealing gland or terminal board which shall isolate the motor interior from foreign matenal gaining access through the pump top. Epoxies, silicones, or other secondary sealing systems shall not be considered acceptable. G Pump Motor. Pump motor shall be squirrel -cage, induction shell type design, housed in an air -filled, watertight chamber The stator winding and stator leads shall be insulated with moisture resistant Class F insulation which will resist a temperature of 155 deg. C (311 deg. F). The stator shall be dipped and baked three (3) times in Class F varnish. The motor shall be designed for continuous duty, capable of sustaining a minimum of ten (10) starts per hour. The rotor bars and short circuit rings shall be made of aluminum. At the design point, the temperature in the windings shall not exceed 167 deg. F. The junction chamber, containing the terminal board, shall be sealed from the motor by elastometer compression seal (0-ring). Connection between the motor by cable conductors and stator leads shall be made with threaded compressed type bindings posts permanently affixed to a terminal board and thus perfectly leak proof Each unit shall be provided with an adequately designed cooling system. Thermal sensors shall be used to monitor stator temperatures. The stator shall be equipped with three (3) thermal switches, embedded in the end coils of the stator winding (one switch in each stator phase). The pump motor cable installed shall be suitable for submersible pump application with P122-MESA approval and this shall be indicated by a code or legend permanently 15032-3 08/2002 CITY OF PEARLAND SUBMERSIBLE PUMPS embossed on the cable. Cable sizing shall conform to NEC specifications for pump motors. Securely affix in a conspicuous place on each pump and motor a standard stainless steel nameplate showing the senal number and name of the manufacturer. Also, show the capacity in gallons per mmute at rated rpm and head in feet, impeller diameter, horsepower, speed and electric current characteristics. Nameplates with distributing agents only are not acceptable. H Pump Shaft and Seals. The pump shaft shall be of stainless steel ANSI-431, a nickel bearing chromium steel designed for heat treatment to high mechanical properties with superior corrosion resistant characteristics. Each pump shall be provided with a mechanical rotating shaft seal system running in an oil reservoir having separate, constantly hydrodynamically lubricated lapped seal faces. The lower seal unit between the volute and motor chamber shall contain one stationary and one positively driven rotating tungsten carbide (optional sihcon carbide) ring. The upper seal unit between the motor chamber and the housing shall contain one stationary tungsten carbide nng (optional silicon carbide)and one positively driven rotating carbon ring Each interface shall be held in contact by its own spring system. The seal shall require neither maintenance nor adjustment, but shall be easily inspected and replaceable. Shaft seals without positively driven rotating members or conventional double mechanical seals with a common single or double spring acting between the upper and lower units, requiring a pressure differential to offset external pressure and effect sealing, shall not be considered acceptable nor equal to the dual independent seal system specified. Each pump (non -clog, only) shall be provided with an oil chamber for the shaft sealing system. The oil chamber shall house a pressure equalizer ring filled with air for oil pressure compensation. Seal lubrication shall require an oil chamber capacity no greater than 1.5 gallons (6 liters). The drain and inspection plug, with positive anti -leak seal, shall be easily accessible from the outside. I Impellers. 1. Non -clog: The impeller shall be of grey cast iron, Class 30, dynamically balanced double shrouded non -clogging design with a long thrulet without acute turns, capable of handling solids fibrous materials, heavy sludge and other matter found in normal sewage applications. The fit between the impeller and the shaft shall be a sliding fit with one key. The volute shall be of single piece design and shall have smooth fluid passages large enough at all points to pass any size solid which can pass through the impeller. A wear nng system shall be installed to provide efficient seating between the volute and impeller. The wear ring shall consist of a stationary nng made of nitrile rubber molded with a steel ring insert which is dnve fitted to the volute 08/2002 15032-4 CITY OF PEARLAND SUBMERSIBLE PUMPS inlet and a rotating stainless steel ANSI 304 ring which is drive -fitted to the impeller eye. J Electrical Controls. Are to be provided as part of the process control with all connections, wiring and circuitry. K Liquid Level Sensors. Furnish and install the liquid level sensing system as indicated on the drawings or specified in process control: 2.02 PROCESS CONTROL Provide a control panel complete with all mounting hardware, wiring, conduit, and components as shown on the drawings and/or indicated below. Related component and electrical specifications are found in Division 16 and/or indicated below. A Control Panel: Provide a NEMA 4x stainless steel free standing enclosure with a minimum 3 inch mounting legs on panel having a maximum size of 24 inches by 36 inches, or as indicated on the drawings. The panel shall be affixed to umstrut vertical mounting supports, and shall have a minimum 36 inch mounting height. Controls: Provide all required relays, circuit breakers, motor starters, phase and surge protection, alarm horn and light for a complete and operating system. C Liquid Level Controls: See plans. 3.0 EXECUTION 3.01 SERVICE A A factory representative, as an advisor, shall be provided during the initial installation work; for the inspection and checkout of the erected equipment; and during instruction for initial operation. These services are to be for two (2) periods not exceeding five (5) days each. B Furnish the Owner with a written report from a service engineer employed by the manufacturer denoting start -points and calibrations. Obtain engineer's approval of final settings. C Arrange for manufacturer to have service personnel on 24- hour call. 3.02 WARRANTY The manufacturer shall warrant the units being supplied to the Owner against defects in workmanship and material for a period of one (1) year from the date of final project acceptance, under normal use, operation and service. The warranty shall be in printed form and apply to all similar units. (Contractor's responsibility shall end after the one year warranty period he is required to provide). 08/2002 15032-5 CITY OF PEARLAND SUBMERSIBLE PUMPS Each manufacturer shall review the systems design in all matters relative to the proper operation of his equipment, including piping, electncal, automatic controls, locations, and related items. With his shop drawings the manufacturer must submit a letter to the engineer stating that the design is satisfactory to the manufacturer and that his equipment will operate satisfactorily under the design conditions. Further, the manufacturer must review the final installation at site and write a second letter stating that the installation is satisfactory to the manufacturer and that his equipment will operate satisfactorily under the installed conditions. 3.03 PUMP TEST The pump manufacturer shall perform the following inspections and tests on each pump before shipment form factory 1. Impeller, motor rating and electrical connections shall first be checked for compliance to the customer's purchase order. 2. A motor and cable insulation test for moisture content or insulation defects shall be made. 3. Pnor to submergence, the pump shall be run dry to establish correct rotation and mechanical integrity. 4. The. pump shall be run for 30 minutes submerged, a minimum of six (6) feet under water. 5. After operational test No. 4, the insulation test (No. 2) is to be performed again. A written report stating the foregoing steps have been done shall be supplied with each pump at the time of shipment. The pump cable end will then be fitted with a shrink fit rubber boot to protect it from moisture or water seepage pnor to electrical installation. 4.0 PAYMENT No separate payment will be made for work performed under this section. Include the cost of such work in the bid form and specified in other sections of this work. END OF SECTION 08/2002 15032-6 CITY OF PEARLAND PUMP STATION PIPING Section 15053 PUMP STATION PIPING 1.0 GENERAL 1.01 SECTION INCLUDES A Piping for pump station wet well and valve vault, as shown on the Drawings. 1.02 REFERENCES A ANSI A21 10, AWWA C110 - Ductile Iron Fittings 3 in. through 48 in., for water and other liquid. B C D E F G H I J K ANSI B36 - Stainless Steel Pipe. AWWA C 151- Ductile Iron Pipe, centrifugally cast in metal molds or sand -lined molds for water or other liquids. ANSI A21 15, AWWA C115 - Flanged Ductile Iron Pipe with Threaded Flanges. ANSI B16.1 Ductile Iron Pipe Flanges and Flanged Fittings. AWWA C111, ANSI A21 11 - Rubber Gasket Joints. AWWA C600 - Hydrostatic Testing. AWWA C606 - Grooved and Shouldered Joints. ANSI B 1.1 Screw Threads. ASTM A193 - Alloy -Steel and Service. ASTM A194 - Carbon and High -Temperature Service. 1.03 SUBMITTALS Stainless Steel Bolting Materials for High -Temperature Alloy -Steel Nuts for Bolts for High -Pressure and A Submit detailed drawings on pipe, joints, gaskets, fittings, flange coupling adapters, and appurtenances. B Submit shop drawings indicating dimensions, layout of piping, elevations, intersections, connections, support system, etc. C Submit manufacturer's Certification of Compliance with ANSI, AWWA and other Standards listed herein. 08/2002 15053-1 CITY OF PEARLAND PUMP STATION PIPING D Submit description of proposed testing methods, procedures and apparatus and test reports for each system 1.04 QUALITY ASSURANCE A Manufacturer's Quahfications 1. Piping and appurtenances provided under this Section shall be the standard product in regular production by manufacturers whose products have proven reliable in similar service for at least 5 years. 2. Insofar as possible all piping and appurtenances of the same specific type shall be the product of one 1 manufacturer. 1.05 DELIVERY, STORAGE AND HANDLING A Have products delivered, stored and protected under provisions of Section 01600 - Material and Equipment. 2.0 PRODUCTS 2.01 MATERIALS A Ductile Iron Pipe: AWWA C151, Class 53 minimum 1. Fittings: AWWA C110 2. Joints. Smooth faced ductile iron flanges, AWWA C115 drilled for NASI BIG.1, Class 125 dimension, with threaded flanges and 1/8' thick rubber gaskets. 3. Bolts, studs and nuts: ASTM A-316 stainless steel. 4. Flanges: Same material as pipe and screwed onto the pipe in accordance with ANSI B16.1. Use screwed -on flanges attached to the pipe by the pipe manufacturer or pipe manufacturer's authorized fabricator. 5. After flange attachment, have flange and pipe re -faced so that the end of the pipe is even with the face of the flange and both are perpendicular to the axis of the pipe. 6. All flanged joints shall be hydrostatically tested after fabrication to a pressure rating of 300 psi minimum. All flanged joints shall be marked (Tested at 300 psi) and notarized certification papers supplied to the purchaser. 7. Align bolt holes on both flanges at the end of each piece of pipe. 8. Where cap screws or stud bolts are required, incorporate tapped holes for such cap screws or stud bolts in the flanges. 9. Interior Lining: Use one of the following interior lining systems. a. Nominal 40 mils (35 mils minimum) virgin polyethylene complying with ASTM D1248, heat fused to interior of pipe. b. Nominal 40 mils (35 mils minimum) polyurethane, such as Corro-pipe II by Madison Chemicals, or Polythane by U.S. Pipe. c. Approved equal. 08/2002 15053-2 CITY OF PEARLAND PUMP STATION PIPING 10. Exterior Coating: Coat pipe in accordance with Section 02634 - Ductile Iron Pipe. All piping in wet well to be sand blasted and painted according to this Paint Schedule. Color: Light Buff (Ivory) All piping in valve pit (iso. Valves check valves, etc.) to be painted according to the Paint Schedule. Color: Bnlliant Blue Submerged Metals Surface Preparation: SSPC-SP-5 White Metal Blast lst Coat Amercoat 395 Epoxy*; 5-6 mils. 2nd Coat: Amercoat 395 Epoxy*; 5-6 mils. 3rd Coat: Amercoat 395 Epoxy*; 5-6 mils Non Submerged Metals Surface Preparation: SSPC-SP-10 Near White Blast lst Coat Dimetcote 21-5 Inorganic Zinc; 3 mils.* 2nd Coat: Amercoat 385 Epoxy; 4 mils.* 3rd Coat: Amershield Urethane; 3 mils.* Min. DFT 10 mils This also applies to concrete walls in valve pit to be blated and painted according to paint schedule. Color: Light Buff (Ivory) Interior Concrete Wet Well Liner Surface Preparation SSPC-SP- 7 Sweep Blast* lst Coat Polyurea FE-100 100% Solids Epoxy**; 30 mils. 2nd Coat Polyurea FE-100 100% Solids Epoxy**; 35 mils. Min. DFT 65 mils. * or approved equal ** Polyurea FE-100 was formerly Thane -Coat FE-100. 11 Performance: Use pipes and fittings designed for an internal working pressure range of -10 to +150 psi. B Wall Piper Ductile iron flanged with water stop collar. 1. Ductile iron water stop collar to be welded on the wall pipe prior to installation of the interior lining. 2. Interior Lining: As specified for pipe in paragraph 2.01A.9. 3. Bolts, studs and nuts: Type 316 stainless steel. C Flanged Coupling Adapter: 1. Type* Ductile iron; Romac Industnes, Style FCA501, Dresser Style 128, or approved equal. 2. Interior Lining As specified for pipe in paragraph 2.01 A.9, or heat -fused epoxy coating complying with AWWA C213. 3. Bolts, studs and nuts: Type 316 stainless steel. D Grooved Couplings: Grooved couplings conforming to AWWA C606 maybe used for exposed piping outside of the wet well. 1. Manufacturers: Gustin-Bacon, Victualic Style 31 (flexible or rigid). 2. Bolts and Nuts: Type 316 Stainless Steel. 08/2002 15053-3 CITY OF PEARLAND PUMP STATION PIPING 3. Gaskets: Flush seal type, compatible with the fluid, according to the manufacturer s recommendations. 4. Pipe Wall Thickness: Wall thickness of grooved piping shall conform to the coupling manufacturer's recommendations to suit the highest expected pressure. 5. Equipment Connections Equipment connections shall be rigid -type grooved couplings unless thrust restraint is provided by other means. 6. Require the manufacturer to verify correct choice and installation of couplings, gaskets, and workmanship to assure correct installation. E Air Release Piping: Schedule 40, ANSI B36 stainless steel with ANSI B 1.20.1 threaded Joints. 3.0 EXECUTION 3.01 INSTALLATION A Check dimensions shown on the Drawings prior to installation of Work. Notify the City Engineer promptly of any conflicts or errors. B Run pipe lines straight and true in alignment, grade and location as shown on the Drawings. C Install piping through walls and floors as shown on the Drawings. 3.02 PIPE IDENTIFICATION LABELS A Label piping as follows: 1. Identify all piping with plastic sleeve snap -on markers equivalent to Seton Name Plate "Setmark" or approved equal with 3/4-inch letters on pipe sizes to 4-inch and 2-inch letters on pipe sizes 5-inches and larger, or approved equal. 2. Locate at each valve each branch take -off, and at each side of floor or wall through which pipe passes. 3. Not more than one label is required every 12 feet if adjacent label is visible. 4. Place labels on all lines. 3.03 TESTING A Flush pipes clean. Tighten connections to stop any visible leaks. B Test piping in accordance with Section 4-Hydrostatic Testing, AWWA C600. C Test piping to a pressure of 150 percent of the maximum possible discharge pressure of the pumps. END OF SECTION 08/2002 15053-4 CITY OF PEARLAND VALVES AND ACCESSORIES FOR PUMP STATION Section 15101 VALVES AND ACCESSORIES FOR PUMP STATION 1.0 GENERAL 1.01 SECTION INCLUDES A Valves and accessories for exposed, submerged and other types of piping for pump station. 1.02 REFERENCES A ANSI B16.1 - Cast Iron Pipe Flanges and Flanged Fittings. B AWWA C509 - Resilient Seated Gate Valves. C AWWA C508 - Check Valves. D AWWA C500 - Gate Valves. E ASTM A126 - Gray Iron Castings for Valves, Flanges, and Pipe Fittings. F ASTM A395 - Ductile Iron Castings. G ASTM A48 Gray Iron Castings. H ASTM A193 - Alloy -Steel and Stainless Steel Bolting Materials for High Temperature Service. I ASTM A194 - Carbon and Alloy Steel Nuts for Bolts for High Pressure and High Temperature Service. 1.03 QUALITY ASSURANCE A Manufacturer's Qualifications 1. Valves and appurtenances provided under this Section shall be the standard product in regular production by manufacturers whose products have proven reliable in similar service for at least 5 years. 2. Insofar as possible all valves of the same specific type shall be the product of one manufacturer. 1.04 SUBMITTALS A Submit shop drawings and product data under provisions of Sections 01350 - Submittals. 08/2002 15101-1 CITY OF PEARLAND VALVES AND ACCESSORIES FOR PUMP STATION B Shop Drawings l . Submit for review detailed drawings, data and descriptive literature on valves and appurtenances, including: a Dimensions. b. Size. c. Materials of construction. d. Weight. e. Protective coating. f. Actuator weight, where applicable. g. Calculations for actuator torque, where applicable. h. Wiring diagram, where applicable. 2. Submit manufacturer's valve sizing calculations for verification of sizing for air release valves, air and vacuum valves, and surge relief valves. C Manufacturer's Certifications 1. Submit manufacturer's certificates of compliance with ANSI, AWWA and other listed standards. 1.05 • OPERATION AND MAINTENANCE DATA A Submit operation and maintenance data under provisions of Section 01350 - Submittals. B Submit a detailed operation and maintenance manual for valves and appurtenances provided under this Section. 1.06 DELIVERY, STORAGE AND HANDLING A Have products delivered, stored and protected under provisions of Section 01600 Matenal and Equipment. B Store valves and appurtenances off the ground in enclosed shelter. 2.0 PRODUCTS 2.01 BASIC REQUIREMENTS A Mark and identify valves in conformance with standards, these Specifications or to the manufacturer's standard. B Bolts, studs and nuts to be Type 316 stainless steel. C End connections of valves shall be flanged and drilled to ANSI Class 125 unless otherwise specified. D For handwheel operators on valves 4-inches or larger where located more than 5 feet above the operating floor, provide chain and chamwheel or extension operators. Use chainwheels fabncated of malleable cast iron with chain guides. Provide stainless steel chains of a length to extend to within 5 feet of the operating floor. 08/2002 15101-2 CITY OF PEARLAND VALVES AND ACCESSORIES FOR PUMP STATION 2.02 CHECK VALVES A Swing check valves 4-inches through 14-inches having a system pressure 30 psi or less, shall be air cushioned with side mount lever and weight. The valve shaft shall extend through both sides of the body with minimum shaft diameters equal to APCO Series 6000. The cushion shall be totally enclosed, swivel mounted at the bottom and equipped with a micrometer air control valve and air breather filters. Valves shall be similar to APCO Series 6000, or approved equal. B Swing check valves 10-inches through 14-inches having a system pressure greater than 30 psi shall be cushioned with side mount lever and weight. Valves shall be similar to APCO Senes 6100, or approved equal. C Swing check valves 16-inches and larger regardless of system operating pressure shall be cushioned with side mount lever and weight. Valves shall be similar to APCO Series 6100, or approved equal. Check valves of special design utilizing controlled closing of the disc, such as APCO Series 6000B (Bottom -Buffer) and Golden Anderson Fig. #25-DXH or approved equal shall be used when specifically indicated on the Drawings. These valves are special valves used to control the surge pressure in the force main upon multiple pump shutdown during a power failure. Other surge control check valves utilizing ball or cone valve and power cylinder operator may also be used as approved by the City Engineer. E All check valves shall have 300 series stainless steel hinge shafts, stainless steel body seats and stainless steel resilient seat retainer rings. 2.03 GATE VALVES A Gate valves 4 inches through 14 inches: Solid wedge type, with resilient nitrile rubber (Buna- N) tapered seat. Provide valves complying with AWWA C-509. Acceptable manufacturers include Mueller, M&H, AVK, or approved equal. B Gate valves 16 inches and larger: Solid wedge type with bronze to bronze seating surface. Provide valves complying with the AWWA C-500. Acceptable manufacturers include Mueller, M&H, AVK, or approved equal. C Supply gate valves rated as 200 psi water working pressure with 400 psi hydrostatic test for structural soundness for 2 inches through 12 inches and 150 psi water working pressure with 300 psi hydrostatic test for structural soundness for sizes 14 inches through 30 inches. D Stems OS&Y rising type manganese bronze having a minimum tensile strength of 60,000 psi, a minimum yield strength of 20,000 psi for valve sizes through 24 inches, and a minimum tensile strength of 80,000 psi, a minimum yield strength of 32,000 psi for valve sizes 30 inches and larger. All valves must open counter -clockwise. 08/2002 15101-3 CITY OF PEARLAND VALVES AND ACCESSORIES FOR PUMP STATION Valve Bodies: Cast iron conforming to ASTM A126 or ASTM A395. Fabricate internal trim parts of 300 series stainless steel. 2.04 ECCENTRIC PLUG VALVES A Eccentric plug valves shall open counter -clockwise and be the non -lubricated eccentric type with cast iron bodies, resilient -faced plugs or replaceable resilient seats in the bodies. B Operators: All valves for 4-inch and larger service shall have worm gear operators, nickel or stainless steel seats, and ANSI 125 psi flanged ends Operators shall clearly indicate valve position. Operators on valves in submerged or buried service shall be lubricated and sealed to prevent entry of dirt and water into the operator. C Relisient facing shall be suitable for the intended service. D All shaft bearings shall be of stainless steel, furnished with permanently -lubricated bearing surfaces. E Valves up to and including 20 inches in size shall have an unobstructed port area of no less than 80 percent of the full pipe area, and not less than 70 percent for larger valves. F Eccentric plug valves shall be manufactured by Clow, De Zurik, Keystone, Val-Matic, or Victualic. 2.05 SEWAGE AIR RELEASE AND SEWAGE AIR AND VACUUM VALVES A Air Release and Air and Vacuum Valves: Provide when shown on Drawings. B Sewage Air Release Valve Design: Single float, single orifice, float operated with a compound lever mechanism to automatically release accumulated air and gases while the system is pressurized and operating. C Sewage Air and Vacuum Valve Design: Two float where the top float shuts off against the seat due to the hfting force of the bottom float as hquid enters the valve body. Once closed and pressurized the air and vacuum valve will not open to release air. D Fabricate valve body, cover and baffles of cast iron. Fabncate internal metal parts of stainless steel. Make valve seat of Buna-N nitrile rubber. E Fit valve with blow off valves, quick disconnect couplings and minimum 6-feet of hose to permit back flushing after installation with dismantling valve. F Provide air release valves equal to Series 400/450 SARV by APCO or Figure 925 by G.A. Industries. G Provide air and vacuum valves equal to Series 400 SARV by APCO. Figure 935 as manufactured by GA Industries, or Val-Matic. 08/2002 15101-4 CITY OF PEARLAND VALVES AND ACCESSORIES FOR PUMP STATION 2.06 SURGE RELIEF VALVES A Surge Relief Valves: Provide when shown on Drawings. B Operation: Surge relief valves shall protect piping systems from surges by opening quickly at a set pressure and throttling the flow to maintain line pressure at no more than 5 to 10 percent above the pressure setting indicated. Provide relief pressure adjustment by changing the tension on a spring holding the valve disc on its seat. C Valve Closing Control: By oil dashpots. Oil shall be drawn into the dashpot from a reservoir when the valve opens and return through a flow control valve when the relief valve closes. D Valve Construction: Fabricate valve bodies of cast iron with 300 series stainless steel seat rings. Provide seats that are renewable and resilient. Fabricate hinge shafts of stainless steel and the oil system of bronze. Unless otherwise indicated make the pressure setting 5 percent above normal line pressure. E Provide surge relief valves that are 90-degree elbow body configuration. Acceptable manufacturers include APCO series 3000, GA Industries 625-D, or approved equal. 3.0 EXECUTION 3.01 INSTALLATION A Install valves and specialties in accordance with manufacturer's written instructions to permit intended performance. B Support and anchor valves and gates in accordance with the Drawings. C Eccentric plug valves shall be installed according to the following: 1. Position the valves with the stem in the honzontal direction. 2. In horizontal pipelines, position the vales so that the plug swings upward when opening to permit flushing of solids. 3. Orient the vales to prevent the valve bodies from filling up with solids when closed; however, orient the valves such that the pressure differential forces the plug against the seat in cases where the pressure differential across a closed valve will exceed 25 psi. 3.02 PAINTING A Paint valves and specialties in accordance with applicable AWWA standards and with the Drawings. 08/2002 15101-5 CITY OF PEARLAND VALVES AND ACCESSORIES FOR PUMP STATION 3.03 TESTING A Test valves using a hydrostatic pressure test in accordance with AWWA C-600. B Test valves and specialties in place. Correct defects in valves, specialties or connections. END OF SECTION 08/2002 15101-6 SECTION 16010 BASIC ELECTRICAL REQUIREMENTS PART1 GENERAL Except as modified in this section, General Conditions, Supplementary Conditions, applicable provisions of Division 1, General Requirements, and other provisions and requirements of the contract documents apply to work of Section 16, Electrical. 1.01 WORK INCLUDED A. Labor, materials and equipment required for the installation of complete and functioning electrical systems as specified and shown on the Drawings B. Intent. The intention of the drawings and specifications is to establish the types of systems and functions, but not to set forth each item essential to the functioning of the system. In case of doubt as to the work intended or if amplification or clarification is needed, request instruction from the Engineer. C. Principal Systems. The work includes, but is not limited to, the following principal systems and equipment: 1. Make all arrangements with the resident power and supply company for providing permanent electrical service and metering facilities and coordination of work to include all their requirements 2. 480/277 volt distribution 3. 120/240 volt distribution 4. Motor Control Centers, complete with automatic controls. 5. Motor Control Panels, complete with automatic controls. 6. Lighting fixtures and lamps. 7 Receptacles 8. Grounding System 9. All other electrical work and materials to provide for a complete and working installation. 1.02 MEASUREMENT AND PAYMENT A. No separate payment for work performed under this section. Include cost of same in lump sum bid price. 030619.010 Section 16010 Page 1 of 7 1.03 CONTRACT DRAWINGS A. Intent. The electrical drawings are generally diagrammatic and indicate only the general character and approximate location and extent of the work. Install all work complete including minor details necessary to perform the function indicated. B. Discrepancies. Review all pertinent drawings and adjust the work to conditions shown thereon Where discrepancies occur between drawings specifications, and actual field conditions, immediately notify engineer for his interpretation. C. Outlet and Equipment Locations Coordinate the actual locations of electrical equipment lighting, outlets, conduit and other wiring devices with building features mechanical, site and other drawings. Review with the engineer any desired changes in location Relocation, before installation, of up to 3 feet from the position indicated may be directed without additional cost Remove and relocate outlets placed in an unsuitable location, when so requested by the engineer Coordinate location of light fixtures with ceiling construction. 1.04 CODES, STANDARDS AND PERMITS A. Codes and Standards All work materials and equipment shall comply with latest rules, regulations, and standards of the following: 1. National Electrical Code (NEC) 2. National Electrical Safety Code (NESC) 3. Local, State, and Federal Codes 4. Occupational Safety and Health Administration (OSHA) 5. Underwriter's Laboratories (UL) 6. American National Standards Institute (ANSI) 7. Institute of Electrical and Electronic Engineers (IEEE) 8. National Electrical Manufacturers Association (NEMA) 9. National Fire Protection Association (NFPA) B. Discrepancies. The drawings and specifications are intended to comply with all the aforementioned codes, regulations, and standards. Where discrepancies occur, immediately notify engineer in writing of these discrepancies and ask for an interpretation Should materials or workmanship that do not comply with applicable codes, regulations, or standards be installed, the contractor will be responsible for correcting the improper installation. Permits. Obtain Certificates of Inspection and all other permits as required as part of the work. 030619.010 Section 16010 Page 2 of 7 1.05 CONTRACTOR QUALIFICATIONS A. An acceptable contractor for the electrical work must be licensed and have the personal experience training, skill, and organization to provide a practical working system. 1.06 SUBMITTAL DATA AND SHOP DRAWINGS A. Product List Prior to submission of shop drawings and within 30 days after contract award, deliver a complete list of all proposed materials and equipment to the engineer for review including catalog cut sheets and other descnptive literature B. Data Required. Submit shop drawings as specified in Division 1, General Requirements. Submittal data and shop drawings must show published ratings or capacity data, detailed equipment drawing for fabricated items panel diagrams installation instructions and other pertinent data. Where literature is submitted covering a group or series of similar items the applicable item must be clearly indicated. C. Form of Submittal. Make submittal for review before orders are released for manufacture Submit data and drawings at one time in an indexed binder. Show any revisions to equipment .layouts required by use of selected equipment. Reference specification paragraphs or drawings for all data submitted. D. Engineer's Review. The list of materials and equipment, shop drawings, catalog sheets, diagrams and similar descriptive items requiring submittal shall be reviewed by the engineer for general conformance with design concept. No product shall be furnished until the submittal data has been stamped ' No Exception' by the Engineer. E Items Required. Submittal data and shop drawings are required for, but not limited to, the following items. 1. Fusible and non -fusible disconnect switches. 2. Boxes or manholes 3. Magnetic motor starters and contactors 4. Manual or solid state motor starters 5. Motor control centers and panels 6. Switchboards 7. Raceways and Busway 8. Automatic controls and pilot devices 9. Wire 10. Wiring Devices 11. Transformers 030619.010 Section 16010 Page 3 of 7 12. Thermal magnetic, magnetic only, solid state circuit breakers. 13. Conduit 14. Fuses, cutouts and arresters 15. Lighting and panel distribution panel boards 16. Lighting poles, fixtures, including ballasts 17. Remote control switches F Manufacturer's Certification. Each manufacturer shall review the systems design in all matters relative to the proper operation of his equipment, including piping, electrical automatic controls locations and related items With his shop drawings, the manufacturer must submit a letter to the engineer stating that the design is satisfactory to the design conditions. Further, the manufacturer must review the final installation at site and write a second letter stating that the installation is satisfactory to the manufac- turer and that his equipment will operate satisfactorily under the installed conditions. The certification shall be furnished for the following systems: Automatic Controls 2. Motor Control Center and Motor Control Panels PART 2 PRODUCTS 2.01 ACCEPTABLE MANUFACTURERS A. When a product is specified by manufacturer's name, this shall be the basis of the contract, without substitution or exception, except as indicated below. Other products are specified by manufactures name, model number and/or trade name, or by reference standards. When specified by a reference standard, the contractor may select the product of any listed manufacturer meeting that standard. Quality. All products provided under this division shall be new and the standard products of manufacturers regularly engaged in production of such material, equipment and/or apparatus and shall be manufacturer's latest standard design. C. NEC. All products used shall conform to the National Electrical Code as applicable. D. UL. Where the UL has set standards, lists products and issues labels, the products used shall be so UL listed and labeled. E. Space Limitations. Architectural and structural features of building and space limitations shall be considered in selection of all products. No product shall be provided which will not suit arrangement and space limitations indicated. F Protection. Produces shall be kept clean and protected from corrosion and damage. Failure to do so shall be sufficient cause for rejection of the product. 030619.010 Section 16010 Page 4 of 7 G Factory Finish. Where applicable, all products shall have a factory applied hard surface finish such as baked on enamel which will not require additional field painting. The contractor shall protect this finish from damage due to construction operations until acceptance of the work. He shall satisfactorily restore any such finishes that become stained or damaged. PART 3 EXECUTION 3.01 INSTALLATION A. NEC. Electrical work shall meet or exceed NEC requirements. B. Workmen. The work of this division shall be performed by workmen skilled in their trade C. Completeness. Installation shall be consistent in completeness whether concealed or exposed. D. Coordination. Work under this division shall be properly coordinated with work under other provisions in order to effect timely and accurate installation of products and to bring together all work under this contract in proper and correct sequence. 3.02 MOTORS A. Motors are specified under other sections of this specification. B. Electrical work includes the electrical connection of all motors, except those which are wired as a part of the equipment C. Properly align motors directly connected to driven equipment Alignment of motor drive shaft and equipment shaft must not exceed 0.0002-inch under hot running conditions. Check motors and equipment for proper alignment after not less than 1 hour of continuous operation. D. Provide a suitable conduit box conforming to NEC Section 430 12 on any motor not so equipped. 3.03 EQUIPMENT MARKING A. Mark panelboards, pull boxes, disconnect switches, motor controllers, and similar devices to identify each and to identify the connected equipment Label voltage and phase. B. Mark outdoor located disconnect switches and motor controllers with stainless steel nameplates suitably held in place by stainless steel rivet or screws. C. In each pull or junction box, mark or otherwise identify all feeder wires with circuit number and phase for each wire. D. Mark all indoor switches, controllers, etc. as may be required with suitable 2- or 3-ply laminated plastic 1/16-inch thick. Make legend engraved white letters 5/32-inch high 030619.010 Section 16010 Page 5 of 7 with rest of nameplate black. Submit proposed nameplate legend for approval. Affix nameplates with suitable rivets or screws. 3.04 EQUIPMENT SUPPORTS A. Metal Framing. 1. Provide hot -dip galvanized steel framing to support large or heavy wall mounted equipment and where otherwise required. 2. Provide concrete inserts and rods which are hot -dip galvanized to support equipment where indicated and where otherwise required 3.05 OPENINGS A. In sufficient time to be coordinated with the work of others provide drawings and layout work showing exact size and location of openings for electrical equipment in slabs walls, partitions and chases. 3.06 • OPERATION AND MAINTENANCE INSTRUCTIONS A. Owner's Manual Furnish to the engineer in binders four sets of approved written instructions and parts lists for operating and maintaining all equipment and systems installed as electrical work. Instructions shall describe all normal adjustments, a list of items to be lubricated with the type and frequency of lubrication required Furnish to the Owner all special servicing tools required for this equipment B. Operation. Instruct the Owner's operating personnel in the operation and maintenance of all equipment and systems furnished as electrical work. Before proceeding with this instruction, prepare a typed outline in quadruplicate listing the subjects that will be covered in this instruction and submit the outline for review by the engineer At the conclusion of the instruction obtain the signature of person being instructed on each copy of the approved outline to signify that he has a proper understanding of the operation and maintenance of the system and resubmit the signed outlines with the required guarantees. 3.07 PROJECT RECORD DOCUMENTS A. Preparation Maintain at the job site a separate set of white prints of the contract drawings for the sole purpose of recording the field changes and diagrams of those portions of work in which actual construction is significantly at variance with the contract drawings. Mark the drawings with a colored pencil. Record installed feeder conduits dimensioning the exact location and elevation of the conduit B. Deliver record drawings to the engineer as specified in Section 01700, Contract Closeout. 030619.010 Section 16010 Page 6 of 7 3.08 TESTING A. Test Conditions. Place all circuits and equipment into service under normal conditions, collectively and separately, as may be necessary to determine satisfactory operation. Certain tests hereinafter specified must be performed in the presence of the engineer. Furnish all instruments, wiring, equipment, and personnel required for tests. Demonstrate that the equipment operates in accordance with requirements of the drawings and specifications. B. Test Dates. Schedule final acceptance tests sufficiently in advance of the contract date to permit any necessary adjustments or alterations to be completed within the number of days allotted for completion of the contract. C. Retests. Conduct retests at Contractor's expense, if so directed by the engineer, of such time duration as may be necessary to assure proper functioning of adjusted or altered parts or items of equipment. No resultant delay or consumption of time as a result of such necessary retests relieves the contractor of his responsibility under the contract 3.09 FIELD TESTS A. General. Contractor shall visually and with suitable instruments check out all electrical systems and equipment and ascertain that systems are free of short circuits, open circuits, or incorrect wiring. All defects shall be corrected. B. Meggerohm Meter Lists. Contractor shall meg out main services, feeders, and motor circuits before energizing the system. Meggerohm meter shall be rated at 500 volts D C. as a minimum. The minimum insulation resistance acceptable is that value recommended by the cable manufacturer for the particular cable. Provide the engineer with 3 copies of the test results showing each feeder tested and the insulation value at the time. Should these tests reveal a faulty or weak insulation, the effected conductor shall be replaced at no loss to the Owner. C. Lamps. Contractor, before leaving site, shall check all fixtures for burned out lamps and shall replace burned out lamps with new lamps at no cost to the Owner. END OF SECTION 030619.010 Section 16010 Page 7 of 7 SECTION 16012 ELECTRICAL WORK PART1 GENERAL 1.01 DESCRIPTION A. The work shall include providing materials and equipment required for installation of complete and functioning electrical system as specified and as shown on the drawings B. This section is an integral part of all Specification Sections related to electrical, control and instrumentation construction under this contract. Conditions of this section are paramont to all other conditions in applicable sections and shall supercede all other conditions and requirements. C. All Plans & Specifications for this project are representative of the design intent and may not contain minute details normally associated with normally accepted electrical construction, as described in applicable codes or as described in manufacturer's literature. Contractor shall provide all appurtenances normally associated with a particular equipment or device, and as required for a proper operating system. Where discrepancies occur between various plans or specifications for this project, and where clarification is not made prior to bidding, the most stringent request shall be included in the Contractors bid pnce. D. Contractor to conform to Section 1.06, Contractor Qualifications, of this specification before bidding. E Section 16010 - Basic Materials and Methods has precedence over this specification section. 1.02 MAJOR ITEMS OF WORK AS FOLLOWS (FOR EACH OF TWO LIFT STATIONS) A. Installation of Pump Control Panel. B. Installation of Lighting and Receptacles. C. Installation of Pump Motor Feeders and Terminal Boxes. D. Installation of Electrical Service Equipment. E. Installation of Autosensory Controls. F. Installation of Manual Transfer Switch and Generator Connector. G. Installation of SCADA Unit. H. Installation of Telephone Service 030619.010 Section 16012 Page 1 of 10 1.03 PLANT CONTROL SYSTEM A. The Contractor shall furnish and install a complete operating control system. The control system shall include but shall not be limited to all circuit breakers, motor starters contactors, indicating lights, selector switches, surge protector, phase failure relays programmable controllers, alarm light and horn, push buttons, control transformer electronic devices, sensors, interlock wiring, control relays, blocks, snubbers, valves, nameplates and all other associated items required to provide a workable system. All control circuits to be "fail-safe" type. B Provide circuit conductors, conduits, circuit breakers, and related devices for furnishing power to all motor heaters instruments, devices, lights, controls, and other equipment provided by vendors, or others for this project. C. Control diagrams shown on plans are illustrative in nature and may require additional devices such as time delays, resets and other devices required for the intended control functions. D. All controls shall be fully tested in shop for proper and satisfactory operation, prior to installation at site Contractor to provide written certification before delivery to site. Any installations without certification notice are done at risk by Contractor, who shall be obligated to make all necessary corrections in field at no additional cost to owner. 1.04 SUBMITTALS A. Submit all products covered under all sections for Engineer s approval. Any items not submitted are the total responsibility of the Contractor If it is not submitted it is not approved. B. Where submittals for a particular equipment, device or material item vary from that specified or shown on plan drawings, and where that item is not specifically noted as acceptable and, where installation of submitted item results in improper or undesirable operation of the system, Contractor shall be liable for removal and/or replacement of that item with the item specified or shown on plan drawings at no additional cost to Owner. Such items submitted as substitutions shall be listed separately and clearly noted as "Substituted Item" C. Where various equipments interface or have wiring inter -connections, submittals for all of the equipment shall be made simultaneously. For example MCC and controls, telemetry and controls, etc. No sections, equipment or devices shall be omitted Submittals not complying shall be returned, unchecked, marked "Rejected'. D. Submittals of motor control and electronic device shop drawings will require a minimum of two (2) weeks for review from time of receipt by Electrical Engineer. Contractor shall submit all shop drawings in time to account for this period of review. 1.05 OPERATION AND MAINTENANCE MANUALS A. The Contractor shall provide (6) complete sets of hard -covered ring -bound loose-leaf O&M manuals. In addition to "as -built" system drawings, the manuals shall include 030619.010 Section 16012 Page 2 of 10 internal wiring diagrams and operating and maintenance literature for all components provided under this section. The submitted literature shall be in sufficient detail to facilitate the operation removal, installation, programming and configuration, adjustment, calibration, testing and maintenance of each component and/or instrument. The O&M manual shall be professionally composed and compiled and shall not be an assembly of "cut -sheets' Engineer shall have sole discretion of acceptance of O&M manual contents and composition B The contents of the O&M manuals shall be generally organized as follows: 1. System Hardware/Installation 2. System Software 3. Operation (step-by-step procedures) 4. Maintenance and Troubleshooting C. Where a Electrical and Instrumentation Equipment is to be installed under this contract or where existing and noted, the Contractor shall further provide a complete set of as built plans, diagrams parts and materials list, parts source, operational instructions, programming data, maintenance and trouble shooting instructions, service data, calibration data testing data, required service and programming instruments and wiring diagrams sufficient for complete operation, service and programming and maintenance of the Electrical and Instrumentation Equipment by plant technicians and operators or by outside service technicians This information shall be provided on diskette in AutoCAD 14, or later version, and in Word format and shall be arranged in final order for insertion into Electrical and Instrumentation Equipment files Coordinate overall layout and contents with Engineer and with Electrical and Instrumentation Equipment Programmer Allow adequate manhours for adjustment of layout and contents during Electncal and Instrumentation Equipment testing and Owner review All data submitted will be reviewed by Engineer for acceptance and where deemed insufficient by Engineer, data will be resubmitted at no additional cost to Owner. 1.06 CONTRACTOR QUALIFICATION'S A. Contractor shall be experienced with all types of electrical systems covered under this contract. No work shall be undertaken where Contractor's firm project supervisors and project electrical workers have not had recent experience in similar projects in area of project location Contractor will be required to furnish proof of experience where requested by Owner or Engineer or their Representatives. B. Contractors Project Manager or his Assistant shall be familiar with types of electrical construction required by this project in order to determine that all subcontractors and vendors work is in conformance with the plans and specifications 030619.010 Section 16012 Page 3 of 10 C. Electrical Contractor shall have Master Electrician License for City, in which project is located. 1.07 CONTRACTORS RESPONSIBILITIES A. Contractor shall coordinate electrical power telephone, data or special purpose line installation with utility companies. Within 30 days after award of contract, contractor shall contact utility company and Owner and shall request service needed. It is Contractors sole responsibility to assure that utility company and Owner are notified and are kept aware of requirements. B. Contractor shall provide all conduit, conductors and termination equipment as needed for utilities and shall coordinate with utility companies for installation requirements and shall provide installation constructed according to the utility company standards whether or not such is shown in detail or plans. C. Contractor shall review all sections of the plans and specifications for this project and shall note all electrical requirements for devices and equipment shown or implied and shall provide service accordingly for a complete operating control system. Any discrepancies in Electrical or Mechanical requirements noted in various plans and specifications shall be brought to the attention of the Engineer prior to ordering equipment or materials or prior to starting construction related to the item in question Coordination of all equipment and systems is Contractor's sole responsibility Failure to coordinate all equipment requirements shall be the responsibility of the Contractor, at no additional cost to Owner. Contractor shall provide all installation, set-up, adjustments and testing of devices or equipment included under this contract unless specifically excluded or unless equipment is not provided by Contractor. Unless specifically noted otherwise, Contractor shall furnish all software. Programming will be done by others. Contractor shall provide an `Allowance' in bid cost Where "Allowance" is not shown on Bid Sheet, contact Roy Lackey at 713-467-9961 for the Allowance cost. Failure to provide this Allowance is at the expense of the Contractor and at no additional cost to Owner. E Contractor is specifically responsible for coordination of all electrical and mechanical and process systems, devices and equipment provided or installed under this contract and shall assure that all requirements by all trades are met such as to insure a complete and operating electrical, control process or instrumentation system Special attention shall be given to coordination of motors supplied, MCC components supplied, mechanical systems supplied, and voltage and phase requirements of each This includes verification of compatibility of all interfacing connectors and devices at new, existing and Owner furnished equipment Notify Engineer of any discrepancies before ordering equipment. Failure to do so may result in additional cost to Contractor. F. Contractor shall assure that all systems have been properly installed, adjusted and tested prior to final inspection, unless, Engineer has been duly notified in writing that certain equipments are not ready for final testing and such is acceptable with Engineer 030619.010 Section 16012 Page 4 of 10 G Contractor shall fully inspect all motors and nameplates, controls, conduit, wiring devices and other items before starting work, ordering materials or submitting shop drawings in order to verify existing conditions are as shown on plans and, shall immediately notify Engineer of any discrepancies between plans & specifications and existing conditions. Failure to do so may result in Contractor's responsibility for any required changes in construction. This includes verification of compatibility of all interfacing connectors and devices for new, existing, and Owner furnished equipment. Notify Engineer of any discrepancies before ordering equipment Failure to do so may result in additional cost to Contractor. H. At completion of project and before final inspection, Contractor shall provide the Electrical Engineer with full size blue prints, red -lined to reflect the "As -Built" electrical installation. Any variation from plans shall be shown on each applicable plan sheet. I. When work involving modifications or additions to existing plant will interrupt normal service, Contractor shall make provisions for continuous electrical service thru Contractor furnished standby generator power Where a standby generator exists but, will be temporarily out of service during construction, Contractor shall provide substitute generator power for duration of outage. In no event shall plant be without operating power or without standby generator service. Include all transfer switches fuel tank, fuel attendance and appurtenances required for a complete power system as needed for interim plant operation J. Where work disrupts power and/or control to new or existing equipment, furnish temporary bypass circuits, as required, to maintain equipment operation K. Where work involves additions, modification, demolition or renovations to existing facilities, Contractor shall remove, relocate and extend existing installations to accommodate new construction L. Provide electrical circuits to all equipment as required by manufacturer. Verify location and characteristics of all equipment shown on plans and in specifications and size circuits accordingly All conductors and conduits to comply with NEC Article 250 and Article 310. All terminations to vendor furnished control panels shall be done by Vendors Representative unless Contractor is specifically authorized to make such terminations. All panel calibrations and adjustments shall be done by Vendors Representative. Provide electrical circuits to all equipment, devices, controls, controllers, and other items shown on plans, or described in specifications. Provide circuit breaker, conductor, local disconnects, and connections to equipment in compliance with National Electrical Code All circuits may not be shown on plans and must be verified and installed accordingly M. Equipment, instruments, controllers, VFD's, conduits and related appurtenances are shown in approximate locations. Contractor shall field select optimum location and where necessary, relocate up to ten (10) feet from location shown on plans to accommodate installation, at no additional cost to Owner. Where circuit problems such as breaker trips, relay trips, controls failure, etc. develop within the one (1) year warranty period, contractor shall furnish a power line recording device with all appurtenances for a total period of 60 days and, shall include setup and 030619.010 Section 16012 Page 5 of 10 data retrieval. Work shall be performed when requested by Engineer and shall be at no additional cost to Owner. O. Where any motor performance does not conform to specifications or, where in Engineers opinion, motor parameters are out of tolerance or erratic in performance, the Contractor shall remove and replace motor at no additional cost to Owner. P. Location of outlets and equipment shown on Drawings is approximate. Field verify exact location. Minor modification in location of outlets and equipment is considered incidental up to distance of 10 feet with no additional compensation. PART2 PRODUCTS 2.01 MATERIALS A. All materials provided under all sections of the specifications shall be new and the standard products of manufacturers regularly engaged in the production of such equipment. All materials shall conform to the National Electrical Code and shall be approved and listed by the Underwriters Laboratories Materials described by manufacturer's name and catalog number are selected to set a definite standard of design and quality to be required. There is not any intention to discriminate against a product of another manufacturer which is equally durable in construction, similar in design, and will serve the purpose for which it is intended Within 30 days after award of the contract and before any materials and equipment are placed on order, the Contractor shall submit to the Engineer for approval a complete list including catalog numbers and descnptive matter, of all materials and equipment he proposes to provide B. Materials and equipment specifications are general in coverage and may contain reference to construction items that apply in only particular situations and may not apply as a general rule for materials installed on this project C. All equipment and devices shall be installed according to manufacturers instructions. Coordinate installation with manufacturers representative to assure correct installation methods have been applied All equipment and materials shall be rated for the harsh Industrial, Electrical, Mechanical environment, in which installed and shall be warranted by manufacturer accordingly. D. Outdoor equipment shall not have exposed devices or controls, unless specifically called for on plans. The outer door shall cover all such items. No see thru windows are allowed unless specifically approved. All outer doors to have locking hasp Keyed handles only acceptable where specifically approved. All NEMA 4X enclosure doors to have quick release latches E All PLC's, controllers, VFD's, instruments and electronic equipment installed outdoors or in unconditioned spaces shall have means of cooling to allow satisfactory operation in local environment and at conditions required by equipment manufacturer's specification All motor starters over 100 horsepower shall have forced fan cooling in the starter section 030619.010 Section 16012 Page 6 of 10 F. All Control Panels and Motor Control Centers that are not standard manufacture, off the shelf products shall be manufactured in accordance with plans and specifications with high quality materials and components and shall bear a U.L listed label or, be constructed by a U.L listed shop The following manufactures are acceptable: 1. Weimar Manufacturing 2. Square D 3. Siemens 4. General Electric 5. Cutler Hammer 6. Systems 7. B.L. Technology 8. Industrial Electrical Systems (IES) 9. or, Pre -Approved equal All pressure switches on pump discharge lines are to have "snubbers" sized to produce hydraulic delay required for satisfactory operation of controls. 2.02 PLANS AND SPECIFICATIONS A. Electrical plans and specifications are not intended to discriminate against any particular manufacturer Specific values shown for a particular manufacturers product may vary slightly for another product The Electrical Engineer reserves the right to interpret the electrical specifications and to make judgement as to acceptance of a product, regardless of minute details in the specifications or on the plans Specifications shall be reviewed for applicability of materials under certain conditions and in certain environments and, where not shown otherwise on plan drawings, these application directions shall be adhered to Where a particular reference on drawing plans does not conform to standard acceptable construction methods for a particular type project, the Contractor shall immediately notify the Engineer and request a clanfication before ordering materials or starting construction. D. Plans are general in nature and may not show minute details of existing conditions or proposed work. Existing conditions may include undocumented buried pipes, conduits and structures that lie in the route, or at location of equipment or conduit installation required for this project These uncertainties shall be accounted for in the Contractors 030619.010 Section 16012 Page 7 of 10 E PART 3 3.01 Bid. Contractor shall adjust conduit routes, equipment pads and equipment mountings, as required, for a satisfactory installation for the conditions imposed and at no additional cost to the Owner. Electrical site plan drawings shall only be scaled when "Scalable Drawing" appears on the drawing sheets. EXECUTION WORKMANSHIP All wiring shall be installed in accordance with current NEC and local codes. Field select routing of conduits to avoid underground piping conduit or structures that may not be shown on plans Adjust route of electrical conduits and ductbanks below proposed or existing buried piping Provide minimum 24" clearance vertically and horizontally. This work shall be performed in a satisfactory manner and at no additional cost to Owner. A fish wire shall be left in all conduits in which the permanent wiring is not installed. All fixtures, switch, and receptacle locations shall be approved by Engineer. Refer to other sections of this specification for controls. Under this section of the specifications, the Contractor shall install the control devices and provide control wiring switches outlet boxes, and shall make all final connections Control wiring and interlocks shall conform to wiring diagrams furnished by equipment manufacturers. The Contractor shall provide services of his Engineer or a factory trained technician to instruct plant operating personnel for a period of at least two (2) full days after completion of the contract work 3.02 AS -BUILT DRAWINGS A As -Built Drawings 1. Prior to final inspection, Contractor shall provide complete set of legibly marked up drawings showing all deviations from contract drawings. This shall include conduit routing and sizes, wire sizes, detail changes etc Markup shall be in red pencil on black line or blue line plan sheets. As built drawings are to be maintained on site during construction and changes shall be marked as work progresses. Plans shall be available for Engineer and/or Owner's review during the course of construction. Final inspections will not be conducted until as -built drawings are received by Engineer. 030619.010 Section 16012 Page 8 of 10 3.03 ELECTRICAL SYSTEM ACCEPTANCE A. System acceptance shall be defined as that point in time when the following requirements have been fulfilled: 1. When as -built drawings have been submitted, reviewed and approved. 2. All O&M documentation has been submitted, reviewed and approved. 3. The complete electrical system has been fully inspected and has successfully been started up tested and accepted by the Engineer. 4. All Owner's staff personnel training programs have been completed. 5. Owner/Engineer sign a document indicating electrical installation has formally been accepted. 3.04 EXCAVATION AND BACKFILL A. All underground conduits shall be buried to a minimum depth of 24-inches below finished grade. All trenches shall be uniform width and shall be backfilled and compacted to 95% that of original density. Any damage to underground conduits caused by other Contractor's shall be repaired by this Contractor and shall be compensated accordingly by the party or parties responsible for the damage. B. Do not cut paved driveways, sidewalks, etc. Bore under such construction, maintaining a minimum of 24" below the underside of the pavement or concrete. 3.05 CLEAN UP The Contractor shall upon completion of the work, remove all materials, empty containers, and any other materials that are not incorporated into the work. 3.06 WARRANTY In addition to labor, equipment, devices, hardware, software and materials warranty, Contractor shall provide full one (1) year service warranty on overall installation. This warranty shall begin at date of written final acceptance of electrical systems Contractors warranty shall guarantee 24 hour service response time and shall provide whatever labor, work or materials needed to maintain plant operation when replacement parts are on order. In no case shall plant electrical systems be out of service for over 24 hours from time Owner calls for warranty. This shall be at no additional cost to Owner All materials and equipment installed shall have full warranty from manufacturer that guarantees equipment is rated for the harsh Industrial Electrical/Mechanical environment in which it is installed. Warranty shall be for a one (1) year period after date of written acceptance by the Owner and Engineer and shall include all labor, equipment and materials. Where manufacturers products fail prematurely, manufacturer shall be fully responsible for replacement and shall not have option of declaring that failures were 030619.010 Section 16012 Page 9 of 10 caused by environment and its affect on the product. Contractor is fully responsible for assuring that product manufacturers are aware of this condition and that warranty statement is included in shop drawings. Failure to do so will be at full expense of Contractor and at no additional cost to Owner. END OF SECTION 030619.010 Section 16012 Page 10 of 10 SECTION 16111 CONDUIT, FITTINGS AND BODIES PART1 GENERAL 1.01 SECTION INCLUDES A. Specification for conduit, fittings and bodies. 1.02 REFERENCES A. American National Standards Institute (ANSI). 1. ANSI C80.1. Rigid Steel Conduit - Zinc Coated. 2. ANSI C80.4: Fittings for Rigid Metal Conduit. Federal Specifications. 1. W-C-58C: Conduit Outlet Boxes, Bodies Aluminum and Malleable Iron. 2. W-C-1094: Conduit and Conduit Fittings Plastic, Rigid. 3. WW-C-566C: Flexible Metal Conduit. 4. WW-C-581 D: Coatings on Steel Conduit. C. National Electrical Manufacturers Association (NEMA). 1. NEMA RN1: Polyvinyl -Chloride Externally Coated Galvanized Rigid Steel Conduit and Electrical Metallic Tubing. 2. NEMATC2: Electrical Plastic Tubing (EPT) and Conduit (EPC-40 and EPC-80). 3. NEMA TC3: PVC Fittings for Use with Rigid PVC Conduit and Tubing. D. National Fire Protection Association (NFPA), ANSI/NFPA 70 - National Electrical Code (NEC). E Underwriters' Laboratories (UL). 1. UL 1: Flexible Metal Electrical Conduit. 2. UL 6: Rigid Metal Electrical Conduit. 3. UL 514B: Fittings for Conduit and Outlet Boxes. 4. UL 651: Schedule 40 and 80 Rigid PVC Conduit. 030619.010 Section 16111 Page 1 of 8 5. UL 651A: Type EB and A Rigid PVC Conduit and HDPE Conduit. 6. UL 886: Electrical Outlet Boxes and Fittings for Use in Hazardous Locations. 1.03 SUBMITTALS A. Submit all products covered under this specification for Engineer's approval. 1. Manufacturer's cut sheets, catalog data, with selected products clearly marked. 2. Installation, terminating and splicing procedure. 3. Instruction for handling and storage. 4. Dimensions and weight. 1.04 QUALITY ASSURANCE A. Tests. 1. Rigid steel conduit shall pass the bending, ductility, and thickness of zinc coating tests described by ANSI C80 1. 2. Flexible conduit shall pass the tension, flexibility, impact, and zinc coating test described by UL 1. 3. Nonmetallic conduit and fittings shall pass the test requirements of NEMA TC2, UL 651 and 651A and Federal Specification W-C-1094A. 1.05 DELIVERY STORAGE AND HANDLING A. Package conduit in 10-foot bundles maximum with conduit and coupling thread protectors suitable for indoor and outdoor storage. Package fittings in manufacturer's standard quantities and packaging suitable for indoor storage. Package plastic -coated rigid conduit, fittings, and bodies in such a manner as to protect the coating from damage during shipment and storage. B. Store conduit above ground on racks to prevent corrosion and entrance of debris. C. Protect plastic conduit from sunlight. PART2 PRODUCTS 2.01 ACCEPTABLE MANUFACTURERS A. Rigid Steel Conduit. 1. Allied Tube and Conduit 2. Triangle Wire and Cable, Inc. 030619.010 Section 16111 Page 2 of 8 3. Wheatland Tube Company B. PVC Coated Steel Conduit. 1. Occidental Coating Company (O-Cal Blue) 2. Robroy Industries, Inc. (Rob -Roy Red) C. PVC Rigid Conduit. 1. Centex 2. Canon Industries, Inc. 3. Robroy Industries, Inc. Conduit Fittings and Bodies. 1. Appleton Electric 2. Crouse -Hinds 3. Killark Electric Manufacturing Company 4. O-Z/Gedney E Liquidtight Flexible Conduit. 1. Anamet, Inc. 2. Electriflex Company 3. Triangle Wire and Cable, Inc. 2.02 MATERIALS AND EQUIPMENT A. Design Conditions. Use electrical conduit fittings and bodies designed for service in areas as specified within this section to form a continuous support system for power, control, and instrument cables. B. Conduit and Fittings 1. Rigid Steel Conduit and Fittings. a. Rigid steel conduit, rigid steel conduit bends, nipples, and bodies shall be hot -dipped galvanized and shall comply with the Iatest ANSI C80.1, UL 6, Federal Specification WW-C-581D, and NEC Article 346-15. b. Mild steel tubing shall be used for conduit, nipples, and couplings, and shall be free of defects on both the inner and outer surfaces 030619.010 Section 16111 Page 3 of 8 c. Fittings, bodies, and covers for rigid steel conduit shall be steel or cast- iron and shall comply with ANSI C80.4, UL 514B, and Federal Specification W-C-58C. 2. PVC -Coated Rigid Steel Conduit and Fittings. a. PVC -coated conduit, fittings, bodies, and covers shall conform to NEMA RN 1 (Type A) Rigid steel galvanized conduit and fittings before coating shall conform to Federal Specification WW-C-581 D, ANSI C80 1, and UL 6. Conduit bodies shall conform to UL 514B and Federal Specification W-C- 58C. Provide sufficient coating for touch up after installation b. PVC -coated couplings shall be of the ribbed type. c. Condulet covers shall have encapsulated stainless steel thumb screws. d. Condulets and covers shall be of mailable iron or feraloy material before coating. e. PVC coating shall be a minimum of 2 mil thickness on the interior of the conduit and the interior of fittings, condulets covers and bodies. 3. Flexible and Liquidtight Flexible Metal Conduit and Fittings. a. Use Iiquidtightflexible metal conduit manufactured in accordance with UL 1 and Federal Specification WW-C-566C. b. Fittings used with liquidtight flexible metal conduit shall be the PVC - coated type and of such design as to thoroughly ground the conduit to the fittings, and through it to the box or enclosure to which it is attached, c. Flexible couplings and fittings for use in hazardous areas shall comply with UL 886, NEC Article 501-4 (a&b), and Federal Specification W-C- 586C. PVC Conduit and Fittings. Use PVC conduit, bends, and fittings, which comply with NEMA TC2, W-C-A, and NEC Article 347-17 for above ground and underground installation. Conduit shall be Schedule 80 unless shown or noted otherwise on drawings or in other specifications PART3 EXECUTION 3.01 PREPARATION A. Confirm submittal of shop drawing with conduit and conduit fitting, sizes, types and routing shown. B Ensure that the conduit system to be installed is sized properly for the cable and wire requirements. 030619.010 Section 16111 Page 4 of 8 Verify the actual physical conduit route from the conduit plan drawings and prepare the conduit support system. D. Verify the equipment locations to which the conduit will be connected and determine detail requirements for connections. 3.02 INSTALLATION A. Install PVC -coated conduits in all outdoor locations at wastewater facilities, inside valve vaults; in wet well slabs, in corrosive and wet environments and, where specifically noted on drawings. B Install rigid galvanized steel (RGS) conduits in dry inside locations and in all outdoor locations for water facilities and, where specifically noted otherwise on drawings. Install PVC conduits in duct banks. For stub -ups, use PVC -coated rigid steel elbows or rigid steel elbows as applicable in A and B above or where specifically noted on drawings. Rigid steel stub -up shall have minimum 3 layers of mylar tape up to 1 " above slab where conduit is in contact with concrete. D Run exposed conduit parallel or perpendicular to walls, ceilings or main structural members. Group multiple conduits together where possible. Do not install conduit where it interferes with the use of passageways, doorways, overhead cranes, monorails equipment removal areas or working areas. In no case shall conduit routing present a safety hazard or interfere with normal plant operating and maintenance procedures. Maintain a minimum overhead clearance of 8'-0" in passageways Except where absolutely impossible, all conduits are to be installed in or under concrete slab, in walls and ceilings Any exposed conduit installed otherwise may be relocated at Contractor's expense where directed by Engineer or Owner. Exceptions, where specifically noted otherwise on plans. E Installation and support of conduit shall be from steel or concrete structures in accordance with the standard detail drawings. Furnish necessary conduit straps, clamps, fittings and support for the conduit in accordance with the standard details and consistent with the grade and type of conduit being installed. F. Identify conduit at termination points like MCC, light fixtures, control panels, receptacles, and junction boxes G Not more than 3 equivalent 90 degree bends will be permitted between outlets. Provide bonded expansion fittings at building expansion joints. H. Install conduit runs so that they are mechanically secure, mechanically protected from physical harm, electrically continuous, and neat in appearance. The interiors of conduit shall provide clean, smooth raceways through which conductors may he drawn without damage to the insulation. Make threaded connections wrench tight. I . Cut conduit square with a power saw or a rotary type conduit cutter designed to leave a flat face. Do not use plumbing pipe cutters for cutting conduit. Ream the cut ends of conduit with a reamer designed for the purpose to eliminate rough edges and burrs. Cut threads with standard conduit dies providing 3/4-inch taper per foot, allowing the proper 030619.010 Section 16111 Page 5 of 8 length so that joints and terminals may be made up tight and the ends of the conduit not deformed. Keep dies sharp and use a good quality threading oil continuously during the threading operation. Remove metal cuttings and oil from the conduit ends after the threads are cut and paint threads before connections are made. Use zinc rich, brush -on compound on the threads of steel conduit before connections are made. Use only tools specifically made for bending and installing PVC -coated or PVC conduit when installing these materials. J. Use strap wrenches only to tighten joints in plastic coated rigid steel conduit. Replace all conduit and fittings with damage to the plastic coating, such as cuts, nicks and threader chuck jaw marks K. Make up changes in direction of conduit using elbows or fittings. Do not use pull boxes to make direction changes unless specifically designated otherwise. L Field fabricated bends shall be free of indentations or elliptical sections. The radius of the bend shall not be less than 6 times the smallest diameter of the raceway M. Protect all conduit terminations from mechanical injury. Prevent the entry of moisture and foreign mater into the conduit system by properly capping terminations. N. Avoid trapped runs of conduit, if possible. When they are necessary, provide drainage using a "tee" condulet equipped with a drain. Conduit is likely to pass through areas with a temperature differential of 20 degrees F or more. Seal penetrations with a proper seal fitting at the wall or barrier between such areas. For conduit passing through walls separating pressurized areas from non -pressurized areas, install sealing fittings at the wall on the non -pressurized side. O. Fit conduit crossing building or structure expansion joints with approved expansion fittings, except that fittings will not be required when conduit crossing an expansion joint is supported on trapeze hangers in such a way that at no time will the conduit be under stress due to expansion. Install bonding jumpers around expansion joint fittings. P. Where conduit terminates in sheet metal enclosures and where no threaded hubs are provided, fit the conduit with double locknuts and bushings. Sheet metal enclosures located outside or in any other wet, damp or corrosive areas shall be furnished with threaded hubs. Restrict side penetrations to the lower one third of the enclosure. Q. Provide flexible metallic conduit where necessary to allow for movement or to localize sound or vibration, at transformers, at motors and any other rotating equipment unless shown otherwise on Drawings. R Seal openings or holes where conduits pass through walls or floors. When conduits are passing through a firewall or fire -rated floor into different rooms, cabinets, or enclosures, use a fire -rated seal as shown in the typical detail included in the Drawings. Certain walls, as indicated on the Drawings, require environmental (air -tight) seals; seal as shown. S. Install explosion -proof seals in conduit runs crossing or entering a hazardous classified area, as shown on Drawings. Install type CSBE removable sealing fittings to seal pump cables in the wet well and at the first junction box outside the well. 030619.010 Section 16111 Page 6 of 8 T Unless otherwise indicated on the Drawings, install expansion fittings every 300 feet within a straight conduit run and where conduit crosses building expansion joints, using bonding straps to ensure ground continuity. Parallel runs of conduit may be supported by structural steel racks. When two or more racks are arranged one above the other, provide vertical separation of not less than 12 inches between racks, unless otherwise indicated on the Drawings. Space conduits on the racks at least enough to provide 1/4-inch clearance between hubs on adjacent conduits at terminations and to allow room for fittings. V Fill conduit racks no more than 75 percent of their capacity, providing usable space for future conduit. To ensure this, conduits leaving the rack horizontally shall be offset up or down so that future conduits may be installed in the space remaining. Construct conduit racks to permit access for wire or cable pulling at all pull points even when future conduits are added to fill the racks. W. Where conduit racks are supported on rods from beam clamps or by some other non- rigid suspension system, install rigid supports at no more than 50-foot intervals to give lateral stability to the rack. X. Conduit racks or hangers must in no way interfere with machinery (or its operation), piping structural members, process equipment, or access to anticipated future equipment Refer to architectural, structural, equipment layout and piping drawings to ensure that this requirement is met. Label high voltage conduit with the circuit phase -to -phase voltage by means of a firmly attached tag or label of approved design at each conduit termination, on each side of walls or barriers pierced and at intervals not exceeding 200 feet along the entire length of the conduit Y Support conduit sizes 2 inches and larger at spacings not exceeding 10 feet and conduit sizes 1-1 /2 inches and smaller at spacings not exceeding 8 feet. The means of fastening conduit to supports shall be: by one hole malleable iron conduit straps secured by wood screws to wood and by bolts with expansion anchors to concrete or masonry; by"Korn" clamps or U-bolts to other surfaces. Use "clamp backs" when strapping conduits to walls, column faces, or other such surfaces. AA. Support conduit runs with conduit clamps, hangers, straps and metal framing channel attached to structural steel members. Conduits of 1-1/2 inch size or less may be supported by one -hole conduit straps on concrete, tile or steel work, but for larger size conduit, use 2-hole straps. Use clamps of galvanized malleable iron for rigid galvanized conduit and PVC -coated or stainless steel for PVC -coated conduit. Metal framing channel straps used for PVC -coated conduit shall be type 316 stainless steel BB. Install conduits supported from building walls with at least 1 /4-inch clearance from the wall to prevent the accumulation of dirt and moisture behind conduit. CC. Size and space embedded conduits in structural slabs in accordance with the Uniform Building Code Conduits should occupy no more than one-third the thickness of the slab and should not be closer than 3 times the largest diameter on center without additional reinforcement. 030619.010 Section 16111 Page 7 of 8 DD. Do not cut paved driveways, sidewalks, concrete foundations, etc. to install conduits unless specifically noted on plans Bore under such construction and maintain a minimum of 24 inches below underside of paving or concrete Repair any cutting or damage to original condition and to satisfaction of Engineer and Owner. EE All conduits for fiber optic cables are to have wide tube radius compatible with cable manufacturer's requirements. END OF SECTION 030619.010 Section 16111 Page 8 of 8 SECTION 16120 600-VOLT BUILDING WIRE AND CABLE PART1 GENERAL 1.01 SECTION INCLUDES A. Specifications for 600-volt building wire and cable. 1.02 REFERENCES A. American National Standards Institute/National Fire Protection Association (ANSI/NFPA), NFPA 70 - National Electrical Code (NEC), Article 310 - Conductors for General Wiring. B. Underwriter's Laboratories (UL) 1. UL 83: Thermoplastic Insulated Wires and Cables 2. UL 1063: Machine Tool Wires and Cables C. American Society for Testing and Materials (ASTM) 1. ASTM B3: Soft or Annealed Copper Wires 2, ASTM B8: Concentric -Lay -Stranded Copper Conductors, Hard, Medium Hard, Soft D. Insulated Cable Engineers Association (ICEA), ICEA S-61-402: Thermoplastic -Insulated Wire and Cable for the Transmission and Distribution of Electrical Energy (NEMA WC-5) 1.03 SUBMITTALS A. Submit the following for Engineer's approval. 1. Manufacturer's cut sheets and catalog data 2. Instruction for handling and storage 3. Dimensions and weight 1.04 QUALITY ASSURANCE A. Tests. Cable shall meet all the requirements of Part 6 of ICEA S-61-402. 1.05 DELIVERY, STORAGE, AND HANDLING A. Ship wire and cable on manufacturer's standard reel sizes unless otherwise specified. Where cut lengths are specified, mark reel footage accordingly. Each reel shall contain one continuous length of cable Provide impact protection by wood lagging or suitable 030619.010 Section 16120 Page 1 of 4 barrier across the traverse of the reel Provide moisture protection by using manufacturer's standard procedure or heat shrinkable self-sealing end caps applied to both ends of the cable. PART2 PRODUCTS 2.01 ACCEPTABLE MANUFACTURERS A. American Insulated Wire Corporation B. Carol Cable Company, Inc. C. General Cable Company D. Okonite Company E Rome Cable Company F. Triangle Wire and Cable, Inc. G. Service Wire Company 2.02 MATERIALS AND EQUIPMENT A. Design. Provide cable designated as THWN/THHN orXHHW single conductor type and UL 83 and UL 1063 listed, rated 600 volts and certified for continuous operation at maximum conductor temperature of 90 degrees C in dry locations and 75 degrees C in wet locations while installed in underground duct, conduit or in control panels (MTW). B. Conductors. Provide conductors which are Class B, concentric stranded, annealed un- coated copper with physical and electrical properties complying with ASTM B3 and B8 and Part 2 of ICEA S-61-402 C. Insulation. Each conductor shall be PVC insulated and nylon jacketed to meet the requirements of Part 3 of ICEA S-61-402 The insulation thickness shall match the dimensions listed in NEC Table 310-13 for type THHN and THWN wire. D. Wire Marking 1. Wire marking shall be in accordance with NEC Article 310-11 and shall be printed on the wire insulation at 2-foot intervals. The printing method used shall be permanent and the color shall sharply contrast with the jacket color. E The single conductor color coding shall be as follows: 030619.010 Section 16120 Page 2 of 4 System Voltage 120/240 Volt 1 Ph/3w 120/208 Volt 3Ph/4w 120/240 Volt 3Ph/4w 277/480 Volt 3Ph/4w Motor Control Ground A Black Black Black Brown 1 2 3 Green B C Red Red Orange Purple Black Red Blue Neutral White Blue White Blue White Yellow Grey PART3 EXECUTION 3.01 PREPARATION A. Complete the cable raceway systems and underground duct banks before installing cables. Verify sizing of raceways and pullboxes to ensure proper accommodation for the cables. C. Check the length of the cable raceway system against the length of cable on the selected reel. D Clean conduits of foreign matter before cables are pulled. 3.02 INSTALLATION A. Wiring Methods 1. Use wiring methods indicated on the Drawings 2. In general, use THHN/THWN or XHHW building wire for lighting, power and control wiring were conductors are enclosed in raceways such as above ground conduit system, underground duct banks, or inside control panels. 3. Do not use solid conductors. 4. Use conductors not smaller than No. 12 AWG stranded for lighting circuits. 5. Use conductors not smaller than No. 14 AWG for control circuits, except when part of a multiconductor cable or internal panel wiring. 6. In general, do not splice conductors unless approved by the Engineer. 7. Splices associated with taps for lighting and control circuits are allowed without approval 8. Make splices in accessible junction boxes. 030619.010 Section 16120 Page 3 of 4 9. Use wire nuts with insulated caps for lighting wiring splices. Splice control circuit with insulated crimp connectors. B Single Conductor in Conduit and Ductbank 1. Install cables in accordance with the manufacturers instructions and NEC Chapter 3 - Wiring Methods and Materials. Do not exceed maximum wire tension maximum insulation pressure and minimum bending radius. 2. Pull cables into conduits using adequate lubrication to reduce friction. Lubricants must not be harmful to the conductor insulation. C Single Conductor in Cable Tray 1. Do not install single conductor building wire and cable in cable tray. D Preparation for Termination 1. Make 600-volt power cable terminations and splices with heat shrinkable sleeves and seals. 2. Terminal Tugs and connectors for all sizes of conductors shall be crimp -on type. 3. For size 1 /0 AW G and larger, crimp -on lugs shall have the long barrel with 2-hole tongues except in places where termination space is limited. E Tests 1. In general, test insulation integrity of the wiring system before terminating. 2. Make sure to disconnect sensitive electronic equipment before testing insulation. 3. Use a 500 VDC megohmmeter and perform the wire system insulation test in accordance with the operating instructions. F. Termination 1. After the 600-volt wiring system has been tested with satisfactory results, reconnect wire. END OF SECTION 030619.010 Section 16120 Page 4 of 4 SECTION 16126 INSTRUMENTATION CABLE PART1 GENERAL 1.01 SECTION INCLUDES A. Specifications for instrumentation cable. 1.02 REFERENCES A. American Society for Testing and Materials (ASTM). 1. ASTM B3: Soft or Annealed Copper Wires. 2. ASTM B8: Concentric -Lay -Stranded Copper Conductors, Hard, Medium Hard, Soft. 3. ASTM B33: Tinned Soft or Annealed Copper Wire for Electrical Purposes. B. Institute of Electrical and Electronics Engineers (IEEE), IEEE 383-2.5: IEEE Standard for Type Test of Class IE Electric Cables, Field Splices and Connections for Nuclear Power Generating Stations. C. Insulated Cable Engineers Association (ICEA). 1. ICEAS-61-402: Thermoplastic -Insulated Wire and Cable for the Transmission and Distribution of Electrical Energy (NEMA WC-5). 2. ICEA S-66-524: Cross -Linked Thermosetting -Polyethylene -Insulated Wire and Cable for the Transmission and Distribution of Electrical Energy (NEMA WC-7) 3. ICEA S-68-516• Ethylene -Propylene -Rubber -Insulated Wire and Cable for the Transmission and Distribution of Electrical Energy (NEMA WC-8). D. Underwriters' Laboratories (UL). 1. UL 44: Rubber Insulated Wires and Cables. 2. UL 83: Thermoplastic Insulated Wire and Cables. E Arnencan National Standards Institute/National Fire Protection Association (ANSI/NFPA), NFPA No 70 - National Electrical Code (NEC), Chapter No. 3 - Wiring Methods and Materials, Article 725 - Class 1, Class 2, and Class 3 Remote Control, Signaling, and Power -Limited Circuits. 030619.010 Section 16126 Page 1 of 5 1.03 SUBMITTALS A. Submit all products covered under this Section for Engineers approval. 1. Completed engineer's data sheets from this specification or manufacturer's data sheets, cut sheets, and catalog data Installation, terminating and splicing procedure (including bending radius and pulling tension data). 3. Instruction for handling and storage. 4. Dimensions and weight. 1.04 QUALITY ASSURANCE A. Tests 1. Cable shall be tested at the factory to confirm that the cable complies with requirements of ICEA Section 7.7.9 of S-66-524 or 7.5.9 of S-68-516. Where applicable, the cable shall meet the requirements of the vertical tray flame test as described in IEEE 383-2 5. 1.05 DELIVERY, STORAGE AND HANDLING A. Ship cable on manufacturer's standard reel sizes unless otherwise specified. Where cut lengths are specified, mark reel footage accordingly. Each reel shall contain one continuous length of cable Reels shall be of the type specified on the data sheets. Provide impact protection by wood lagging or suitable barrier across the traverse of the reel. Provide moisture protection by manufacturer's standard procedure or heat shrinkable self-sealing end caps applied to both ends of the cable. PART2 PRODUCTS 2.01 MANUFACTURERS A. Alpha Wire Corporation B. Belden Division, Cooper Industries, Inc. C. Cablec Continental Cables Company D. General Cable Company E Manhattan Electric Cable Corporation F. Okonite Company 030619.010 Section 16126 Page 2 of 5 2 02 MATERIALS AND EQUIPMENT A. Design. Provide cable with the following design characteristics The cable shall consist of multiple conductors. The cable assembly shall be UL listed, flame, oil and sunlight resistant and certified for continuous operation at the temperature specified in wet or dry locations while installed in underground duct, conduit, or cable tray. The number and size of conductors supplied in each cable shall correspond to the quantities specified Each conductor shall be individually insulated. Pairs and triads shall have conductors which are twisted together with a drain wire shielded, and covered with a jacket. Multi- pair/triad cables shall consist of the required number of electrically isolated, shielded pairs or triads, which are bundled together and covered by an overall jacket as specified B Conductors. Provide conductors which are Class B, concentric stranded, annealed tinned copper whose physical and electrical properties comply with ASTM B3, B8 or B33 and Part 2 of ICEA S-61-402, S-66-524, or S-68-516, unless otherwise specified. C. Insulation. Each conductor shall be insulated as specified in compliance the requirements of Part 3 of ICEA S-61-402, S-66-524, or S-68-516. The average insulation thickness shall not be less than the dimensions shown in Table 7-32 or 7.5.1 of ICEA S- 66-524 or S-68-516 for 600-volt insulation unless otherwise specified. The minimum insulation thickness shall not be Tess than 90 percent of the value given in the table. D Drain Wire. Provide drain wire which is Class B, seven stranded, tin -coated copper in accordance with ASTM B3, B8, or B33 and as specified. The drain wire shall not be less than two AWG sizes smaller than the insulated conductor s size, except for multiple pair triad drain wires, which shall not be Tess than the insulated conductor size. E Shielding. Provide shielding consisting of laminated, nonburning, mylar-backed aluminum tape applied helically around a twisted pair or triad with the aluminum side in continuous contact with the drain wire unless otherwise specified Wrap the tape around each twisted pair or triad with a 25 percent minimum overlap unless otherwise specified F. Jacket. The physical and electrical properties of the jacket used to cover single or multi -pair or triad cables shall meet the requirements of section 7.7.7 or ICEA S-66-524 or section 7.5.6 of ICEA S-68-516 Jacket material as specified. The jacket thickness shall be equal to the dimensions shown in Table 7-33 or 7.5.2 of ICEA S-66-524 or S-68- 516. The jacket material as specified The jacket thickness shall be equal to the dimensions shown in Table 7-33 or 7.5.2 of ICEA S-66-524 or S-68-516. G. Armor. Where requested, use instrumentation cables protected by an interlocked metal tape armor coating made of galvanized steel which meets the requirements of paragraph 4.5 of ICEA S-68-516 or S-66-524, unless otherwise specified. H. Conductor Identification. Use individual conductors in single -pair and single -triad cables which are color coded black and white; and black, white and red respectively Multi - pair -triad cables shall have one conductor in each pair ortnad colored white, and all other conductors are color coded in sequence according to Table L-2 of Appendix 2 of ICEA S-66-524, and as specified. 030619.010 Section 16126 Page 3 of 5 I. Cable Marking. Print cable marking information on the jacket of each cable at 2-foot intervals. Use a permanent printing method with color sharply contrasting the jacket color. PART3 EXECUTION 3.01 PREPARATION A. Complete cable raceway systems, underground duct banks and cable support systems before installing cables. B. Verify sizing of raceways and puliboxes to ensure proper accommodation for the cables. C. Check the length of the cable raceway system against the length of cable on the selected reel. D. Do not install or work on PVC insulated or jacketed cables in temperatures below 32 degrees F Clean conduits of foreign matter before cables are pulled. F. Provide at least 30 percent spare conductors or pairs. 3.02 INSTALLATION A. Cable in Conduit and Ductbank 1. Install cables in accordance with the manufacturer's instructions and NEC Article 725 - Class 1, Class 2, and Class 3 Remote Control Signaling and Power Limited Circuits. Do not exceed maximum wire tension, maximum insulation pressure and minimum bending radius. 2. Pull cables into conduits using adequate lubrication to reduce friction. Lubricants must not be harmful to the conductor insulation or cable jacket. 3. Conduits carrying low level signal cables shall be PVC -coated rigid steel. B. Cable in Tray. Install instrument and signal cable in cable tray only when the tray is dedicated for this type cable and cables are approved for tray installation. C. Termination 1. Do not splice conductors. For termination use crimp -on type ring tongue non - insulated tin plated copper Tugs. 2. For shielded control cable, terminate the shield and ground it at one end only, preferably at the control panel end for instrument and communication cable and at the supply end for electronic power cables. 030619.010 Section 16126 Page 4 of 5 3. If splicing is required, maintain shield continuity by jumpering the ground shield across connection point where it is broken at junction boxes, or other splice points. Insulate these points from ground 4. Mark wiring on both ends with circuit numbers or loop tag numbers. Heat shrink wire markers after the ring tongue terminal has been installed Extend the marker over the crimp or base of the terminal. D Tests 1. Before connecting the cables, test insulation integrity and conductor continuity. 2. Use a 500 VDC megohmmeter and perform the cable insulation test in accordance with the operating instructions. E Termination. After the 600-volt cable has been tested with satisfactory results, the cable can be terminated at both ends to their designated terminal points. END OF SECTION 030619.010 Section 16126 Page 5 of 5 SECTION 16131 DEVICE, PULL AND JUNCTION BOXES PART1 GENERAL 1.01 SECTION INCLUDES A. Specifications for device, pull, and junction boxes. 1.02 REFERENCES A. American National Standards Institute/National Electrical Manufacturers Association (ANSI/NEMA). 1. FB1 - Fittings and Support for Conduits and Cable Assemblies 2. 250 - Enclosures for Electrical Equipment (1000 volts maximum) American National Standards Institute/National Fire Protection Association (ANSI/NFPA), NFPA70 - National Electrical Code (NEC) - Article 370 - Outlet Device Pull and Junction Boxes, Conduit Bodies and Fittings. Underwriters Laboratories (UL): 1. 50 - Safety Cabinets and Boxes 2. 508 - Safety Industrial Control Equipment 3. 514B Safety Fittings for Conduit and Outlet Boxes 4. 886 - Safety Outlet Boxes and Fittings for Use in Hazardous Areas 1.03 SUBMITTALS A. Submit all products covered under this specification for Engineer's approval 1. Manufacturer's cut sheets, catalog data 2. Instruction for handling and storage 3. Installation instructions. 4. Dimensions and weights 1.04 DELIVERY, STORAGE AND HANDLING A. Pack and crate boxes to permit ease of handling and to provide protection from damage during shipping, handling and storage. 030619.010 Section 16131 Page 1 of 3 030619.010 PART2 PRODUCTS 2.01 ACCEPTABLE MANUFACTURERS A. Sheet Metal Boxes 1. Hoffman Industrial Products 2. Pauluhn Electric Manufacturing Company 3, Hennessy 4. Tanco 5. Tejas 6. Circle A.W. Cast Device Boxes 1. Appleton Electric Company 2. Crouse -Hinds, Division of Cooper Industries 3. Killark Electric Manufacturing Company 2.02 MATERIALS AND EQUIPMENT A. Sheet Metal Boxes 1. Provide UL-approved junction boxes and pull boxes manufactured from stainless steel sheet metal and meeting requirements of NEMA 4X for corrosive and wet area, NEMA 250 and NEC Article 370. 2. Provide boxes with a stainless steel continuous hinge, closure hasps and all - stainless steel hardware 3. Furnish the door with neoprene gasket and provision for padlock. B. Device Boxes 1. Provide UL-approved boxes designed and manufactured to house electrical devices like receptacles and switches, and in conformance with NEMA FB1 and NEC Article 370 2. Supply boxes that are hot -dip galvanized on cast iron suitable for corrosive and wet atmosphere. C. Hardware 1. Mounting Hardware: Stainless steel Section 16131 Page 2 of 3 2 Conduit Connectors: Watertight as manufactured by Myers Hubs, or equal. PART3 EXECUTION 3.01 PREPARATION A. Review the drawings and determine how many boxes of each kind are required and check if supplied quantity is sufficient. 3.02 INSTALLATION A. Boxes described in this specification shall be used both in dry and wet, corrosive areas, both inside and outside locations. B Install boxes in accordance with NEC Article 370 in locations indicated on the Drawings. C. Install junction and pull boxes in readily accessible places to facilitate wire pulls, maintenance and repair. D Plug unused conduit openings. E Make conduit connections to sheet metal boxes with watertight conduit connectors. END OF SECTION 030619.010 Section 16131 Page 3 of 3 SECTION 16150 ELECTRIC MOTORS PART1 GENERAL 1.01 SUMMARY Al Description of Work: 1. Motors furnished under other sections of these Specifications as part of equipment items shall conform to requirements of this section except as noted otherwise in that section or indicated otherwise on Drawings or schedules 2. Submersible well motor shall be supplied in accordance with other sections of this specification. 1.02 REFERENCES A. Refer to latest addition of following standards. 1. National Electrical Manufacturers Association (NEMA): a. NEMA MG 1-Motors and Generators. b. NEMA MG 1 - Part 31 2. Institute of Electrical and Electronic Engineers (IEEE)• a. IEEE Standard 112-Standard Test Procedure for Polyphase Induction Motors and Generators 3. Anti -Friction Bearing Manufacturers Association (AFBMA): a. AFBMA Standards for Ball and Roller Bearings and Balls. 4. National Electrical Contractors Association (NECA): a. Standard of Installation. 1.03 SUBMITTALS A. Submit all products covered under this specification for Engineer's approval. B. Include motor submittal as part of equipment submittal for equipment specified in other sections. C. Include identification of equipment by name and tag number as indicated in Specifications or on Drawings. 030619.010 Section 16150 Page 1 of 7 Submit in accordance with General Conditions and other applicable sections of the Contract Documents. 1. Complete nameplate data in accordance with NEMA standards. Include space heater wattage and voltage. 2. Full Toad power factor and maximum correction capacitor kVA for motors 5 hp and larger. 3. Nominal efficiency in accordance with IEEE 112 for motors 5 hp and larger. 4. 1600 Volt insulation in accordance with NEMA MG 1, Part 31. 5. Motor dimensions and frame size. 6. Manufacturer's printed data on each motor type being provided to indicate compliance with specified performance and construction. 7 Service manual to include storage and alignment instructions. 8. All motor data required for programming Multilin motor protection where described in specifications or where shown on plans Submittals without this data will be rejected in entirety. Data to include: a. Motor full load current b. Locked rotor current c. Locked rotor time -hot d. Locked rotor time -cold e. Hot colt safe stall ratio f. Service factor g. Overload/thermal damage curves h. Running cool time i. Stopped cool time E Operation and Maintenance (O&M) Data: 1. Submit in accordance with General Conditions and other applicable sections of the Contract Documents 1.04 QUALITY ASSURANCE A. Source Quality Control: 1. Perform individual motor test on motors over 1 hp. 2. Test shall be standard NEMA routine production test in accordance with MG 1-12.51, and consisting of following. a. No Toad running current. b. Locked rotor current. c. High potential test 030619.010 Section 16150 Page 2 of 7 d. Bearing inspection. 3. Provide motor data to motor control center (MCC) or motor starter supplier at time MCC is ordered to assure coordination of overcurrent protective devices. B Regulatory Requirements: 1. National Fire Protection Association (NFPA): a. NFPA No. 70 - National Electrical Code (NEC). 2. Underwriters Laboratories, Inc. (UL). 3. Local codes and ordinances. PART2 PRODUCTS 2.01 GENERAL A. Use of manufacturer's name and model or catalog number is for purpose of establishing standard of quality and general configuration desired. B. Unless otherwise specified, meet or exceed following. 1. High efficiency, equivalent to U.S. Motors premium efficiency for motors 5•hp and above. 2. Motors 1/2 hp and Larger: 3-ph, 60 Hz, 230/460 V. a. Squirrel cage type, NEMA B. b. Motor Housing and Bearing Brackets Cast grey iron with tensile strength of 30,000 psi. Do not provide rolled steel and aluminum. c. Secure bearing brackets to motor cast iron housing. Do not use bolt clamping methods. d. Provide dual voltage windings, 230/460 V. 3. Motors Less than 1/2 hp: 1-ph, 60 Hz, 115/230 V. Provide dual voltage windings, 115/230 V. 4. Suitable for continuous operation with line voltage variation within ±10% of rated voltage. 5. Suitable for continuous operation in 40°C ambient with 80°C temperature rise.. 6. Copper motor windings. C. Design for frequent starting. Coordinate with programming of motor protection devices, such as Multilin, for number of starts limitations. 030619.010 Section 16150 Page 3 of 7 D. Provide internal, 120 Vac, heaters sized per manufacturer's recommendations based on use and location. Provide stamped stainless steel nameplate with space heater wattage and voltage. Install heaters in lower winding area of vertical motors. E. Provide RTD's where required by specifications, by motor manufacturer or, where shown on drawings. Provide RTD's for upper and lower bearings and for three phase windings. (Not applicable for submersible motors.) F. Where used in conjunction with electronic variable speed drive units such as VFD's, coordinate with drive equipment manufacturer to provide a matched motor and drive system. Motor shall be capable of safe operation, without over heating, throughout full speed range of VFD. Failure to coordinate will result in any additional charges to be paid by Contractor at no additional cost to Owner. G Contractor to coordinate motors and MCC to assure starter, MCP and breaker sizes are satisfactory. Where required by high efficiency or high inrush motor design criteria, all devices shall be adjusted as required. Failure to coordinate will result in any additional charges to be paid by Contractor at no additional cost to Owner. 2 02 MANUFACTURERS A. U.S. Motors B. General Electric C. Marathon D As indicated in equipment specifications. E. Or equal, as approved by Engineer. 2 03 ENCLOSURES A. Open Dripproof (ODP): Indoor areas where clean, dry, and well ventilated. B. Totally Enclosed, Fan Cooled (TEFC): Indoor or outdoor areas where exposed to corrosive vapors, driving rain or washdown activities. 2 04 INSULATION A. Dripproof Motors: Class F, 1.15 service factor. 1. Two extra dips and bakes of epoxy varnish. B. Totally Enclosed Fan Cooled: Class F, 1.15 service factor. 1. Two extra dips and bakes of epoxy varnish. C. All Well Motors: 1600 volt insolation. 030619.010 Section 16150 Page 4 of 7 2 05 BEARINGS A. Ball or roller bearing type at manufacturer's option, unless specified in equipment sections of Specifications. B Support side thrust loadings. C. Regreaseable with alamite fittings extended to accessible location for Frame 250 and larger. D AFBMA B10 bearing life rated (flexible coupled) at 50,000 hrs. 2.06 SPEED A. As specified under equipment section. 2.07 TORQUE A. Breakdown torque shall be 200% or more of maximum torque load placed on motor shaft. B Provide necessary WK2 curves for special loads to coordinate with motors. C. Supply special motors where Toad requirements exceed standard design. 2.08 SLIDE RAILS AND SOLE PLATE A. As required for application. 2.09 SINGLE PHASE FRACTIONAL HP MOTORS A. Capacitor or open split phase start, unless otherwise specified. 2.10 THREE PHASE MOTORS A. Provide horizontal or vertical squirrel cage induction motors for standard duty. B. Full voltage starting or as specified in equipment sections of Specifications or on Drawings. C. Low pass filter protection for VFD driver motors 30 hp to 200 hp where conductor length between VFD and motor exceeds 50 feet. 2.11 SUBMERSIBLE ELECTRIC MOTOR A. Motor 1. The motor shall be constructed of material suitable for their application from the standpoints of corrosion resistance and mechanical performance. 2. The motor shall be of the squirrel -cage induction type, suitable for across -the -line 030619.010 Section 16150 Page 5 of 7 starting, designed to directly couple to the bottom of the pump utilizing a NEMA flange. It shall be capable of continuous operation under water at the specified conditions. 3. The motor shall be designed forwater-filling, water-cooling, and water lubrication. Oil or grease lubricated motors are not acceptable. 4. The stator shall be hermetically sealed canned type consisting of a core of resin - impregnated windings within a watertight stainless steel enclosure. 5. The motor shall be filled with a mixture of water and propylene glycol, equipped with a diaphragm for pressure equalization, and a check valve to allow water into the motor. 6. The motor temperature shall be rated no higher than the allowable operating temperature of the motor thrust, radial bearings, and upthrust bearings and in no case shall it exceed the temperature rating of the insulation class used to wind the motor. 7. The bearings shall be of ample capacity to carry the weight of all parts plus the maximum hydraulic thrust generated by the submersible vertical turbine pump. 8. Suitable precautions shall be taken to restrict sand, silt, or foreign material from entering the motor. 9. The maximum motor diameter and the minimum inside diameter of the well's conductor casing shall be in such relationship that under any operating condition the water velocity past the motor does not exceed 12 ft. per second and not less than 0 5 ft. per second 10. Motors to have service factor of 1.15. 11. Where Design B, high inrush, type motors are provided, pump vendor shall submit for approval prior to Bidding. Where these motors are furnished, pump vendor is to coordinate with electrical equipment vendor. Failure to do so will be fully at cost of Contractor at no cost to Owner. B. Submersible Cable 1. Pump cable shall be sized to limit the voltage drop to no more than 5%. The flat cable shall consist of 3 or more separate insulated conductors, plus a ground or a single flat cable assembly consisting of 3 or more insulating conductors, plus a ground. Each conductor shall be insulated by plastic insulation or synthetic rubber suitable for continuous immersion in water. 2. Individual conductors and/or cable assembly must be jacketed with an oil- and - water resistant synthetic rubber, metal, or other suitable mechanically protective material. 3. The flat cable shall have sufficient conductor area to meet the ICEA code for operation in air. The connecting electrical cable from the starting equipment to 030619.010 Section 16150 Page 6 of 7 the surface plate shall comply with local codes or the National Electric Code, whichever governs. 4. The flat cable shall be secured to the column pipe at 10 foot intervals with stainless steel clamps. 5. For every 50 feet of setting, 3 foot of extra flat cable shall be supplied plus an additional 10 feet beyond the surface plate shall be supplied. 6. The electrical conductors shall be protected by a corrosion resistant mechanical shield where they pass the pump bowl. All cable fittings and terminals shall be watertight at the pressure encountered in use. 8. Cables shall not be spliced from point of entry into motor to point of exit at well head. PART3 EXECUTION 3.01 GENERAL Install in accordance with manufacturer's written instructions, applicable requirements of NEC, NECA "Standard of Installation," and recognized industry practices. 3.02 ALIGNMENT A. Contractor furnishing motor shall be responsible for alignment. B. Check alignment of motors prior to startup. C. Motors over 50 hp shall have alignment and balance checked using test equipment specially designed for this purpose END OF SECTION 030619.010 Section 16150 Page 7 of 7 SECTION 16160 CABINETS AND ENCLOSURES PART1 GENERAL 1.01 SECTION INCLUDES A. Cabinets and enclosures for housing of control panels and motor controls. 1.02 REFERENCES A. National Electrical Manufacturers Association (NEMA). 1. 250 - Enclosures for Electrical Equipment (1000 volts maximum) NEMA 3 - Enclosures for outdoor use primarily to provide a degree of protection against windblown dust, rain, and sleet; undamaged by formation of ice on the enclosure. b. NEMA 12 - Enclosures for indoor use primarily to provide a degree of protection against dust, falling dirt, and dripping non -corrosive liquids B American National Standards Institute/National Fire. Protection Association (ANSI/NFPA), NFPA 70 - National Electrical Code (NEC), Article 373 - Cabinets, Cutout Box, and Meter Socket Enclosures. C. Underwriters Laboratories (UL), UL 50 - Safety for Cabinets and Boxes. 1.03 MEASUREMENT AND PAYMENT A. Unless listed in the Bid Schedule, no separate payment for work performed under this section Include cost of same in lump sum bid price. 1.04 SUBMITTALS A. Submit the following under provisions of Section 01350 - Submittals: 1. Manufacturer's cut sheets, catalog data 2. Instruction for handling and storage 3. Installation instructions 4. Dimensions and weights 5. Code compliance certificate 6. Test report 030619.010 Section 16160 Page 1 of 4 7. Conformance certificate 1.05 DELIVERY, STORAGE AND HANDLING A. Have cabinets and enclosures packed and crated to permit ease of handling and to provide protection from damage during shipping, handling and storage. PART2 PRODUCTS 2.01 ACCEPTABLE MANUFACTURERS A. The EMF Company B Hennessey Products, Inc. C Hoffman Industrial Products D Pauluhn Electric Manufacturing Company 2 02 MATERIALS AND EQUIPMENT A. Sheet Metal Boxes 1. Provide enclosures manufactured in accordance with NEMA 250 from type 5052 H-32 aluminum, and conforming requirements of NEMA 12 for indoor service and NEMA 3 for outdoor service and NEC Article 373. 2. Dimensions and special features are shown on the Drawings. 3. Construct enclosures of heavy gage aluminum with continuously welded seams ground smooth. 4. Material thickness and bracing requirements shall be determined by the manufacturer to provide the strength required by the standard listed The bracing shall be provided in such a way as to minimize the protrusion into the wiring and the equipment spaces. 5. Install the door with a continuous stainless steel continuous hinge, stainless steel padlock handle with gasket and all stainless steel hardware. 6. Furnish the door with oil -resistant neoprene gasket attached with oil -resistant adhesive and held in place with aluminum retaining strips. 7 Use a single one door handle that provides a 3-point latching through latch rods with rollers. 8. Gasketed overlapping doors may be used instead of a center post. Provide heavy duty lifting eyes of suitable material. 030619.010 Section 16160 Page 2 of 4 10. Fabricate the enclosure with a stud mounted steel panel painted with white enamel finish. 11. Equip both NEMA 12 and NEMA 3 enclosures with thermostatically controlled space heaters and corrosion inhibitors. A cooling fan package with filtered intake and exhaust may be provided for the NEMA 12 (indoor) enclosure only if heat build-up exceeds normal convection cooling. ******************************************************************************************************** 12. Weld mounting feet to the enclosure, if called for on the Drawing. 13. Include a high impact plastic data pocket in the enclosure. 14. Provide ground connections on the enclosures to enable grounding of the enclosure with a No. 2 AWG conductor. B. Hardware 1. Mounting Hardware' Stainless steel 2. Conduit Connectors: Watertight as manufactured by Myers Hubs, or equal. 2.03 TESTING A. Test cabinets and enclosures in accordance with UL 50 so unit qualifies for a UL label. PART3 EXECUTION 3.01 PREPARATION A. Review Drawings and determine how many enclosures of each kind are required and check if supplied quantity is sufficient. B. Check the mounting pads or foundations for proper mounting dimensions and features, including grounding conductor stub -up. 3.02 INSTALLATION A. Enclosures described in this specification may be used in either inside and outside locations, but only above grade. B. Install enclosures in accordance with NEC Article 373 in locations as indicated on the Drawings. C. Install enclosures in readily accessible locations to facilitate general operations, wire pulls, maintenance and repair. D. Plug unused conduit openings. 030619.010 Section 16160 Page 3 of 4 E Make conduit connections to the enclosures with watertight conduit connectors. END OF SECTION 030619.010 Section 16160 Page 4 of 4 SECTION 16195 ELECTRICAL IDENTIFICATION PART1 GENERAL 1.01 SUMMARY A. Section Includes: 1. Identification of electrical materials, equipment, and installations. 1.02 SUBMITTALS A. Submit all products covered under this specification for Engineer's approval. B Product Data: 1. Submit for each type of product specified. C. Samples: 1. Submit for each color, lettering style, and or graphic representation required for identification. materials; samples of labels and signs. D Miscellaneous: 1. Schedule of identification nomenclature to be used for identification signs and labels 1.03 QUALITY ASSURANCE A. Regulatory Requirements: 1. National Electrical Code: Components and installation shall comply with NFPA 70 B. Comply with ANSI C2. PART2 PRODUCTS 2.01 RACEWAY AND CABLE LABELS A. Manufacturer's Standard Products: Where more than one type is listed for specified application, selection is Installer's option, but provide single type for each application category. Use colors prescribed by ANSI A13.1, NFPA 70, or as specified elsewhere B. Conform to ANSI A13.1, Table 3, for minimum size of letters for legend and minimum length of color field for each raceway or cable size. 030619.010 Section 16195 Page 1 of 7 1. Color: Black legend on orange field. 2 Legend: Indicates voltage. C. Pre -tensioned, Wraparound Plastic Sleeves: Flexible, preprinted, color coded, acrylic bands sized to suit diameter of line it identifies and arranged to stay in place by pre - tensioned gripping action when placed in position. D. Colored Adhesive Tape: Self adhesive vinyl tape not less than 3 mils thick by 1 to 2 in. wide (0 08 mm thick by 25 to 51 mm wide). E. Underground Line Warning Tape: Permanent, bright colored, continuous printed, vinyl tape with following features: 1. Size: Not Tess than 6 in. wide by 4 mils thick (152 mm wide by 0.102 mm thick). 2 Compounded for permanent direct burial service. 3. Embedded continuous metallic strip or core. 4. Printed Legend: Indicates type of underground line. Tape Markers: Vinyl or vinyl cloth, self adhesive, wraparound type with preprinted numbers and letters. G Aluminum, Wraparound Marker Bands: Bands cut from 0.014 in. (0.4 mm) thick aluminum sheet, with stamped or embossed legend, and fitted with slots or ears for permanently securing around wire or cable jacket or around groups of conductors H. Plasticized Card Stock Tags: Vinyl cloth with preprinted and field printed legends. Orange background, except as otherwise indicated, with eyelet for fastener. Aluminum Faced Card Stock Tags: Wear resistant, 18 point minimum card stock faced on both sides with embossable aluminum sheet 0.002 in. (0.05 mm) thick, laminated with moisture resistant acrylic adhesive, and punched for fastener. Preprinted legends suit each application. J. Brass or Aluminum Tags: Metal tags with stamped legend, punched for fastener. Dimensions: 2 by 2 in. (51 by 51 mm) by 0.05 in. (1.3 mm) 2.02 ENGRAVED NAMEPLATES AND SIGNS A. Manufacturer's Standard Products: Where more than one type is listed for specified application, selection is Installers option, but provide single type for each application category. Use colors prescribed by ANSI A13.1, NFPA 70, or as specified elsewhere. B. Engraving stock, melamine plastic laminate, 1/16 in. (1.6 mm) minimum thick for signs up to 20 sq. in. (129 sq. cm), 1/8 in. (3.2 mm) thick for larger sizes. 1. Engraved Legend: Black letters on white face. 030619.010 Section 16195 Page 2 of 7 2. Punched for mechanical fasteners. C. Baked Enamel Signs for Interior Use: Preprinted aluminum signs, punched for fasteners, with colors, legend, and size as indicated or as otherwise required for application. 1/4 in. (6 4 mm) grommets in corners for mounting. D Exterior, Metal Backed, Butyrate Signs: Wear resistant, nonfading, preprinted, cellulose acetate butyrate signs with 0.0396 in. (1 mm), galvanized steel backing, with colors, legend, and size appropriate to application 1/4 in. (6.4 mm) grommets in corners for mounting. E Fasteners for Plastic Laminated and Metal Signs: Self tapping stainless steel screws or No. 10/32 stainless steel machine screws with nuts flat washers and lock washers. 2.03 MISCELLANEOUS IDENTIFICATION PRODUCTS A. Cable Ties: Fungus -inert, self extinguishing, 1 piece, self locking, Type 6/6 nylon cable ties with following features: 1. Minimum Width: 3/16 in. (5 mm). 2. Tensile Strength: 50 lb (22.3 kg) minimum. 3. Temperature Range: Minus 40 to 185° F (Minus 4 to 85°C). 4. Color: As indicated where used for color coding. B Paint: Alkyd -urethane enamel. Primer as recommended by enamel manufacturer. PART3 EXECUTION 3.01 INSTALLATION A. Install identification devices according to manufacturer's written instructions. B. Install labels where indicated and at locations for best convenience of viewing without interference with operation and maintenance of equipment. C. Lettering, Colors, and Graphics: Coordinate names, abbreviations, colors, and or designations used for electrical identification with corresponding designations used in Contract Documents or required by codes and standards. Use consistent designations throughout Project. D, Sequence of Work: Where identification is to be applied to surfaces that require finish, install identification after completion of finish work E Self Adhesive Identification Products: Clean surfaces of dust, loose material, and oily films before applying. 030619.010 Section 16195 Page 3 of 7 F Identifyfeeders over 600 V with 'DANGER -HIGH VOLTAGE" in black letters 2 in. (51 mm) high stenciled with paint at 10 ft (3 m) intervals over continuous painted orange background. Identify followings 1. Entire floor area directly above conduits running beneath and within 12 in. (305 mm) of basement or ground floor that is in contact with earth or is framed above un-excavated space 2. Wall surfaces directly external to conduits concealed within wall. 3. All accessible surfaces of concrete envelope around conduits in vertical shafts, exposed in building, or concealed above suspended ceilings. 4. Entire surface of exposed conduits. G Install painted identification as follows: 1. Clean surfaces of dust, loose material, and oily films before painting. 2. Prime Surfaces: For galvanized metal, use single component, acrylic vehicle coating formulated for galvanized surfaces. For concrete masonry units, use heavy duty acrylic resin block filler. For concrete surfaces, use clear, alkali resistant, alkyd binder type sealer. 3. Apply one intermediate and one finish coat of silicone alkyd. enamel. 4. Apply primer and finish materials according to manufacturer's instructions. H. Identify Raceways and Exposed Cables of Certain Systems with Color Banding@ Band exposed and accessible raceways of systems listed below for identification. 1. Bands: Pre -tensioned, snap around, colored plastic sleeves colored adhesive tape; or combination of both Make each color band 2 in. (51 mm) wide, completely encircling conduit, and place adjacent bands of 2 color markings in contact side by side. 2. Locate bands at changes in direction, at penetrations of walls and floors, at 50 ft (15 m) maximum intervals in straight runs, and at 25 ft (7.6 m) in congested areas. Colors: As follows: a. Fire Alarm System. Red. b. Fire Suppression Supervisory and Control System. Red and yellow. c. Combined Fire Alarm and Security System. Red and blue d. Security System Blue and yellow. e. Mechanical and Electrical Supervisory System Green and blue. f. Telecommunications System Green and yellow. 030619.010 Section 16195 Page 4 of 7 I. Install Caution Signs for Enclosures Over 600 V: Use pressure sensitive, self-adhesive label indicating system voltage in black, preprinted on orange field. Install on exterior of door or cover. Install Circuit Identification Labels on Boxes: Label externally as follows: 1. Exposed Boxes: Pressure sensitive, self adhesive plastic label on cover. 2. Concealed Boxes: Plasticized card stock tags. 3. Labeling Legend: Permanent, water proof listing of panel and circuit number or equivalent. K. Identify Paths of Underground Electrical Lines: During trench backfilling, for exterior underground power, control, signal, and communications lines, install continuous underground plastic line marker located directly above line at 6 to 8 in. (150 to 200 mm) below finished grade Where multiple lines installed in common trench or concrete envelope do not exceed an overall width of 16 in. (400 mm), use single line marker. 1. Install line marker for underground wiring, both direct buried and in raceway. L Color Code Conductors: Secondary service, feeder, and branch circuit conductors throughout secondary electrical system 1. Field applied, color coding methods maybe used in lieu of factory coded wire for sizes larger than No. 10 AWG. a. Colored pressure sensitive plastic tape in half lapped turns for distance of 6 in. (150 mm) from terminal points and in boxes where splices or taps are made. Apply last 2 turns of tape with no tension to prevent possible unwinding. Use 1 in (25 mm) wide tape in colors as specified. Adjust tape bands to avoid obscuring cable identification markings. b. Colored cable ties applied in groups of 3 ties of specified color to each wire at each terminal or splice point starting 3 in. (76 mm) from terminal and spaced 3 in (76 mm) apart Apply with special tool or pliers, tighten to snug fit, and cut off excess length. System Voltage 120/240 Volt 1 Ph/3w 120/208 Volt 3Ph/4w 120/240 Volt 3Ph/4w 277/480 Volt 3Ph/4w Motor Control Ground A Black Black Black Brown 1 2 3 Green B C Red Red Orange Purple Black Red Blue Neutral White Blue White Blue White Yellow Grey 030619.010 Section 16195 Page 5 of 7 M. Power Circuit Identification: Use metal tags or aluminum wraparound marker bands for cables, feeders, and power circuits in vaults, pull boxes, junction boxes, manholes and switchboard rooms. 1. Legend: 1/4 in. (6.4 mm) steel letter and number stamping or embossing with legend corresponding to indicated circuit designations 2. Fasten tags with nylon cable ties; fasten bands using integral ears. N. Apply identification to conductors as follows: 1. Conductors to Be Extended in Future: Indicate source and circuit numbers. 2. Multiple Power or Lighting Circuits in Same Enclosure: Identify each conductor with source, voltage, circuit number, and phase. Use color coding for voltage and phase indication of secondary circuit. 3. Multiple Control and Communications Circuits in Same Enclosure: Identify each conductor by its system and circuit designation. Use consistent system of tags, color coding, or cable marking tape. O. Apply warning, caution, and instruction signs and stencils as follows: 1. Install warning, caution, and instruction signs where indicated or required to ensure safe operation and maintenance of electncal systems and of items to which they connect. Install engraved, plastic laminated instruction signs with approved legend where instructions or explanations are needed for system or equipment operation. Install butyrate signs with metal backing for outdoor items. 2. Emergency Operating Signs: Install engraved laminate signs with white legend on red background with minimum 3/8 in. (9 mm) high lettering for emergency instructions on power transfer, Toad shedding, and or emergency operations. P Install identification as follows: 1. Applyequipment identification labels of engraved plastic laminate on each major unit of equipment, including central or master unit of each system. This includes communication, signal, and alarm systems, unless units are specified with their own self-explanatory identification. Except as otherwise indicated, provide single line of text with 1/2 in (13 mm) high lettering on 1 1/2 in (38 mm) high label; where 2 lines of text are required, use lettering 2 in. (51 mm) high. Use black lettering on white field. Apply labels for each unit of following categories of equipment a. Panelboards, electrical cabinets, and enclosures. b. Access doors and panels for concealed electrical items. c. Electrical switchgear and switchboards d. Electrical substations. e. Motor control centers. f. Motor starters. g. Push button stations. h. Power transfer equipment. 030619.010 Section 16195 Page 6 of 7 i. Contactors j. Remote controlled switches. k. Dimmers. I. Control devices. m. Transformers. n. Inverters. o. Rectifiers. p. Frequency converters. q. Battery racks. r Power generating units. s. Telephone equipment. 2. Apply designation labels of engraved plastic laminate for disconnect switches, breakers, push buttons, pilot lights motor control centers, and similar items for power distribution and control components above except panelboards and alarm/signal components where labeling is specified elsewhere. For panelboards, provide framed, typed circuit schedules with explicit description and identification of items controlled by each individual breaker. END OF SECTION 030619.010 Section 16195 Page 7 of 7 SECTION 16290 LOW -VOLTAGE SURGE PROTECTION PART 1 GENERAL 1.01 SUMMARY A. This specification covers over voltage transient and lightning protection of low -voltage power applications for service entrances and sub -distribution panels used to power a facility or equipment. The enclosure includes a hybrid circuit consisting of an arc -gap component and an metal oxide varistor component. 1.02 SECTION INCLUDES A. Performance Specifications B Approved Manufacturers and Model Numbers C. Functional and Operational Guidelines 1.03 REFERENCE A. IEC 1024-1:1990/ENV 61 024-1:1995/DIN V ENV 61 024-1 NDE V 0185 part 100:1996- 08. Protection of structures against lightning - Part 1. general principles B. NEC, The National Electrical Code C EN50022: 1977/DIN EN 50 022:1978-05. Low voltage switchgear and controlgear for industrial use, mounting rails for fixing terminal blocks D. ANSI/IEEE (C62.41-1991) IEEE Recommended practice on surge voltages in low voltage AC power circuits. E IEC 529:1989/EN 60 529: 1991/DIN VDE 0470-1: 1992-11. Type of protection through housing (IP Code). F DIN VDE 0675-6: 1989-11, draft Surge arresters for use in ac supply systems with rated voltages ranging from 100 to 1000V. PART2 PRODUCTS 2.01 GENERAL A. Equipment power protection shall be accomplished by two -stage protection. B. All wiring, hardware, and connection means shall be in compliance with the National Electrical Code and/or applicable local codes. 030619.010 Section 16290 Page 1 of 4 2 02 MOUNTING A. All suppressors components shall have integral mounting brackets to attach to 35mm DIN rail conforming to DIN EN50022. The suppressors may be pre -mounted on a rail or electrical enclosure The DIN rail and enclosure will be electrically grounded. B The suppressor shall be mounted as close as possible to the equipment. C. Mounting guidelines will be followed as indicated in installation instruction provided by manufacturer 2:03 WIRE CONNECTIONS A. Wires shall be attached to the suppressor by means of a cable -clamping terminal block activated by a screw. Connections shall be gas -tight, and the terminal block shall be fabricated of non-ferrous non -corrosive materials. B All wiring points and plug connections shall be "touch safe" with no live voltages that can make contact with a misplaced finger in accordance with IEC 529. C Service Entrance and Sub -Distribution protection devices shall be wired on the load side of the distribution box. 2.04 EQUIPMENT A. Lightning Arrester and Transient Voltage Suppressor 1. The enclosure shall consist of two stage protection. The lightning arrester components shall have a protection level of 900 volts. 2. The lightning arrester components shall have a maximum rated operating voltage of at least 330 VAC from line to ground. 3. The lightning arrester components shall be tested to withstand at least 50 kA of lightning test current of a (10/350)ps waveform described by IEC 1024/Appli Guide A. 4. The lightning arrester components shall be able to quench 50 kA of follow (short circuit) current without properly sized over -current devices opening 5. The lightning arrester components shall have a response time of 1 us or faster. 6. The lightning arrester components shall have an operating temperature range of at least -40°C to +85°C. 7 The lightning arrester components shall be wired in series with a 100 amp rated fuse specifically designed for use with surge protection devices 8. The transient voltage suppressors shall be designed to withstand a one time surge of up to a 40 kA test current of a (8/20)ps waveform according to IEC 1024 Application Guide A and ANSI/IEEE C62 41 Category C Area 030619.010 Section 16290 Page 2 of 4 9. The transient voltage suppressors shall have a SPDT contact rated for 250 VAC, 1 amp used for remote indication/visual indicator of circuit integrity 10. The transient voltage suppressors shall have a rating of IP20 according to IEC 529. Replacing a plug shall not require the removal of any wires nor shall it interrupt the power to the protected. Bases shall have the ability to be coded to accept only the correct voltage plug 11. The transient voltage suppressors shall have integral label holder to mark each terminal block. 12. The transient voltage suppressors shall have an operating temperature range of at least -25°C to +75°C 2.05 MANUFACTURERS A. Phoenix Contact Inc., P.O. Box 4100, Harrisburg, PA 17111, 717-944-1300 2.06 EXISTING PRODUCTS A. Service Entrance Lightning AND Surge Voltage Protection (panel mounted) 1. For 480/277 VAC systems incorporating front -panel TVSS and fuse status indication. Phoenix Contact model "FLASH -VALVE ENCL w/LTS 480/277" part number 5602201" 2 For 240/208/120 VAC systems incorporating front -panel TVSS and fuse status indication Phoenix Contact model "FLASH -VALVE ENCL w/LTS 240/208/120", part number 5602202" 3. For 480/277 VAC systems. Phoenix Contact model "FLASH -VALVE ENCL 480/277", part number 5602744 4. For 240/208/120 VAC systems Phoenix Contact model "FLASH -VALVE ENCL 240/208/120', part number 5602745 5. For 480/277 VAC systems incorporating front -panel TVSS and fuse status indication in a corrosive resistant enclosure (NEMA 4X, 316 Stainless Steel): Phoenix Contact model "FLA-VAL ENC-N4Xw/LTS 480/277', part number 5602746. 6. For 240/208/120 VAC systems incorporating front -panel TVSS and fuse status indication in a corrosive resistant enclosure (NEMA 4X, 316 Stainless Steel): Phoenix Contact model "FLA-VAL ENC-N4Xw/LTS 240/208/120", part number 5602747. 7 For 480/277 VAC systems in a corrosive resistant enclosure (NEMA 4X, 316 Stainless Steel): Phoenix Contact model "FLASH -VALVE ENCL-N4X 480/277", part number 5602732 030619.010 Section 16290 Page 3 of 4 8. For 240/208/120 VAC systems in a corrosive resistant enclosure (NEMA 4X, 316 Stainless Steel): Phoenix Contact model "FLASH -VALVE ENCL-N4X 240/208/120', part number 560273 9, Others as pre -approved by Engineer. PART 3 EXECUTION 3.01 INSTALLERS A. Installers of low -voltage lightning arresters shall be knowledgeable, and if required, certified, in all applicable electrical practices, standards, codes and wiring techniques as they pertain to installing surge suppressors. . Installers shall follow all applicable safety standards. C Installers shall follow manufacturer's installation instructions. D Installer shall mount SPD devices to keep phase and ground conductor as short as possible and free of sharp bends in conductors. Phase conductors to be equal length. Installer shall make corrections to installation as directed by Engineer. END OF SECTION 030619.010 Section 16290 Page 4 of 4 SECTION 16401 ELECTRIC SERVICE PART 1 GENERAL 1.01 SUMMARY A. Electric Utility Charges: 1. Electric Utility charges for extension of distribution system to point of service termination and meters will be paid by Owner, except where bid allowance is indicated or, except where noted otherwise on plans or in other specifications. 1.02 DEFINITIONS A. Electric Utility: Local Electric Power Company. 1.03 QUALITY ASSURANCE A. Regulatory Requirements: 1. National Fire Protection Association (NFPA): a. NFPA No. 70-93 - National Electrical Code (NEC). PART 2 PRODUCTS 2.01 ELECTRIC SERVICE A. Electric Service Characteristics: 1. As indicated on Drawings and provided by Electric Utility. PART 3 EXECUTION 3.01 PREPARATION A. Confirmation of Electric Service: 1. Consult with Electric Utility to verify service information specified and shown on Drawings. 2. Include deviations required by Electric Utilityfrom contract documents to comply with Electric Utility standards and requirements. 3. Relocate service pole or structure up to (10) ten feet to maintain clearance required by Electric Utility Company or to maintain other clearances. 030619.010 Section 16401 Page 1 of 2 B. Metering: 1. Consult with Electric Utility regarding service entrance requirements and metering equipment 2 Install metering equipment and empty conduit for metering conductors to meet standards and requirements of Electric Utility. C. Application for Electric Service. 1. Obtain required forms from Electric Utility. 2 Assist Owner in completion of forms and deliver completed forms to Electric Utility. • 3. Coordinate schedule for installation of electric service with Electric Utility. 4. Notify utility company, within 30 days of project start date, that permanent service will be required for this project. Specify date required and location of project. END OF SECTION 030619.010 Section 16401 Page 2 of 2 SECTION 16402 UNDERGROUND DUCT BANKS PART1 GENERAL 1.01 SECTION INCLUDES A. Underground electrical duct banks. 1.02 REFERENCES A. National Fire Protection Association (NFPA): No. 70 - National Electrical Code (NEC) Appendix B. 1.03 SUBMITTALS A. Submit all products covered under this specification for Engineer's approval. B. Catalog cut sheets of the ducts and spacers. 1.04 DELIVERY, STORAGE AND HANDLING A. Have duct spacers and associated hardware packed and crated to avoid damage during shipment and handling. B. Clearly mark packages or crates stating that the material is for electrical duct banks only. PART2 PRODUCTS 2.01 ACCEPTABLE MANUFACTURERS A. Thomas and Betts. B. Underground Devices Inc. C. Walker Division, Butler Manufacturing Company. 2.02 MATERIALS AND EQUIPMENT A. Conduit. Construct ducts using schedule 80 rigid PVC conduit. Refer to Section 16111- Conduit, Fittings and Bodies. B. Spacers. Secure conduit with non-magnetic, universal, interlocking -type spacers for both horizontal and vertical duct arrangements. C. Concrete. Use steel reinforced, red concrete as duct encasement. 030619.010 Section 16402 Page 1 of 3 PART3 EXECUTION 3.01 PREPARATION A. Verify from Drawings and field survey that the location of ductbanks does not interfere with any existing or new underground facilities. B. Verify that materials are on site in proper condition and that sufficient quantity is on hand for the work. C. Verify that trenches are in the correct places and prepared with sufficient depth and width to accommodate the duct banks, reinforcing rod, and concrete. D. Be prepared for inspection of the duct banks before reinforcing rod is installed. E Before pouring concrete, verify that the ducts are free of debris and properly installed in the support and spacer systems and that the ducts are properly fitted together and firmly held in place by the hold down hardware. F. Provide 24-hour notice to Engineer and the Local Code Inspector for cover-up inspection before pouring electrical conduit ductbanks. 3.02 INSTALLATION A. Use the size and types of conduit as indicated on the Drawings for the various duct banks required for the project. B Make duct bank installations and penetrations through foundation walls watertight. Assemble duct banks using non-magnetic saddles, spacers and separators Position separators to provide 2-inch minimum concrete separation between the outer surfaces of the conduits. Provide a 3-inch minimum concrete covering on both sides top and bottom of concrete envelopes around conduits. Add red dye at the rate of 10 pounds per cubic yard to concrete used for envelopes for easy identification during subsequent excavation. E Firmly fix ducts in place during pouring of concrete. Carefully spade and vibrate the concrete to ensure filling of spaces between ducts. F Make bends with sweeps of radius not Tess than 6 times the smallest diameter of the raceway. G. Make a transition from non-metallic to metallic rigid conduit where duct banks enter structures or turn upward for continuation above grade H. Make bends of 30 degrees or more using rigid galvanized steel. 1. Reinforce duct banks throughout, where indicated on the Drawings. 1. Unless otherwise noted on the Drawings, reinforce with No. 5 longitudinal steel 030619.010 Section 16402 Page 2 of 3 bars placed at each corner and along each face at a maximum parallel spacing of 12 inches on centers, and No 5 tie -bars transversely placed at 18-inch maximum longitudinal intervals. 2. Maintain a maximum clearance of 2 inches from bars to the edge of the concrete encasement. J. Where ducts enter structures such as handholes, manholes, pullboxes, or buildings, terminate the ducts in suitable end bells, insulated L-bushings, Meyers hubs or couplings on steel conduits. Tag conduit entering pull boxes with stamped, stainless steel tags. Identify as designated in cable and conduit schedule. Do not backfill with material containing large rock, paving materials, cinders, large or sharply angular substances, corrosive material, or other materials which can damage or contribute to corrosion of ducts or prevent adequate compaction of fill. L. Install a bare stranded copper duct bank ground in each duct bank envelope. Make ground electrically continuous throughout the entire duct bank system. Connect ground to switchgear and MCC ground buses and to steel conduit extensions of the underground duct system. M. After completion of the duct bank and prior to pulling cable, pull a mandrel, not less than 12 inches long and with a cross section approximately one-fourth inch less than the inside cross section of the duct, through each duct. Then pull a rag swab or sponge through to remove any particles of earth, sand or gravel that may have been left in the duct. Repull the rag or sponge swab until the swab emerges clean. N. Use hemp rope to pull conductors into PVC conduit. Do not use nylon or wire cable for this purpose. Install a warning ribbon approximately 12 inches belowfinished grade over underground duct banks. Refer to Section 16195 - Electrical Identification. P. For manholes and pull boxes below grade, install wire racks to support cables properly around the perimeter and keep them dry. Q. For manholes and pull boxes below grade, construct a french drain, or other drainage as detailed on the Drawings. END OF SECTION 030619.010 Section 16402 Page 3 of 3 SECTION 16452 GROUNDING PART1 GENERAL 1.01 SUMMARY A. Section includes: 1. Solid grounding of electrical systems and equipment 2. Basic requirements for grounding for protection of life, equipment, circuits, and systems. 3. Grounding requirements specified in this Section may be supplemented in other sections of these Specifications. 1.02 REFERENCES A. American Society for Testing and Materials (ASTM): 1. B3-90 Standard Specification for Soft or Annealed Copper Wire. 2 B8-90 - Standard Specification for Concentric -Lay -Stranded Copper Conductors, Hard, Medium -Hard, or Soft B33-91 - Standard Specification for Tinned Soft or Annealed Copper Wire for Electrical Purposes. 4. E699 E1-79 - Standard Criteria for Evaluation of Agencies Involved in Testing, QualityAssurance, and Evaluating Building Components in Accordance with Test Methods Promulgated by ASTM Committee E-6 B. National Fire Protection Association (NFPA): 1. NFPA 78-89 - Lightning Protection Code. C. Underwriter's Laboratories (UL) 1. 467 84 - UL Standard for Safety Grounding and Bonding Equipment. 1.03 SUBMITTALS A. Submit all products covered under this specification for Engineer's approval. B. Test Results: 1. Report of field tests and observations certified by Contractor. 030619.010 Section 16452 Page 1 of 8 1.04 QUALITY ASSURANCE A. Items provided under this section shall be listed OR labeled by UL or other Nationally Recognized Testing Laboratory (NRTL). 1. Term "NRTL" shall be as defined in OSHA Regulation 1910.7. 2. Terms ' listed" and "labeled" shall be as defined in National Electrical Code, Article 100. B. Regulatory Requirements: 1. National Electrical Code (NEC): Components and installation shall comply with National Fire Protection Association (NFPA) 70. PART2 PRODUCTS 2.01 GROUNDING AND BONDING PRODUCTS A. Products: Of types indicated and of sizes and ratings to comply with current NEC Where types, sizes, ratings and quantities indicated are in excess of current NEC requirements, more stringent requirements and greater size, rating, and quantity indications govern. B. Conductor Materials' Copper. 2.02 WIRE AND CABLE CONDUCTORS A. Comply with Section 16120. Conform to NEC Table 8, except as otherwise indicated, for conductor properties, including stranding. B. Equipment Grounding Conductor: Green insulated. C. Grounding Electrode Conductor: Stranded cable. D. Bare Copper Conductors: 1. Solid Conductors: ASTM B3. 2. Assembly of Stranded Conductors: ASTM B8. 3. Tinned Conductors: ASTM B33. 2.03 MISCELLANEOUS CONDUCTORS A. Ground Bus: Bare annealed copper bars of rectangular cross section. B. Braided Bonding Jumpers: Copper tape, braided No. 30 gage bare copper wire, terminated with copper ferrules, 030619.010 Section 16452 Page 2 of 8 C. Bonding Strap Conductor/Connectors: Soft copper, 0.05 in. thick and 2 in. wide, except as indicated. 2.04 CONNECTOR PRODUCTS A. General' Listed and labeled as grounding connectors for materials used. B. Pressure Connectors. High -conductivity -plated units. C. Bolted Clamps: Heavy-duty units listed for application. D. Exothermic Welded Connections: Provide in kit form and select for specific types, sizes, and combinations of conductors and other items to be connected. 2.05 GROUNDING ELECTRODES A. Ground Rods: Copper -clad steel with high -strength steel core and electrolytic -grade copper outer sheath, molten welded to core. 1. Size: 3/4 inch by 10 feet unless otherwise indicated. B. Plate Electrodes: Copper plates, minimum 0.10 in. thick, size as indicated. PART3 EXECUTION 3.01 APPLICATION A. Equipment Grounding Conductor Application: Complywith NEC Article 250 for sizes and quantities of equipment grounding conductors, except where larger sizes or more conductors are indicated. 1. Install separate insulated equipment grounding conductors with circuit conductors. a. Raceway may be used as equipment ground conductor where feasible in non -hazardous areas and permitted by current NEC for lighting circuits and receptacle circuits. b. Install insulated equipment ground conductor in nonmetallic raceways unless designated for telephone or data cables. B. Underground Conductors: Bare, tinned, stranded copper except as otherwise indicted. C. Signal and Communications: For telephone, alarm, instrumentation and communication systems, provide #4 AW G minimum green insulated copper conductor in raceway from grounding electrode system to each terminal cabinet or central equipment location D. Ground separately derived systems required by NEC to be grounded in accordance with NEC paragraph 250-26. 030619.010 Section 16452 Page 3 of 8 E Metal Poles Supporting Outdoor Lighting Fixtures. Ground pole to grounding electrode as indicated in addition to separate equipment grounding conductor run with supply branch circuit Connections to Lightning Protection System. Bond grounding conductors or grounding conductor conduits to lightning protection down conductors or grounding conductors in compliance with NFPA 78. G Common Ground Bonding With Lightning Protection System. 1. Bond electric power system ground directly to lightning protection system grounding conductor at closest point to electric service grounding electrode. 2. Use bonding conductor sized same as system ground conductor and installed in conduit. 3.02 INSTALLATION A. Generals Ground electrical systems and equipment in accordance with current NEC requirements except where Drawings or Specifications exceed NEC requirements. Ground Rods: 1. Locate minimum of one -rod length from each other and at least same distance from any other grounding electrode. 2. Interconnect ground rods with bare conductors buried at least 24 in. below grade. 3. Connect bare -cable ground conductors to ground rods by means of exothermic welds except as otherwise indicated. 4. Make connections without damaging copper coating or exposing steel. 5. Use 3/4-inch by 10-ft. ground rods except as otherwise indicated. 6. Drive rods until tops are 6 inches below finished floor or final grade except as otherwise indicated. C. Metallic Water Service Pipe: 1. Provide insulated copper ground conductors, sized as indicated, in conduit from building main service equipment, or ground bus, to main metallic water service entrances to building. 2. Connect ground conductors to street side of main metallic water service pipes by means of ground clamps. Bond ground conductor conduit to conductor at each end. 030619.010 Section 16452 Page 4 of 8 D. Braided -Type Bonding Jumpers: 1. Use elsewhere for flexible bonding and grounding connections. E Route grounding conductors along shortest and straightest paths possible without obstructing access or placing conductors where they may be subjected to strain, impact or damage, except as indicated. F. Test Wells: Locate as indicated, and fabricate in accordance with details indicated. UFER Ground: 1. Fabricate with 20 feet of conductor laid lengthwise in excavation for foundation or footings. 2. Install so conductor is within 2 in. of bottom of concrete. 3. Where base of foundation is less than 20 feet in length, coil excess conductor at base of foundation. Bond conductor to reinforcing steel at four locations, minimum. 5. Extend conductor below grade and connect to building grounding grid or grounding electrode. 3.03 CONNECTIONS A. General: Make connections to minimize possibility of galvanic action or electrolysis. Select connectors, connection hardware, conductors, and connection methods so metals in direct contact will be galvanically compatible. 1. Use electroplated or hot -tin -coated materials to assure high conductivity and make contact points closer in order of galvanic series. 2. Make connections with clean bare metal at points of contact. 3. Aluminum to steel connections: stainless steel separators and mechanical clamps. 4. Aluminum to galvanized steel connections: tin-plated copper jumpers and mechanical clamps 5. Coat and seal connections involving dissimilar metals with inert material such as red lead paint to prevent future penetration of moisture to contact surfaces. B. Exothermic Welded Connections: 1. Use for connections to structural steel and for underground connections except those at test wells. 030619.010 2. Install at connections to ground rods and plate electrodes. Section 16452 Page 5 of 8 3. Comply with manufacturer's written recommendations. 4. Welds that are puffed up or that show convex surfaces indicating improper cleaning are not acceptable. C. Terminations: 1. Terminate insulated equipment grounding conductors for feeders and branch circuits with pressure -type grounding lugs. 2. Where metallic raceways terminate at metallic housings without mechanical and electrical connection to housing, terminate each conduit with grounding bushing 3. Connect grounding bushings with bare grounding conductor to ground bus in housing. • 4. Bond electrically noncontinuous conduits at both entrances and exits with grounding bushings and bare grounding conductors. D. Tighten grounding and bonding connectors and terminals, including screws and bolts, in accordance with manufacturer's published torque tightening values for connectors and bolts Where manufacturer's torquing requirements are not indicated, tighten connections to comply with torque tightening values specified in UL 486A and UL 486B. E Connections at Test Wells: Use compression -type connectors on conductors and make bolted and clamped -type connections between conductors and ground rods. Compression -Type Connections. Use hydraulic compression tools to provide correct circumferential pressure for compression connectors Use tools and dies recommended by manufacturer of connectors. Provide embossing die code or other standard method to make visible indication that connector has been adequately compressed on ground conductor. Moisture Protection Where insulated ground conductors are connected to ground rods or ground buses insulate entire area of connection and seal against moisture penetration of insulation and cable. 3.04 OVERHEAD LINE GROUNDING A. General: Complywith ANSI C2, "National Electrical Safety Code" for "Single -Grounded Systems," using two electrodes in parallel if single electrode resistance to ground exceeds 25 ohms. B. Ground Rod Connections: Use exothermic welds for underground connections and connections to rods. C. Lightning Arresters: Separate arrester grounds from other ground conductors. D. Secondary Neutral and Tank of Transformer: Interconnect and connect to ground. 030619.010 Section 16452 Page 6 of 8 E Grounding Conductor Protection: Protect grounding conductors running on surface of wood poles with molding of a type manufactured for this purpose. Extend from grade level up to and through communications and transformer spaces. 3.05 UNDERGROUND DISTRIBUTION SYSTEM GROUNDING A. Manholes and Handholes: 1. Install 3/4-inch by 10-ft. driven ground rod close to wall and set rod depth such that 4 inches will extend above finished floor. Where necessary, install ground rod before manhole is placed and provide No. 1 /0 bare tinned -copper conductor from ground rod into manhole through waterproof sleeve in manhole wall 3. Protect ground rods passing through concrete floor with double wrapping of pressure -sensitive tape or heat -shrunk insulating sleeve from 2 in. above to 6 in. below concrete. 4. Seal floor opening with waterproof non -shrink grout. B Connections at Manholes: 1. Connect exposed metal parts, such as inserts, cable racks, pulling irons, ladders, and cable shields within each manhole or handhole to ground rod or ground conductor. 2. Make connections with minimum No. 4AWG stranded hard -drawn copper wire. 3. Train conductors plumb or level around corners and fasten to manhole walls. 4. Connect to cable armor and cable shields by means of tinned terminals soldered to armor or shield, or as recommended by manufacturer of splicing and termination kits. C. Grounding System. Ground non -current -carrying metallic items associated with manholes substations, and pad -mounted equipment by connecting them to bare underground cable and grounding electrodes arranged as indicated. 3.06 FIELD QUALITY CONTROL A. Test: 1. Subject completed grounding system to megger test at each location where maximum ground resistance level is specified at service disconnect enclosure ground terminal, and at ground test wells 2. Measure ground resistance without soil being moistened by any means other than natural precipitation or natural drainage or seepage and without chemical treatment or other artificial means of reducing natural ground resistance. 030619.010 Section 16452 Page 7 of 8 • 3. Perform tests by 2-point method in accordance with Section 9.03 of IEEE 81, 'Guide for Measuring Earth Resistivity, Ground Impedance and Earth Surface Potentials of a Grounding System." B. Ground/resistance maximum values shall be as follows: 1. Equipment rated 500 kVA and less: 10 Ohms. 2. Equipment rated 500 kVA to 1000 kVA: 5 Ohms. 3. Equipment rated over 1000 kVA: 3 Ohms. 4. Unfenced substations and pad -mounted equipment: 5 Ohms. 5. Manhole grounds: 10 Ohms. C. Deficiencies: Where ground resistances exceed specified values, notify Engineer, and if directed by Engineer modify grounding system to reduce resistance values. Where measures are directed that exceed those indicated, provisions of Contract covering changes will apply. D. Report. Prepare test reports, certified by testing organization, of ground resistance at each test location. Include observations of weather and other phenomena that may affect test results. Describe measures taken to improve test results. 3.07 RESTORATION A. Restore surface features at areas disturbed by excavation and reestablish original grades except as otherwise indicated. B. Where sod has been removed, replace it as soon as possible after backfilling is completed. C. Restore areas disturbed by trenching, storing of dirt, cable laying, and other Work to their original condition D. Include necessarytopsoiling, fertilizing, liming, seeding, sodding, sprigging, or mulching. Restore disturbed paving as indicated. END OF SECTION 030619.010 Section 16452 Page 8 of 8 SECTION 16475 OVERCURRENT PROTECTIVE DEVICES PART1 GENERAL 1.01 SUMMARY Al Section Includes: 1. Overcurrent protective devices (OCPDs) rated 600 V and below and switching devices commonly used with them. 1.02 REFERENCES A. National Electrical Manufacturers Association (NEMA). 1. NEMA KS-1-83 - Enclosed Switches. 2. NEMA 250-85 - Enclosures for Electrical Equipment (1000 Volts Maximum). 3. NEMA FU1-86 - Low Voltage Cartridge Fuses. 4. NEMA AB1-86 - Molded Case Circuit Breakers and Molded Case Switches. B. National Fire Protection Association (NFPA): 1. NFPA 70-90 - National Electrical Code (NEC). C. Underwriters Laboratory (UL): 1. UL 98-87 - Enclosed and Dead Front Switches. 2. UL 198C-86 - High -Interrupting Capacity Fuses, Current -Limiting Types. Fifth Edition. 3. UL 198E-88 - Class R Fuses. Fourth Edition. 4. UL 486A-80 - Wire Connectors and Soldering Lugs for Use with Copper Conductors. Seventh Edition 5. UL 489 86 - Molded Case Circuit Breakers and Circuit -Breaker Enclosures. Seventh Edition. 6. UL 943-85 - Ground -Fault Circuit Interrupters. Second Edition. 7. UL 977-84 - Fused Power -Circuit Devices. Third Edition. 8. UL 198L-88 - UL Standard for Safety D-C Fuses for Industrial Use. 030619.010 Section 16475 Page 1 of 12 1.03 DEFINITIONS A. Overcurrent Protective Device (OCPD)' Device operative on excessive current that causes and maintains interruption of power in circuit it protects. B. Ampere -Squared Seconds: Expression of available thermal energy resulting from current flow With regard to current -limiting fuses and circuit breakers, ampere -squared seconds during fault current interruption represents energy allowed to flow before fuse or breaker interrupts fault current within its current limiting range. 1.04 SUBMITTALS A. Submit all products covered under this specification for Engineer's approval. B. Shop Drawings: 1. Spare fuse cabinet showing dimensions and features including storage provision for fused cartons, where shown on plans C. Product Data: 1. Product data for fuses, fusible switches, circuit breakers, and OCPD accessories specified in this Section including descriptive data and time -current curves for protective devices and let -through current curves for those with current limiting characteristics. 2. Include coordination charts and tables and related data. D. Test Results: 1. Certified reports of field tests and observations. 1.05 QUALITY ASSURANCE A. Items provided under this section shall be listed and labeled by UL or other Nationally Recognized Testing Laboratory (NRTL). 1. Term"NRTL" shall be as defined in OSHA Regulation 1910.7. 2. Terms "listed" and "labeled" shall be as defined in National Electrical Code, Article 100. B. Regulatory Requirements: 1. Components and Installation: a. NFPA 70 "National Electrical Code (NEC)." b. Local codes and ordinances C. Single -Source Responsibility: Obtain similar OCPDs from single manufacturer. 030619.010 Section 16475 Page 2 of 12 D. Coordinate OCPD sizes with characteristics of motors supplied for this project. Pay special attention to high efficiency motors. 1.06 MAINTENANCE A. Extra Materials: 1. Maintenance Stock, Fuses: For types, voltage, and ampere ratings required, furnish 10% spare fuses, but not less than 1 set of 3 of each kind. PART2 PRODUCTS 2.01 OVERCURRENT PROTECTIVE DEVICES (OCPDs), GENERAL A. General• Provide OCPDs in indicated types, as integral components of panelboards, switchboards, and motor control centers; and also as individually enclosed and mounted single units B. Enclosures: NEMA 250. 2.02 GENERAL FUSES A. General: Provide fuses of types, classes, and current ratings as indicated. Voltage ratings shall be consistent with circuits on which used B. Fuses for Direct Current Circuits: UL 198L and marked for such use by manufacturer on fuse label. C. Cartridge Fuse: 1. Manufacturers: a. Bussmann Div., Cooper Industries, Inc. b. Gould Shawmut. c. Littelfuse Inc 2. NEMA Standard FU1, unless indicated otherwise, provide nonrenewable cartridge fuses of indicated types classes, and current ratings that have voltage ratings consistent with circuits on which used. 3. Class CC Fuses: UL 198C. 4. Class J Fuses: UL 198C. 5. Class L Fuses: UL 198C. a. Current limiting threshold of 10 times current rating or less and time delay of 4 sec at 5 times rating. Class RK1 and RK5 Dual Element Time -Delay Fuses: UL 198E 030619.010 Section 16475 Page 3 of 12 7. Class RK1 Fast -Acting Fuses: UL 198E 2.03 FUSIBLE SWITCHES A. Manufacturers: 1. Square D Co. 2. General Electric 3. Eaton Corp. 4. Or equal. B UL 98 and NEMA KS 1 quick -make, quick -break heavy-duty units. C Rating: Load -breaking capacity in excess of normal horsepower rating for switch. D. Withstand Capability: In excess of let -through current permitted by its fuse when subject to faults up to 100,000 RMS symmetrical amperes. E Operation* By means of external handle. F. Interlock: Prevents access to switch interior except when in "off' position. G Fuse Clips: Rejection type. H. Padlocking Provisions: For 2 padlocks, whether open or dosed. I. Enclosure for Switchboard or Panelboard Mounting: Suitable for panel mounting where indicated. J. Enclosure for Switchboard Mounting: Provide individual mounting where indicated, K. Enclosure for Independent Mounting: NEMA Type 0 as indicated or required to suit environment where located 2.04 FUSED POWER CIRCUIT DEVICES A. Manufacturers: 1. Pringle Electric Mfg. Co. 2. Square D Co. 3. Or equal. B. UL 977, with either bolted pressure -type or high-pressure contact -type switch. C. Operation: As indicated. 030619.010 Section 16475 Page 4 of 12 D Ground Fault Protection: Integral, self -powered type with mechanical ground fault indicator, test function, adjustable pick-up current and delay time with inverse and constant time characteristics, internal memory arranged to integrate intermittent arcing ground faults, and ground fault current sensor located as indicated. E Open Fuse Trip Device: Arranged to trip switch open if phase fuse opens. F Enclosure for Switchboard Mounting: Suitable for individual mounting. G Enclosure for Independent Mounting: NEMA Type 1 enclosure, as indicated or as required to suit environment where located. H. Minimum Fault Current Rating: As indicated. 2.05 MOLDED -CASE CIRCUIT BREAKERS A. Manufacturers Except as Indicated: 1. Square D Co. 2. General Electric 3. Eaton Corp. 4. Or equal. B UL 489 and NEMA AB 1. C Construction: Bolt -in type, except breakers in load -center -type panelboards and breakers 225-ampere frame size and larger may be plug-in type if held in place by positive locking device requiring mechanical release for removal. Characteristics: Indicated frame size, trip rating, number of poles, and short-circuit interrupting capacity rating of 10,000 amperes symmetrical unless greater rating is indicated on Drawings. E Tripping Device: Quick -make, quick -break toggle mechanism with inverse -time delay and instantaneous overcurrent trip protection for each pole. F. Adjustable Instantaneous Trip Devices: Factory adjusted to low -trip -setting current values. G. Enclosure for Switchboard or Panelboard Mounting: Suitable for panel mounting in switchboard or panelboards where indicated. H. Enclosure for Switchboard or Motor Control Center Mounting: Provide individual mounting where indicated. I. Enclosure for Independent Mounting: NEMA Type 1 enclosure, as indicated or required to suit environment where located. 030619.010 Section 16475 Page 5 of 12 J. Combination Circuit Breakers and Ground -Fault Circuit Interrupters: UL 943 arranged for sensing and tripping for ground fault current in addition to overcurrent and short-circuit current. 1. Match features and module size of panelboard breakers and provide clear identification of ground fault trip function. 2. Trip Setting for Ground Fault: 4 to 6 milliamperes, listed and labeled as Class A, Type 1 device. 3. Trip Setting for Ground Fault: 30 milliamperes. K. Current -Limiting Circuit Breakers: Arranged to limit let -through ampere -squared seconds during fault conditions to value less than ampere -squared seconds of one -half -cycle wave of prospective symmetrical fault current. Circuit breaker shall use no fusible devices in its operation. Current limiting characteristic shall be in addition to normal time - delay and instantaneous -trip characteristics and other features as indicated L. Circuit Breakers With Solid -State Trip Devices: Provide indicated circuit breakers with solid-state trip devices having following features: 1. Ambient Compensation: Trip device insensitive to temperature changes between minus 20°C and plus 55°C 2. Adjustability: Breaker ratings and trip settings shall be changeable by operation of controls on front panel of breaker, by change of plug-in element without removing breaker from mounting, or by combination of 2 methods. 3. Ground -Fault Tripping: Adjustable for pick-up and time -delay values. Provide for indicated units. 4. Provide clear plastic shield limiting access to rating plug and adjustments on solid state trip circuit breaker Seal by attaching sealing wire through hole in posts provided. With wire seal installed, circuit breaker rating plug and adjustments shall not be "readily accessible." 2.06 INSULATED -CASE CIRCUIT BREAKERS A. Manufacturers' 1. Square D Co. 2. General Electric 3. Or equal. B. UL 489 and NEMA AB 1. C. Ratings Continuous -current, interrupting, and short -time -current ratings, and voltage and frequency ratings as indicated. 030619.010 Section 16475 Page 6 of 12 D. Operating Mechanism. Mechanically and electrically trip -free, stored energy operating mechanism with following features: 1. Moving Contacts Closing Speed: Independent of both control and operator. E Circuit -Breaker Trip Devices Solid-state overcurrent trip device system that includes 1 integrally mounted current transformer or sensor per phase, release mechanism, and following features: 1. Functions: Long -time -delay, short -time -delay, and instantaneous -trip functions, which are independent of each other in both action and adjustment. 2. Temperature compensation to assure accuracy and calibration stability from minus 20°C to plus 55°C. 3. Field -adjustable, time -current characteristics. 4. Current Adjustability Effected by operating controls on front panel or by changing plug-in elements or current transformers or sensors. 5. Three bands for long-time- and short -time delay functions marked "minimum," ' intermediate," and "maximum." 6. Five pickup points, minimum, for long-time- and short -time -trip functions. 7: Six pickup points, minimum, for instantaneous -trip functions. 8. Ground fault protection with at least 3 short -time -delay settings and 37 trip -time - delay bands. Adjustable current pickup. 9. Trip Indication: Labeled lights or mechanical indicators on trip device shall indicate type of fault causing breaker trip. If lights are used, integral power source shall maintain indication for 60 hrs, minimum. F. Auxiliary Contacts for Remote Indication: Where remote indication of breaker position is indicated, provide spare auxiliary switch in addition to other auxiliary switches required for normal breaker operation. Spare auxiliary switch shall consist of 2 Type "a" and 2 Type "b" stages (contacts), wired to terminal block in breaker housing. G. Draw out Features: Circuit -breaker mounting assembly equipped with racking mechanism that properly positions power circuit breaker and holds it rigidly in connected test, and fully disconnected positions and includes following features: 1. Interlock arrangement, preventing movement of circuit breaker to or from connected position when it is in closed position and closure of circuit breaker unless it is in connected, test, or disconnected position. 2. Construction, permitting racking open circuit breaker to or from connected, test, and disconnected positions with associated compartment door closed or equivalent dead -front barrier protection, and manual withdrawal to position for removal from structure with door open. 030619.010 Section 16475 Page 7 of 12 3. Primary disconnecting devices disengaged and secondary disconnecting devices engaged when breaker is in test position. 4. Primary and secondary devices disengaged when circuit breaker is in disconnected position. 5. Ground contact engaged when circuit -breaker element is in connected and test positions. H. Circuit -Breaker Features and Accessories: Include following: 1. Padlocking Provisions: For installing at least 2 padlocks on each breaker to secure its enclosure and prevent movement of draw out mechanism. 2. Operating Handle: Provide 1 for each manually operated breaker. No handle ties are permitted. 3. Electric Close Button: Provide 1 for each electrically operated breaker 4. Indicating Lights. Contacts for "Breaker Open" and "Breaker Closed," for main and bus tie circuit breakers and for other indicated breakers. 2.07 OCPD ACCESSORIES A. Key Interlocks. Arrange interlocking so keys are held captive at devices indicated. Where future key interlocking provisions are indicated, provide necessary mountings and hardware as required for future installation Instantaneous Undervoltage Trip Device: For indicated OCPDs. C. Adjustable -Time -Delay Undervoltage Trip Devices: For indicated OCPDs. D Shunt -Trip Devices for Circuit Breakers: Where indicated, arrange to trip breaker from external source of power through control switch or relay contacts. 2.08 SPARE FUSE CABINET (Where Indicated) A. Cabinet: Wall -mounted, 18 gauge minimum steel unit with full-length, recessed piano - hinged door with key coded cam lock and pull. B. Size: Provide for orderly storage of all spare fuses of this project plus 15 percent spare capacity, minimum. C. Finish: Gray baked enamel. D. Cabinet Door: Bear legend in stencilled 1-1 /2-inch high letters, "Spare Fuses." 030619.010 Section 16475 Page 8 of 12 PARTS EXECUTION 3.01 INSTALLATION A. Fuses: 1. Install fuses in fusible devices indicated. B Independently Mounted OCPDs: 1. Locate as indicated and install in accordance with manufacturer's written installation instructions C Factory install OCPDs furnished in distribution equipment. D Coordinate size overcurrent protective devices with each motor and equipment manufacturer to assure correct size devices and provide accordingly. 3.02 APPLICATION OF FUSES A. Control Circuits: Class CC, time delay. B General Purpose Fusible Switches: Apply following class and types: 1. 30-600 Amperes: Class J or RK1, time delay. 2. 601-6,000 Amperes: Class L, time delay. a. Size at 125% of motor FLA not to exceed 150%. b. For transformers, size 12 times FLA for .1 second and 25 times for 0.1 second c. Size at 100% of Toad for mains and feeders with non -inductive Toads. Combination Starters* Class J or RK1, time delay. Bolted Pressure Switches: Class L, time delay. 3.03 IDENTIFICATION A. Identify with components as specified in Section 16195. 3.04 CONTROL WIRING INSTALLATION A. Install wiring between OCPDs and control/indication devices as specified in Section 16120 for hard wired connections. 3.05 CONNECTIONS A. Check connectors, terminals, bus joints, and mountings for tightness. D 030619.010 Section 16475 Page 9 of 12 B Tighten field -connected connectors and terminals, including screws and bolts, in accordance with equipment manufacturer's published torque tightening values. Where manufacturer's torquing requirements are not indicated, tighten connectors and terminals to comply with tightening torques specified in UL 486A and UL 486B. 3.06 GROUNDING A. Provide equipment grounding connections for individually mounted OCPD units as indicated and as required by NEC Tighten connectors to complywith tightening torques specified in UL Standard 486A to assure permanent and effective grounding. B Ground in accordance with Section 16452. 3.07 COORDINATION STUDY A. Where coordination study recommends changes in types, classes, features or ratings of equipment or devices those indicated, make written request for instructions Obtain instructions from Engineer before ordering equipment or devices recommended to be changed. 3.08 FIELD QUALITY CONTROL A. Manufacturer's Field Services: 1. Supplier's or manufacturer's technician for equipment specified herein shall be present at job site or classroom designated by Owner for minimum of 1/2 workday, travel time excluded, for assistance during plant construction, plant startup, equipment adjustment, and training of Owner's personnel for plant operation. Include minimum of: a. 1/2 manday for Instructional Services. 2. Supplier or manufacturer shall direct services to specific system and equipment operation, maintenance and troubleshooting. B. Testing: 1. Reports: Prepare certified written reports on tests and observations. Report defective materials and workmanship and unsatisfactory test results. Include complete records of repairs and adjustments made. 2. Labeling: Upon satisfactory completion of tests and related effort, apply label to tested components indicating test results, date, and responsible person. 3. Schedule visual and mechanical inspections and electrical tests with at least 1 week's advance notification. 4. Pretesting: Upon completing installation of system, perform following preparations for tests: a. Make insulation resistance tests of OCPD buses, components, and 030619.010 Section 16475 Page 10 of 12 connecting supply, feeder, and control circuits. b. Make continuity tests of circuits. c. Include full updating on final system configuration and parameters where they supplement or differ from those indicated in original Contract Documents. d. Comply with manufacturer's instructions for installation and testing of OCPDs. 5. Visual and mechanical inspection: Include following inspections and related work. a. Overcurrent Protective -Device Ratings and Settings: Verify indicated ratings and settings to be appropriate for final system arrangement and parameters. Where discrepancies are found, test organization shall recommend final protective device ratings and settings. Use accepted revised ratings or settings to make final system adjustments. b. Inspect for defects and physical damage, NRTL labeling, and nameplate compliance with current single line diagram. c. Exercise and perform operational tests of mechanical components and other operable devices in accordance with manufacturer's instruction manual. Check tightness of electrical connections of OCPDs with calibrated torque wrench. Refer to manufacturer's instructions for proper torque values. e. Clean OCPDs using manufacturer's approved methods and materials. f. Verify installation of proper fuse types and ratings in fusible OCPDs. 6. Electrical Tests: Include following items performed in accordance with manufacturer's instructions: a. Insulation resistance test of OCPD conducting parts. Insulation resistance less than 100 megohms is not acceptable. b. Verify trip unit reset characteristics for insulated case circuit breakers. c. Make adjustments for final settings of adjustable -trip devices. d. Activate auxiliary protective devices such as ground fault or undervoltage relays to verify operation of shunt -trip devices e. Check stored -energy charging motors for proper operation of motor, mechanism, and limit switches. f. Check operation of electrically operated OCPDs in accordance with manufacturer's instructions. g. Check key and other interlock and safety devices for operation and sequence. Make closing attempts on locked open and opening attempts on locked -closed devices including moveable barriers and shutters. 7 Retest: Correct deficiencies identified by tests and observations and retest. Verify by system tests that specified requirements are met. 030619.010 Section 16475 Page 11 of 12 3.09 CLEANING A. Upon completion of installation, inspect OCPDs Remove paint splatters and other spots, dirt, and debris. Touch up scratches and mars of finish to match original finish. END OF SECTION 030619.010 Section 16475 Page 12 of 12 SECTION 16476 DISCONNECTS AND CIRCUIT BREAKERS PART1 GENERAL 1.01 SUMMARY A. Section Includes: 1. Service disconnects. 2. Feeder and equipment disconnects. 3. Enclosed circuit breakers. 1.02 SUBMITTALS A. Submit the following for Engineer's approval. B. Product Data: 1. Submit for switches, circuit breakers, and accessories. 2. Descriptive data and time -current curves for protective devices and let -through current curves for those devices with current -limiting characteristics Include coordination charts and tables, and related data. C. Shop Drawings: 1. Wiring diagrams detailing power and control wiring and differentiating clearly between manufacturer -installed wiring and field -installed wiring. D. Test Results: 1. Field test reports indicating and interpreting test results. E Operating and Maintenance Data: 1. Maintenance data for tripping devices. 1.03 QUALITY ASSURANCE A. Items provided under this section shall be listed or labeled by UL or other Nationally Recognized Testing Laboratory (NRTL). 1. Term "NRTL" shall be as defined in OSHA Regulation 1910.7. 2. Terms "listed" and "labeled" shall be as defined in National Electrical Code, Article 100. 030619.010 Section 16476 Page 1 of 4 B. Regulatory Requirements: 1. National Electrical Code (NEC): Components and installation shall comply with National Fire Protection Association (NFPA) 70. C. Single -Source Responsibility Enclosed switches and circuit breakers shall be product of single manufacturer. PART2 PRODUCTS 2.01 MANUFACTURERS A. Fusible Switches: 1. Square D Co. 2. Cutler -Hammer Products/Westinghouse Electric Co. B. Fused Power Circuit Devices: 1. Square D Co. 2. Boltswitch. C Molded Case Circuit Breakers: 1. Square D Co. 2. Cutler -Hammer Products/Westinghouse Electric Co. D. Combination Circuit Breaker and Ground Fault Trip: 1. Square D Co. 2. Cutler -Hammer Products/Westinghouse Electric Co. E Molded Case Current -Limiting Circuit Breakers: 1. Square D Co. 2. Cutler Hammer Products/Westinghouse Electric Co. 2.02 ENCLOSED SWITCHES A. Enclosed Non -fusible Switch: NEMA KS 1, Type HD handle lockable with 2 padlocks. B. Enclosed Fusible Switch, 800 Amperes and Smaller: NEMA KS 1, Type HD, clips to accommodate specified fuses, enclosure consistent with environment where located, handle lockable with 2 padlocks, and interlocked with cover in CLOSED position. 030619.010 Section 16476 Page 2 of 4 C. Enclosed Fusible Switch Larger Than 800 Amperes: Bolted pressure or high-pressure contact switch, bus drilled to accommodate specified fuses, enclosure consistent with environment where located. 1. Minimum Fault Current Rating: 100,000 symmetrical rms amperes. 2.03 ENCLOSED CIRCUIT BREAKERS A. Enclosed Molded -Case Circuit Breaker: NEMA AB 1, handle lockable with 2 padlocks. B. Characteristics: 1. Frame size, trip rating, number of poles, and auxiliary devices as indicated 2. Interrupting capacity rating to meet available fault current, 10,000 symmetrical rms amperes minimum 3. Appropriate application listing when used for switching fluorescent lighting loads or heating, air conditioning, and refrigeration equipment. PART3 EXECUTION 3.01 INSTALLATION A. Install enclosed switches and circuit breakers in locations as indicated, according to manufacturer's written instructions B. Install enclosed switches and circuit breakers level and plumb. C. Install wiring between enclosed switches and circuit breakers and control/indication devices. D. Connect enclosed switches and circuit breakers and components to wiring system and to ground as indicated and instructed by manufacturer Tighten connectors and terminals including screws and bolts according to equipment manufacturer's published torque tightening values for equipment connectors. Where manufacturer's torquing requirements are not indicated, tighten connectors and terminals according to tightening torques specified in UL Standard 486A. 3.02 FIELD QUALITY CONTROL A. Manufacturer's Field Services: 1. Supplier's or manufacturer's representative for equipment specified herein shall be present at job site or for assistance during plant construction, plant startup and training of Owner's personnel for plant operation B. Testing: After installing enclosed switches and circuit breakers and after electrical circuitry has been energized, demonstrate product capability and compliance with requirements 030619.010 Section 16476 Page 3 of 4 1 Procedures: Perform each visual and mechanical inspection and electrical test stated in NETA Standard ATS, Section 7.5 for enclosed switches and Section 7.6 for molded -case circuit breakers. Certify compliance with test parameters. 2 Correct malfunctioning units at site, where possible, and retest to demonstrate compliance; otherwise, remove and replace with new units, and retest C. Training: 1. Train Owner's maintenance personnel on procedures and schedules for startup and shutdown troubleshooting, servicing, and preventive maintenance. 2. Review operating and maintenance data. 3.03 ADJUSTING A. Set field -adjustable enclosed switches and circuit breaker trip ranges as indicated. 3.04 CLEANING A. After completing system installation, including outlet fittings and devices, inspect exposed finish. Remove burrs dirt, and construction debris and repair damaged finish including chips, scratches, and abrasions. END OF SECTION 030619.010 Section 16476 Page 4 of 4 SECTION 16480 MOTOR CONTROL CENTER PART1 GENERAL 1.01 SECTION INCLUDES A. Specification for low voltage motor control center (MCC). 1.02 REFERENCES A. American National Standards Institute/National Electrical Manufacturers Association (ANSI/NEMA) 1. ICS 1: General Standards for Industrial Control and Systems 2. ICS 2: Industrial Control Devices, Controllers and Assemblies 3. ICS 4: Terminal Blocks for Industrial Use B. American National Standards Institute/Underwriters Laboratories, Inc. (ANSI/UL) 1. 467: UL Standard for Safety, Grounding and Bonding Equipment 2. 489: UL Standard for Safety, Molded -Case Circuit Breakers and Circuit -Breaker Enclosures 3. 506: UL Standard for Safety, Specialty Transformers 4. 845: UL Standard for Safety, Motor Control Centers C. American National Standards Institute/National Fire Protection Association (ANSI/NFPA): 70 National Electrical Code (NEC). D. Institute of Electrical and Electronics Engineers (IEEE). E U.S Department of Labor, Occupational Safety and Health Administration (OSHA) 1. 29 CFR 1990: Occupational Safety and Health Standards 1.03 MEASUREMENT AND PAYMENT A. Unless listed in the Bid Schedule, no separate payment for work performed under this section Include cost of same in lump sum bid price. 1.04 SUBMITTALS A. Submit the following under the provisions of Section 01300 - Submittals: 030619.010 Section 16480 Page 1 of 10 1. Outline drawings with elevations 2. Equipment arrangement drawings 3. Anchor bolt location drawings 4. Electrical schematics and wiring diagrams 5. Current, potential, and power transformer curves 6. Electrical fuse/circuit breaker characteristic 7. Equipment performance curves and data 8. Bill of installation/assembly materials 9. Equipment weights 10. Completed manufacturer's data sheets 11. Catalog data 12. Assembly/disassembly sizes and weights 13. Operating instructions 14. Maintenance and lubrication recommendations 15. Recommended spare parts for startup including prices 16. Special maintenance tool requirements 17. Recommended spare parts list for one year operation 18. Quality control procedures 19. Nondestructive test procedures 20. Acceptance test procedure 21. Surface preparation and painting procedure 22. Shipping, handling, and storage procedures 23. Installation/erection procedure 24. Code compliance certificate 25. Electrical equipment heat run test records 26. Impulse voltage test record 030619.010 Section 16480 Page 2 of 10 27. Electrical short circuit test record 28. Nameplate data 29. Performance/acceptance test report 30. Code data reports 31. Conformance certificate 1.05 QUALITY ASSURANCE A. Tests. Perform tests in accordance with ANSI/NEMA ICS 2-322.22. Test each MCC as described in ANSI/UL 845. Make certified temperature and short-circuit test data, and a certificate of circuit breaker conformance with ANSI C37.16 shall be available upon request. Have tests and inspections performed and evaluated by qualified personnel. Document and correct deficiencies observed during the testing process prior to shipment 1.06 DELIVERY, STORAGE AND HANDLING A. Upon completion of the manufacture and assembly of the MCC and before crating for shipment, have parts that are disassembled match marked to facilitate installation in the field Pack and crate parts in such a way to permit ease of handling. Equip MCC shipping sections with lifting facilities so that may be easily unloaded and handled, either by crane or forklift. C. Do not exceed 120 inches in length for shipping sections. Have equipment packed, crated, and rigidly braced to protect it from damage during shipment handling, and outdoor storage. Make provision shall be made to energize the space heater of each shipping section during storage at the jobsite. Make a connection point readily available without uncrating the equipment and clearly tag each shipping section to locate the connection and identify the electrical service required. PART2 PRODUCTS 2.01 ACCEPTABLE MANUFACTURERS A. Allen-Bradley B. Cutler-Hammer/Westinghouse C. General Electric D. Powell Electrical Manufacturing Company E Siemens Energy and Automation, Inc. F. Square D Company 030619.010 Section 16480 Page 3 of 10 G. Toshiba 2 02 MATERIALS AND EQUIPMENT A. Design. Provide an MCC with the following design characteristics: 1. The MCC construction and wiring shall be NEMA Class I, Type B as specified in ANSI/NEMA ICS-2-322.08 and-2-322.10. Provide an MCC designed for three- phase 60 Hz, 480-V service with main horizontal and vertical bus ampacities and short circuit bracing as specified on the one -line diagram. 2. Furnish an MCC designed to operate in service conditions described in NEMA ICS 1 and as shown on the one -line diagram. 3. Supply motor starters suitable for full voltage starting unless otherwise noted on the one -line diagram. • 4. Construct the MCC of one or more vertical sections bolted together to form a free standing assembly, designed to permit future additions, changes, or regrouping of units. 5. Provide motor control units of the combination type, consisting of a motor circuit protector (MCP), a magnetic starter and a control power transformer. Size the starter in accordance with the one -line diagram Provide MCP's with adjustable instantaneous magnetic trip elements only, size according manufacturer's recommendation for the starter and motor size indicated on the one -line diagram. 6. When power factor correction capacitor is called for, connect its wiring to the line side of the overload relay with a set of fuses, a circuit breaker, or other acceptable means to serve as overload protection for the winng and capacitor. 7 Manufacture main breaker (if used) and feeder breakers of the molded case, thermal -magnetic type to be mounted and wired in accordance with ANSI/UL 489. Provide only top fed breakers. 8. If called for on the one -line -diagram, locate the lighting panelboard, transformer and transformer feeder breaker in the same vertical section. Supply a transformer with 115 degrees C temperature rise, installed in accordance with ANSI/UL 506. B. Construction. Construct the MCC of necessaryself supporting and fully enclosed metal clad section for mounting inside of motor starters, circuit breakers and necessary accessories including bus bars control transformers, control switches, ground bus, control wiring, etc. as specified in this section and shown on the one -line diagram C. Enclosures 1. Construct each MCC enclosure to be fully metal enclosed, dead front, free standing, and NEMA 12 suitable for indoor service as defined in ANSI/UL 845 or NEMA 3R suitable for outdoor installation when indicated on the one -line diagram. Fabricate enclosure of sheet steel not less than 14 gauge; with adequate strength • 030619.010 Section 16480 Page 4 of 10 to withstand all stresses imposed by short circuit current, shipping, handling, installation and operation without distortion or damage. 2. Construct frames of the enclosure structure with continuous steel barriers, extending from the front to the rear of each compartment for the controller units, buses power cables, etc. D. Vertical Sections 1. Make the structure 20 inches deep. Nominal vertical section dimensions are 20 inches wide by 90 inches high. Design each vertical section to accommodate not more than six NEMA Size 1 combination motor control units mounted one above the other in front -mounted arrangement 2. Provided horizontal wiring space at the top and the bottom of each vertical section, which will line up with adjacent sections to form continuous raceways through the entire length of the MCC. In addition, in standard sections include vertical wireways with hinged doors for unit wiring. Provide grommets at points wiring must cross cut-outs. 3. Use section structure designed for top or bottom cable entry as indicated on the one -lined diagram Provide adequate ventilation and heating facilities each section to keep the maximum temperature rise and humidity within the acceptable limits. E Incoming Feed 1. Terminate incoming feeder cables in a main breaker (to connection only) or main Tugs. 2. The MCC will be fed from one 480V source, unless otherwise stated. Provide the necessary space to accommodate feeder cables which sizes are indicated on the one -line diagram 3. Provide a separate compartment with a hinged front access door and suitable space for terminations for incoming cables. Provide compression type lugs in the quantity shown on the diagram Allow space for a cable bending radius not less than ten times the diameter of the cable. The cable size is shown on the one line diagram. Install current transformers and phase monitor coils in this compartment on fixed horizontal mounting brackets Do not loosely place coils around feeder cables 4. Furnish surge arresters located upstream from the main breaker or lugs. Mount surge arresters in an isolated, completely enclosed cubicle. 5. When shown on the one -line diagram, install a voltmeter and an ampere -meter with switches in the incoming feed section. Provide meters of the switchboard type with one percent accuracy, 4-1 /2 inch diameter face with a minimum of 240 degree direct reading scale. 030619.010 Section 16480 Page 5 of 10 F. Combination Starter Unit 1. Provide a standard combination motor starter unit which consists of a motor circuit protector (MCP), a magnetic motor starter, and control power transformer Install starter and circuit protective device and control power transformer in a plug-in unit. The ratings of the components are shown on the one -line diagram. 2. Provide motor starters conforming to NEMA standards for the horsepower of the motors with which they are to be used and which are suitable for full voltage, across -the -line starting. Select starters with pickup and dropout voltages of not greater than 85 percent and 60 percent of rated voltage, respectively Do not use a starter smaller than NEMA Size 1. 3. For NEMA size 4 and larger, provide vacuum -type contactors. 4. Unless otherwise shown on the one -line diagram, provide each starter with ambient compensated, bimetallic, thermal overload relay. Each relay shall be provided with a minimum of one normally open (NO) and one normally closed (NC) contact, each electrically isolated. Contacts of the thermal overload relay in special cases may be wired out for alarming only on overload, through an alarm relay. 5. Select thermal overload relays designed so that any attempt for reset immediately after operation cannot result in damage to the unit. Provide running protection for the motor and all other series components, the tripping characteristics of the overload relay. When called for on the one -line diagram, provide a motor overload relay which is solid state type with adjustable phase unbalance and phase reversal detection. 7. Starters shall have a minimum of one NC and one NO auxiliary contacts in addition to the seal -in contact. 8. Have reversing contactors and 2-speed starters both mechanically and electrically interlocked to prevent both contactors from being engaged at one time 9. Provide an MCP of the magnetic type with adjustable trips on each pole. Include a fault interrupting capability suitable for the complete starter unit. 10. Provide each combination starter unit with its own control powertransformerwith Class B insulation and 120 volt secondary. 11. Place fuses on the secondary side of control power transformers with one dual element fuse. Have control transformers separately fused on the primary side with two dual element fuses 12. Unless otherwise called for on the one line diagram, the minimum rating of the control power transformer for the various sizes of starters, shall be as follows: 030619.010 Section 16480 Page 6 of 10 N EMA Size 1 N EMA Size 2 N EMA Size 3 N EMA Size 4 75 VA 150 VA 250 VA 500 VA 13. Connect the control power transformer so that it is de -energized when the circuit breaker is opened. G Reduced Voltage Starters 1. If reduced voltage starters are specified, provide the closed transition auto - transformer type 2. Construct each reduced voltage auto -transformer starter unit with a molded -case circuit breaker in combination with a closed transition type auto -transformer starter with 50 percent 65 percent, and 80 percent taps. Set the starter on the 65 percent tap. The starter shall have three phase overload relays and shall be ambient temperature compensated with manual reset. Include a thermal switch wired to protect the auto -transformer from overheating. Control timing of the starting period by an adjustable accelerating relay. H. Terminal Blocks 1. Provide terminal blocks conforming to NEMA/ANSI ICS 4 type rated 600 volts, with screw type terminals to accommodate non -insulated ring tongue wire lugs for No. 18 through No. 10 size wire for field connection. 2. Use a sufficient number of terminal blocks so circuits for 480 volt and 120-volt service can be wired to a separate group of terminal blocks, making power and control circuit readily identified for safety during maintenance. 3. Wire auxiliary contacts to terminal blocks. I. Units 1. Equip each unit compartment with barriers to isolate it from adjacent devices in the control center and prevent communication of faults from one compartment to another. 2. Provide draw -out type units. Provide means in the vertical section for supporting and aligning units during their removal or replacement. 3. Install an individual front door on each unit compartment. Make each door interlocking with the circuit disconnect so that the door may not be opened while the circuit disconnect is in a closed position. Provide a means for overriding this interlock. 4. Use padlocking arrangements that permit locking circuit disconnect in the open position with a minimum of three padlocks when the•door is closed 030619.010 Section 16480 Page 7 of 10 5. Provide a protective insulating shield to prevent accidental contact with live parts with the unit door and disconnect switch open. 6. Arrange components so that removal of a starter or breaker unit does not require removal of its door or the removal of an adjacent unit. 7 Place unit wiring diagrams in the print pocket on the inside of each unit door. 8. Furnish units designated as future or spare complete with guide rails, separator bars, doors, and operating hardware required to permit completion of the unit by the addition of a combination starter or feeder breaker unit. For any unused space that is not suitable for the addition of a plug-in unit, fabricate and install a plain bolted sheet metal cover. 10: Identify electrical components with laminated nameplates. J. Buses and Connections • 1. Extend the main horizontal copper bus across the assembly to form a complete continuous bus Support it in at least two places in each vertical section using glass -reinforced, polyester -type insulators which are impervious to moisture and adverse atmospheric conditions. 2. Fabricate buses from tin plated copper bars. Use buses designed to operate at individual rate full load currentwithout exceeding a 50 degrees C temperature rise at 40 degrees C ambient temperature as defined in ANSI/UL 845. The continuous current rating of the main and branch buses shall be as stated on the one -line diagram. 3. Bolt connections to main and branch buses. Make joints and contact surfaces free of burrs and irregularities. 4. Provide tin-plated, compression -type cable connectors (NEMA 2-hole) for each bus bar in the main feed cubicle Select connectors of adequate size and quantity for the feeder cables. Make provision for extension in both directions for future sections. 6. Install both main and branch buses so they are phased in the order A-B-C from front -to -rear, top -to -bottom, and left -to -right as viewed from the front of the board 7 Have a copper ground bus extend the full length of the MCC near the bottom, with provision for extension into future sections. It shall be amp rated at a minimum of 25 percent of horizontal power bus Provide compression lugs on each end of the ground bus for connection of the grounding copper conductor (NEMA t- hole). Permanently ground the non -current carrying metal parts of equipment within each MCC through the ground bus in accordance with ANSI/UL 467 Terminate ground cables to the ground bus by means of the two -hole and two - bolt type connectors. 030619.010 Section 16480 Page 8 of 10 K. Wireways 1. Provide each section with horizontal wiring space at both the top and bottom. Make wiring spaces line up with adjacent sections to form a continuous wireway for the entire length of the MCC. 2. In addition, provide each section with a wireway space at least 4 inches wide between the units and side unit wiring Secure the wireway with a tight fitting hinged access door of formed sheet metal. Furnish wire straps in the vertical wireway to group individual conductors. Tie wires securely in place for a neat orderly installation. Completely enclose both horizontal and vertical wireways and isolate them from exposure to any live parts. 4. Use control wiring that is a minimum No. 14-AWG copper, 600 volts, Type TA, TBS or SIS as defined in ANSI C37.30.6 5. For current transformer wiring, use No. 10 AWG copper which is otherwise, the same as control wiring. 6. Power and control cables may enter the MCC only at bottom. Provide suitable o pening in bottom of MCC for cable entry. Collect power and control cables n eatly in separate bundles. 7 Make wires continuous between terminals and other connections, without splices. 8. Identify wiring at both ends with same number, machine printed on heat shrink type sleeves as specified in Section 16195 - Electrical Identification. L. Control Devices 1. Provide pushbuttons, selector switches and indicating lights which are of the oil tight, heavy duty type with industrial application quality. 2. Provide indicating lights which are push -to -test LED type with transformer and 100,000 hour Tamp life. M. Space Heaters: Install thermostat controlled electric space heaters to prevent condensation of moisture in the control centers. The rated voltage of these heaters shall be double the voltage applied. Make thermostats adjustable and set to cut out when the temperature rises to an ambient of 30 degrees C (240 volt rated space heaters operated on 120 volt which power is derived from a local panelboard). N. Nameplates 1. Use engraved lamicoid with black lettering and white background for nameplates o n individual units as well as the main nameplate for the assembly. 030619.010 Section 16480 Page 9 of 10 2. Make MCC compartment nameplates 1" x 3" with approximately 1/4 inch high lettering. Make MCC main nameplates 8" x 2" with 1 inch high lettering Secure nameplates with self tapping stainless steel metal screws. 3. Provide a blank nameplate for spare compartments. 4. Word nameplate captions as indicated on the one -line diagram. O. Finish 1, Thoroughly clean the inside and outside of the MCC of all foreign matter, excessive oxide, scale, weld spatter, and flux. Repair fabricating scars and rough edges by welding and/or grinding before painting, followed by heat treatment, if required by the governing code or standard 2. Give a finish coat of manufacturer's standard enamel for compartment doors, cover plates, and structural parts of the MCC . Coat the bottom of each structure with a corrosion resistant compound. Do not apply paint or filler until all repairs, tests, and final shop inspection are completed. PART3 EXECUTION 3.01 PREPARATION A. Verify dimension of the housekeeping pad and the embedded leveling channels and conduit stub -ups. 3.02 INSTALLATION A. Install the motor control center in accordance with the manufacturer's published instructions. B. Torque bus bar bolts to manufacturer's recommendations and tighten nuts and bolts on the steel structure to ensure structural integrity. C. Adjust the magnetic setting on motor circuit protectors in accordance with motor inrush currents (nameplate data) D. Select and install motor starter overload relay heater coils based on motor nameplate data. E Touch up scratches and verify data on nameplates. END OF SECTION 030619.010 Section 16480 Page 10 of 10 SECTION 16481 MOTOR CONTROLLERS PART1 GENERAL 1.01 SUMMARY A. Section Includes: 1. AC motor control devices rated 600 v and below. B Overcurrent protective devices and disconnect switches used with motor controllers are specified in Section 16475. • 1.02 DEFINITIONS A. Motor Controller Device that controls, protects, and energizes electric motor, and where required, controls its speed or torque or power delivered by it. 1.03 SUBMITTALS A. Submit all products covered under this section for Engineer's approval. 1. Product Data: a. Include dimensions, ratings, and data on features and components. 2. Test Results: a. Certified reports of field tests and observations. 3. Miscellaneous: a. Load Current and Overload Relay Heater List: Compiled by Contractor after motors have been installed Arrange list to demonstrate selection of heaters to suit actual motor nameplate full load currents. 4. Operation and Maintenance (O&M) Data: a. Manufacturer's data on maintenance and operation of equipment. 1.04 QUALITY ASSURANCE A. Single -Source Responsibility: Obtain similar motor -control devices from single manufacturer. 030619.010 Section 16481 Page 1 of 7 B. Manufacturer Qualifications: 1. Provide controllers from manufacturers regularly engaged in manufacture of equipment of types and capacities indicated, with such products in satisfactory use in similar service for not less than 5 yrs. C. Items provided under this section shall be listed or labeled by UL or other Nationally Recognized Testing Laboratory (NRTL) 1. Term "NRTL" shall be as defined in OSHA Regulation 1910.7. 2. Terms "listed" and "labeled" shall be as defined in National Electrical Code (NEC), Article 100. D. Regulatory Requirements: 1. National Electrical Code (NEC): Components and installation shall comply with National Fire Protection Association (NFPA) No. 70. 1.05 COORDINATION A. Coordinate features of controllers and control devices with pilot devices and control circuits provided under other sections of Specifications covering control systems. B. Coordinate motor controls, starters and overcurrent devices with motor manufacturer's data. Provide motor manufacturer's data sheets to motor control manufacturer at time of order. 1.06 MAINTENANCE A. Extra Materials' 1. Spare Fuses and Incandescent Indicating Lamps: Furnish one spare for every 5 installed units, but not Tess than one set of 3 of each kind PART2 PRODUCTS 2.01 MANUFACTURERS A. Manual and Magnetic Motor Controllers: 1. Square D Company. 2. Westinghouse Electric Corporation. 3. Eaton Corporation. 4. Furnas Electric Controls. 5, or, approved equal. 030619.010 Section 16481 Page 2 of 7 2.02 MOTOR CONTROLLERS, GENERAL A. Coordinate features of each motor controller with ratings and characteristics of supply circuit, motor, required control sequence, duty cycle of motor drive, and Toad, and pilot device, and control circuit affecting controller functions. Provide controllers horsepower rated to suit motor controlled. B NEMA Size 1 minimum. C Contacts shall open each ungrounded connection to motor. D. Overload Relays: 1. Ambient -compensated type with inverse -time -current characteristic. 2. Provide with heaters or sensors in each phase matched to nameplate full Toad current of specific motor to which connected with appropriate adjustment for duty cycle. Overload devices to require manual reset after tripping occurs. 3. Enhanced Protection Overload Relay. Provide overload relays with NEMA Class 10 tripping characteristics for submersible equipment or where indicated. Select to protect motor against voltage unbalance and single phasing. E Enclosures: 1. For individually mounted motor controllers and control devices, comply with NEMA 250. 2. Provide enclosures suitable for environmental conditions at controller location. 3. Provide NEMA Type enclosures as indicated or required to suit environment where located. 4. All enclosures for motor starters 100 hp and greater shall have forced cooling. 2.03 MANUAL MOTOR CONTROLLERS A. Quick -make, quick -break toggle action. B Doublebreak silver alloy contacts. C. Pilot light. D. Padlocking provision. 2.04 MAGNETIC MOTOR CONTROLLERS A. Full voltage, nonreversing, across -the -line, magnetic controller, except where another type indicated. B. Control Circuit: 120 v. Control power transformer integral with controller where no other 030619.010 Section 16481 Page 3 of 7 supply of 120 v control power to controller indicated. Control power transformer with adequate capacityto operate connected pilot, indicating and control devices plus 100% spare capacity. C. Combination Controller: Switch type; fused or nonfused as indicated; quick -make, quick - break switch; factory assembled with controller and arranged to disconnect it. For fused switches, provide rejection type fuse clips and fuses rated as indicated. D Combination Controller: Motor circuit protector, molded case circuit breaker type with magnetic only trip element calibrated to coordinate with actual locked rotor current of connected motor and controller overload relays. Provide breakers factory -assembled with controller, interlocked with unit cover or door, and arranged to disconnect controller Provide motor circuit protectors with field -adjustable trip elements. E Overvoltage/Undervoltage/Phase-Failure Relays: Solid-state sensing circuit with isolated output contacts for hard -wired connection. Provide adjustable undervoltage setting. 1. Provide in starter enclosure for Size 2 and larger starters. 2. Delay initial motor start. 3. Delay motor restart due to starter dropout caused by undervoltage or starter coil circuit interruption for maintained control circuits Adjustable on delay from 0.15 to 30.0 sec set at 10.0 sec. 5. Connect control relay in motor starter coil circuit. 6. Coordinate control relay selection with motor starter to cause motor starter to drop out at voltage slightly higher than dropout voltage of starter and have dropout time slightly faster than motor starter to ensure if motor starter drops out, relay will drop out 2.05 AUXILIARY CONTROL DEVICES A. General: Furnish auxiliary control device as shown on 1-line diagrams, Drawings, or as specified. Factory -install in controller enclosure except as otherwise indicated. B. Pushbutton Stations, Pilot Lights, and Selector Switches. Heavy duty type. C. Stop Pushbutton Station: Momentary break pushbutton station with factory -applied hasp arranged so padlock can be used to lock pushbutton in depressed position with control circuit open. D. Lockout Pushbutton Station: Maintained contact red mushroom pushbutton station with factory -applied hasp arranged so padlock can be used to lock pushbutton in depressed position with control circuit open. E Control Relays: Auxiliary and adjustable time delay relays. F. Elapsed Time Meters. Heavy duty with digital readout in hrs. 030619.010 Section 16481 Page 4 of 7 G Ammeters, Voltmeters, and Frequency Meters: Panel type, 2'/Z-in. minimum size with 90 or 120 degree scale, and ±2% accuracy. Where indicated, provide transfer device with off position. H. Current Sensors: Rated to suit application. I. Current -Sensing Phase -Failure Relays: Solid-state sensing circuit with isolated contacts for hard -wired connection. Arranged to operate on phase failure, phase reversal, current unbalance of from 5% to 30%, or loss of supply voltage. Provide adjustable response delay. J Over temperature sensors are to be installed on transformers in reduced voltage auto - transformer starters. Sensor stall interrupt and lockout starter control circuit. Provide reset switch and alarm Tight. PART3 EXECUTION 3.01 INSTALLATION A. General: Install motor controllers and auxiliary motor control devices in accordance with manufacturer's written instructions and approved submittals. B. Mounting: 1. For control equipment at walls, bolt single units to wall. Mount multiple units on light -weight structural steel channels bolted to wall. 2. For controllers not at walls, provide freestanding racks fabricated of structural steel members and Tight -weight slotted structural steel channels. Use feet consisting. of 3/8 in. thick steel plates, 6 in square, bolted to floor. Use feet for welded attachment of 1-1/2-in. by 1-1/2-in by 1/4 in. vertical angle posts not over 3 ft oc. Connect posts with horizontal lightweight slotted steel channels and bolt control equipment to channels. 3. Unless shown otherwise on plans. C. Motor Controller Fuses and Circuit Breakers: Conform to requirements of Section 16475. 3.02 IDENTIFICATION A. Comply with Section 16195. 3.03 CONTROL WIRING INSTALLATION A. Install wiring as specified in Section 16120. B. Install wiring in enclosures bundled, trained, and supported. 030619.010 Section 16481 Page 5 of 7 3.04 CONNECTIONS A. Tighten connectors terminals, and mountings. Tighten field connected connectors and terminals, including screws and bolts, in accordance with equipment manufacturer's published torque tightening values. Where manufacturer's torquing requirements not indicated comply with tightening torques specified in UL 486A and 486B. 3.05 FIELD QUALITY CONTROL A. Manufacturer's Field Services: 1. Supplier's or manufacturer's technician for equipment specified herein shall be present at job site or classroom designated by Owner for minimum mandays indicated, travel time excluded, for equipment adjustment, and training of Owner's personnel for plant operation. Include minimum of: a. '/2 manday for Instructional Services. Testing: 1. Reports Notify Engineer in writing indicating defective materials and workmanship and unsatisfactory test results. Include records of repairs and adjustments made 2. On completing installation of system, perform following tests. a. Make insulation resistance tests of conducting, parts of motor control components, and of connecting supply, feeder, and control circuits. For devices containing solid-state components, use test equipment and methods recommended by manufacturer. b. Make continuity tests of circuits. c. Review updating of final system configuration and parameters where they supplement or differ from those indicated in original Contract Documents. d. Review manufacturer's written instructions for installation and testing of motor control devices. Visual and Mechanical Inspection. Include following inspections and related work. a. Motor Control Device Ratings and Settings: Verify ratings and settings as installed are appropriate for final Toads and final system arrangement and parameters. Recommend final protective device ratings and settings where differences found. Use accepted revised ratings or settings to make final system adjustments. b. Inspect for defects and physical damage and nameplate compliance with Drawings 030619.010 Section 16481 Page 6 of 7 c. Exercise and perform operational tests of mechanical components and other operable devices in accordance with manufacturer's written instructions. d. Check tightness of electrical connections of devices with calibrated torque wrench. Use manufacturer's recommended torque values e. Clean devices using manufacturer's approved methods and materials. f. Verify proper fuse types and ratings in fusible devices. 4. Electrical Tests: Perform following in accordance with manufacturer's written instructions. a. Insulation resistance test of motor control devices conducting parts to extent permitted by manufacturer's written instructions. Insulation resistance less than 100 megohms not acceptable Use primary current injection to check performance characteristics of motor circuit protectors and for overload relays of controllers for motors 15 hp and larger. Trip characteristics not within manufacturer's published time -current tolerances not acceptable. c. Make adjustments for final settings of adjustable trip devices. d. Test auxiliary protective features such as Toss of phase, phase unbalance, and undervoltage to verify operation. e. Check for improper voltages at terminals in controllers having external control wiring when controller disconnect opened. Voltage over 30 v unacceptable. 5. Correct deficiencies and retest motor control devices. Verify by system tests that specified requirements are met. 3.06 ADJUSTING A. Overvoltage/Undervoltage/Phase Failure Control Relay: 1. Adjust control relay to cause motor starter to drop out at voltage slightly higher than dropout voltage of starter and have dropout time slightly faster than motor starter to ensure if motor starter drops out, relay will drop out. 3.07 CLEANING A. Remove paint splatters and other spots, dirt, and debris. Touch up scratches and mars of finish to match original finish. Clean devices internally using manufacturer's recommended methods and materials END OF SECTION 030619.010 Section 16481 Page 7 of 7 Section 16740 TELEPHONE SERVICE ENTRANCE PART1 GENERAL 1.01 REFERENCES A. Local Telephone Company standards. 1.02 QUALITY ASSURANCE A. Items provided under this section shall be listed or labeled by UL or other Nationally Recognized Testing Laboratory (NRTL). 1. Term "NRTL" shall be as defined in OSHA Regulation 1910.7. 2. Terms 'listed" and "labeled" shall be as defined in National Electrical Code, Article 100. B. Regulatory Requirements: 1. National Electrical Code: Components and installation shall comply with NFPA 70. PART2 PRODUCTS 2.01 TELEPHONE SERVICE A. Provide as indicated on Drawings and by Telephone Utility. B. SCADA Telephone lines shall be regular voice grade telephone lines without dial in capabilities Special data type lines are not to be installed unless specifically approved by Engineer in writing C. Autodialer lines shall be standard voice grade dial out/in telephone line. Special type lines are not to be installed unless specifically approved by Engineer in writing. D. Notify Engineer in writing of line ordered before it is installed. 2.02 MATERIALS A. Service Entrance: 1. Conduit, as shown on plans. B. Conduit System. 030619.010 Section 16740 Page 1 of 2 1. Comply with Section 16111. 2. Provide grounding bushings on conduits at terminal boards. C. Terminal Cabinets: Comply with Section 16135. D. Outlets: 1. Outlet plates to match telephone jacks. PART 3 EXECUTION 3.01 PREPARATION A. Conformation of Telephone Service: 1. Consult with Telephone Utility to verify service information specified herein and shown on Drawings. 2. Assist Owner in ordering proper telephone line. 3.02 INSPECTION A. Examine areas and conditions under which telephone service entrance and conduit system to be installed and notify Engineer in writing of conditions detrimental to proper and timely completion of work. 3.03 INSTALLATION A. Install conduit system and service entrance as shown on Drawings and in accordance with Section 16111. B. Terminate service conduit in telephone equipment area at mounting panel as shown on Drawings. C. Install telephone wire in conduits. D. Telephones and cables up to service point to be by Telephone Utility. 1. Coordinate ditching, supplying, and backfilling with Telephone Utility. 3.04 TESTING A. For SCADA or Telemetry applications, Contractor shall tone test line(s) from point to point and verify line is satisfactory and ready for applying data signals. Contact Engineer SCADA RTU installer and SCADA Programmer when line is ready for use. END OF SECTION 030619.010 Section 16740 Page 2 of 2 030619.010 SECTION 16902 SUPERVISORY CONTROL AND DATA ACQUISITION SYSTEM PART1 GENERAL 1.01 WORK INCLUDED A. This section covers work necessary for the design, documentation, test, installation, field testing and startup and final documentation for a telemetry system hereafter referred to as a Supervisory Control and Data Acquisition (SCADA) system for City of Pearland Cullen and Miller Ranch Lift Stations as described herein. B. The Programmer will provide all programming of SCADA PLC and coordinate sequence of pump operation with Owner Contractor shall provide all installation, set-up, adjustments and testing of devices or equipment included under this contract unless specifically excluded or unless equipment is not provided by Contractor. Unless specifically noted otherwise Contractor shall furnish all software. Programming will be done by others. Contractor shall provide an ' Allowance' in bid cost Where "Allowance" is not shown on Bid Sheet, contact Roy Lackey at 713-467-9961 for the Allowance cost Failure to provide this Allowance is at the expense of the Contractor and at no additional cost to Owner. 1.02 PRODUCTS A. Major components of this system shall include the specified materials, equipment and installation required to implement a complete and operational SCADA system along with associated instrumentation. Work under this contract is for installation of PLC's and appurtenances only. B. In order to achieve standardization for appearance, operation, maintenance spare parts and manufacturer's service to the greatest extent possible, like items of equipment provided hereunder shall be the end products of one (1) manufacturer. C. Requirements for the electrical work associated with the installation of the SCADA and instrumentation equipment are as specified: 1. Section 16012 - Electrical Work 2. Section 16111 - Conduit, Fittings and Bodies 3. Section 16120 - 600-Volt Building Wire and Cable 4. Section 16126 - Instrumentation Cable 5. Section 16131 - Device, Pull and Junction Boxes Section 16902 Page 1 of 14 6. Section 16150 7. Section 16195 8. Section 16290 - 9. Section 16401 - 10. Section 16402 - 11. Section 16452 - 12. Section 16475 - 13. Section 16476 - 14. Section 16481 - 15. Section 16936 - - Electric Motors - Electrical Identification Low Voltage Surge Protection Electric Service Underground Duct Banks Grounding Overcurrent Protective Devices Disconnects and Circuit Breakers Motor Controllers Pilot and Miscellaneous Control Devices D. It is intended system concepts and technical requirements of a single preferred SCADA System manufacturers equipment and software that is compatible with the SCADA master station planned under a separate contract by others E PLC hardware manufacturer may not act as Contractor or Sub -Contractor for installation of the telemetry system F. Code and Regulatory Compliance: All PCIS Work shall conform to or exceed the applicable requirements of the 1999 National Electrical Code. Conflicts between the requirements of the Contract Documents and any codes or referenced standards or specifications shall be resolved according to Section 01090 - Reference Standards. G. Hardware Commonality: All instruments which utilize a common measurement principle (for example, d/p cells, pressure transmitters, level transmitters which monitor hydrostatic head) shall be furnished by a single Manufacturer All panel mounted instruments shall have matching style and general appearance. Instruments performing similar functions shall be of the same type mode, or class, and shall be from a single Manufacturer. H. Loop Accuracy: The accuracy of each instrumentation system or loop shall be determined as a probable maximum error, this shall be the square root of the sum of the squares of certified "accuracies" of the designated components in each system, expressed as a percentage of the actual span or value of the measured variable. Each individual instrument shall have a minimum accuracy of plus and minus 0 5 percent of full scale and a minimum repeatability of plus and minus 0.25 percent of full scale unless otherwise indicated Instruments which do not conform to or improve upon these criteria are not acceptable 030619.010 Section 16902 Page 2 of 14 Instrument and Loop Power: Power requirements and input/ output connections for all components shall be verified Power for transmitted signals shall, in general, originate in and be supplied by the control panel devices The use of 2-wire" transmitters is preferred, and use of "4-wire" transmitters shall be minimized. Individual loop or redundant power supplies shall be provided as required by the Manufacturer's instrument Toad characteristics to ensure sufficient power to each loop component. All power supplies shall be mounted within control panels or in the field at the point of application. J. Loop Isolators and Convertors: Signal isolators shall be provided as required to ensure adjacent component impedance match were feedback paths may be generated, or to maintain loop integrity during the removal of a loop component. Dropping precision wirewound resistors shall be provided where required to resolve any signal level incompatibilities or provide required functions. K. Environmental Suitability: All indoor and outdoor control panels and instrument enclosures shall be suitable for operation in the ambient conditions associated with the locations designated in the Contract Documents. Heating cooling and dehumidifying devices shall be provided in order to maintain all instrumentation devices 20% within the minimums and maximums of their rated environmental operating ranges The Contractor shall provide all power wiring for these devices. Enclosures suitable for the environment shall be furnished. All instrumentation in hazardous areas shall be suitable for use in the particular hazardous or classified location in which it is to be installed L. Signal Levels: Analog measurements and control signals shall be as indicated herein, and unless otherwise indicated, shall vary in direct linear proportion to the measured variable Electrical signals outside control panels shall be 4 to 20 milliamperes do except as indicated. All electric signals shall be electrically or optically isolated from other signals. M. Control Panel Power Supplies: All control panels shall be provided with redundant power supplies which are configured in a fault -tolerant manner to prevent interruption of service upon failure and interruption of service necessitated by the replacement of a power supply. All power supplies shall have an excess rated capacity of 40 percent The failure of a power supply shall be annunciated at the control panel. Programmable Logic Controller (PLC) 1. General The PLC to be installed at the pump station shall be a microprocessor - based unit with the capabilities to: accept digital and analog inputs, produce digital and analog outputs perform local control and data manipulation functions, transmit measured and calculated values and status/alarm signals to the central computer system, receive command signals and configuration data from the central computer, and perform all other functions required to meet the specified performance and functional requirements of the integrated system The PLC shall be furnished with all necessary power supplies, processors, memory, process I/O cards serial communication ports modems, etc. to meet its specified functions, requirements and environmental conditions As minimum the PLC shall have three separate communication ports; Operator Panel port, Programming Port and MODBUS communication port. The PLC shall have a 030619.010 Section 16902 Page 3 of 14 minimum of 64kbytes of user programmable RAM. The PLC to be furnished under this contract shall be Siemens Series S7-300. 2. Communication Ports: • a. The MODBUS port shall be capable of communicating as a Modbus PLC slave device. The port shall be RS-232 and have selectable baud rate from 2400 to 19 2 K. The data for the Control Center Operation control specified in the Control Strategies shall be available via this port. A software package and licenses for the MODBUS PLC slave program shall be provided. b. The Programmers port shall work independent of the other ports to allow full programable support while the Operator Panel and MODBUS port are connected and functioning. 3. I/O System. Each PLC shall be furnished with process I/O cards, etc. as necessary to interface to the process equipment and instrumentation. The exact I/O to be furnished with each PLC shall be as shown on the drawings. I/O shall be provided through fixed configuration and single board units as appropriate and required to meet the site's I/O requirement. All inputs and outputs shall be optically isolated to 600 V minimum. Analog inputs shall have a common mode rejection of 75 db and a normal mode rejection of 50 db at 60-Hz. ND and D/A converters shall be 12 bit minimum (including sign). All I/O cards must be of the same manufacturer and model as the main PLC processor. Where digital outputs are insufficient to drive the designated load, a control relay shall be provided. The rating for the control relay(s) shall be 10 amps at 120 VAC or greater. Four sets of contacts shall be provided; 2 NO and 2 NC. The relay shall be Siemens type Simicont 3 TH2 4. Operators Panel: An Operator Panel shall be provided. The Operator Panel shall provide the same control functions as "Control Center Operations" described in the Control Strategies". Operator Panel shall have plastic casing and with membrane front keypad, backlit LED LC display, minimum of four lines 20 characters 8 -MM character height. The keypad shall have 10 digits, "+ ' up and down scroll and enter. The keypad shall also have at least eight user functions keys. Communication shall be directly to PLC processor at 19.2 kbaud or faster. No converter to communicate with PLC shall be acceptable Communication to the PLC shall be maintainable at all times and shall not interfere with PLC programming communications or PLC telemetry communications. Power shall be nominal 120 Bac or 24 Vdc. Display characters shall be the full ASNI alphanumeric character set. The panel shall meet NEMA 12 rating with an operating range of 0 to 50 degrees C at 95% humidity. All programming software, programming cables or any other non -PC equipment required to modify the operator panel text display shall be provided. The operator panel shall be a Siemens OP7. O. The Lift Station Wet Well Level Transmitter Transmitter shall be the non -contacting ultrasonic type with the following features NEMA4 Housing, 4-20 mA output (isolated) wall mount, -20 degree to 50 degree C temperature rating, local display 120 VAC 030619.010 Section 16902 Page 4 of 14 power. The transducer shall be non -contacting ultrasonic type and the same manufacturer as the transmitter with the following features: 1" NPT Mounting Connection, 6 Degree beam angle to 50 feet self-cleaning, hermetically sealed and 20 degree to 50 degree C temperature rating. The transmitter shall be Siemens-Milltronics Enviroranger. P. UPS: The Contractor shall furnish and install an uninterruptible power system (UPS) with plant PLC system. The UPS shall operate in conjunction with the plant electrical system (115 VAC line voltage) to provide power conditioning, back-up and distribution for equipment loads All 115 VAC loads in the PLC system shall be connected to the UPS, including duplex receptacle. The UPS shall have a minimum of 650 VA. The UPS shall consist of a solid-state inverter/charger, sealed maintenance free battery, static bypass switch and status indications. During normal operation, the Toad shall be continuously controlled by the inverter/charger. On line power loss the battery shall provide 10 minute of back up power, battery recharging shall occur automatically on restoration of line power without interruption to the load. If the inverter fails, the bypass switch shall automatically connect the Toad to the line. The UPS shall be Powerware 9120. All process field instruments connected to the PLC shall be power from this UPS 1.03 RESPONSIBILITY FOR COMPLETE SYSTEM A. The Contractor shall be responsible for and shall provide for the supply, delivery, installation, certification, calibration adjustment, testing and startup, of a complete, coordinated system which shall perform the specified functions indicated herein and as indicated on the plans. B. The Owner and the Engineer will review system technical information as submitted by the Contractor for hardware, peripheral devices, software operating system, and control logic for complete compliance with these specifications. C. Where a radio link is required, the Contractor shall be responsible for the antenna tower selection and antenna selection that will minimize the degradation of the radio signals between the lift station site and the master station. Selection shall be based on results of a TOPO/PATH study conducted for this project. Study shall be conducted prior to ordering equipment and where study indicates unacceptable signal levels, Contractor shall immediately notify Engineer in writing. D. Contractor shall coordinate PLC ordering, installation, and testing with SCADA system master station Contractor. 1.04 CONTRACTOR QUALIFICATIONS A. SCADA System Contractor (or subcontractor) shall submit a statement of qualifications to the Engineer for pre -qualification before bidding on SCADA System work. Qualification Statement shall show proof of similar water plant installations for not Tess than four (4) recent projects in Brazoria County or immediate vicinity there of. Provide name of project; name of Owner, address and telephone number of Owner's representative who can be contacted for references regarding successful completion and satisfactory performance of most recent projects. Qualification Statement must be received ten (10) days pnor to bid date. Contractor, or subcontractor, may not bid or 030619.010 Section 16902 Page 5 of 14 construct the telemetry system, unless approved in writing, by Engineer and/or Owner, prior to bid opening. B SCADA System PLC assembly may be performed by the following System Integrators: 1. Systems 2. B.L. Technology 3. Weimar Manufacturing 4. IES 5. or, as pre -approved by Engineer in writing 1.05 SUBMITTALS A. Submit all products covered under this section for Engineer's approval. B. Hardware Submittals: Before any components are fabricated and/or integrated into assemblies or shipped to the job site, furnish to the Engineer for his review six (6) copies of submittal documents. Submittals shall include full details, shop drawings catalog cuts and such other descriptive matter and documentation as may be required to fully describe the equipment and to demonstrate its conformity to these specifications Specifically, the Contractor shall submit the following materials: 1. Block diagram and operational description of the system showing all major components and their interconnections and interrelationships Label each diagram and specify all external power and communications interfaces. All diagrams shall be in an 11 by 17 format. Provide diskette in AutoCad Release 14 format. 2. Drawings of equipment to be supplied shall include, as a minimum. overall dimension details for each panel, console etc., including internal and external arrangements and door mounted operator devices with nameplate designations Wiring diagrams of equipment including field device connections shall be included and specific installation/wiring requirements identified Provide AutoCad diskette Operational Description shall include the principal functions/capabilities of the PLC, as provided and configured/programmed. Included shall be a description of system communications 4. Provide a detailed Bill of Materials along with descnptive literature identifying component name, manufacturer, model number, and quantity supplied. 5. Provide system hydraulic layout(s) where applicable. 030619.010 Section 16902 Page 6 of 14 C. Software Submittals: 1. Provide user manuals for all supplier furnished software and firmware. 2. Provide sample communication and control database programs for project in hardcopy form. As a minimum, hardcopy form shall be fully documented, including code, comments, addressing data and cross-references, etc Every line or section of code shall be accompanied by a comment describing its function. D. Test Outlines and Procedures Submittals Test descriptions shall be in sufficient detail to fully describe the specific tests to be conducted to demonstrate conformance with this specification. E Spares and Expendables Recommendations The Contractor shall provide a list of recommended spares and expendable items. The list shall be exclusive of any spares furnished under this Contract. A total purchase cost for the recommended list shall be provided in addition to the unit cost for each item. 1.06 ON SITE SUPERVISION A. The Contractor shall provide experienced personnel to supervise, perform, and coordinate the installation, adjustment, testing and startup of the SCADA system. The personnel shall be present on -site as required to effect a complete and operating system. B Furnish resume of experience for supervisor directly in charge of project and who will be directly supervising day-to-day on -site activities of contractors employees or sub- contractors. 1.07 TESTING AND STARTUP A. All elements of the SCADA system shall be tested to demonstrate that the total system satisfies all of the requirements of this Specification. All special testing materials and equipment shall be provided by the Contractor. The Contractor shall coordinate and schedule all of his testing and startup work with the Owner As a minimum, the testing shall include both a factory test and a field test. Testing requirements are as follows: 1. Factory Tests The PLC and all other associated hardware shall be tested at the factory, prior to shipment so as to demonstrate that each component is operational and meets the requirements of these specifications Test results shall be certified, with written documentation provided to the Owner upon test completion Factory testing may be witnessed by the Owner or Engineer. 2. Field Tests All system components shall be checked to verify that they have been installed 030619.010 Section 16902 Page 7 of 14 properly and that all terminations have been made correctly. Witnessed field tests shall be performed on the complete system. Each function shall be demonstrated to the satisfaction of the Owner and Engineer on a paragraph -by - paragraph basis. Each test shall be witnessed and signed off by the Contractor and the Engineer upon satisfactory completion. The Contractor shall notify the Owner at least two (2) weeks prior to the commencement date of the field tests. 1.08 TRAINING A. The training program shall educate operators, maintenance, engineering, and management personnel with the required levels of system familiarity to provide a common working knowledge concerning all significant aspects of the system being supplied and shall be conducted by a professional factory trained knowledgeable instructor Training shall be conducted only by the SCADA System Manufacturer's Representative unless pre -qualified and accepted by Electrical Engineer in writing, in which case Contractor shall provide Training Instructor's resume or qualifications statement to Electrical Engineer for approval no later than twelve (12) weeks prior to start of training classes The training program shall consist of the equivalent of five 8- hour days and conforming to Owner's schedule of operators. Both classroom -type and field site sessions shall be provided. At least two weeks prior to the requested start of the program, the proposed dates of training shall be submitted to the Owner and the Engineer for approval. B. The Instructor shall provide all instructional course material, equipment and manuals to conduct the training program Owner shall provide facilities for the training. C. The training program shall be conducted as follows: 1. Initial training shall familiarize the student with the fundamental operation of any microprocessors, operating systems, software programs and programming languages. Operator training shall be conducted utilizing the actual system. 3. Maintenance training shall address each item of equipment being supplied (operator interface equipment, computer equipment, instrumentation, RTU's modems, etc.) down to the individual module, board or card level. 4. Programmer or configuration training shall, as a minimum, address control logic creation and editing; graphic display creation and editing, software flowcharts or ladder diagrams; special housekeeping requirements, configuration and modification of all specified functions; report generation and the addition of new equipment to the system. 5. The training shall provide Owner personnel with basic proficiency in software functions pertaining to the specified system 6. A minimum of 50 percent of training time shall be dedicated to actual operation and use of the SCADA System as encountered in day-to-day operations. 030619.010 Section 16902 Page 8 of 14 7. Engineer's representative may be present during training. 8. Where Owner deems training is inadequate for Operators to fully understand and successfully operate SCADA System, additional training shall be provided at no additional cost to Owner. D. The SCADA Instructor shall provide a professional published detailed training manual for Owner's use dunng training classes. Provide six (6) copies for Engineer's and Owner's approval four (4) weeks prior to training. Provide ten (10) copies for training after approval. Manual shall be professionally bound. (Ring type binders are unacceptable.) 1.09 OPERATION AND MAINTENANCE MANUALS A. The Contractor shall provide (6) complete sets of hard -covered ring -bound loose-leaf O&M manuals. In addition to "as -built" system drawings, the manuals shall include internal wiring diagrams and operating and maintenance literature for all components provided under this section. The submitted literature shall be in sufficient detail to facilitate the operation, removal, installation, programming and configuration, adjustment calibration testing and maintenance of each component and/or instrument. The O&M manual shall be professionally composed and compiled and shall not be an assembly of "cut -sheets". Engineer shall have sole discretion of acceptance of O&M manual contents and composition. The contents of the O&M manuals shall be generally organized as follows: 1. System Hardware/Installation 2. System Software 3. Operation (step-by-step procedures) 4. Maintenance and Troubleshooting 1.10 DEFINITION OF ACCEPTANCE A. System acceptance shall be defined as that point in time when the following requirements have been fulfilled: 1. All O&M documentation has been submitted, reviewed and approved. 2. The complete SCADA system and instrumentation have successfully passed all acceptance testing requirements specified herein and have successfully been started up, tested and accepted by the Engineer 3. All Owner's staff personnel training programs have been completed. 4. Owner/Engineer sign a document indicating SCADA system has formally been accepted. 030619.010 Section 16902 Page 9 of 14 PART2 PRODUCTS 2.01 GENERAL A. The functions and features specified hereunder are the minimum acceptable requirements for the SCADA system. The provided system shall equal or exceed each requirement. B. In some cases, the specifications may allow the accomplishing of certain functions by means of more than one hardware/firmware/software approach. Any approach that is proposed shall equal or exceed all functional operational convenience and maintenance aspects of the one described. Whether a proposed approach is equal to or exceeds specification requirements shall be in the sole desecration of the Engineer. C. Major equipment, component and software items are specified; however the Contractor shall at no additional cost, provide all appurtenant items, whether specifically referenced herein or not, but which may be required for system operation as hereinafter specified 2.02 COMPONENT SPECIFICATIONS A. General 1. Enclosures shall be corrosion resistant welded NEMA Type 4X stainless steel for outdoor locations. Enclosure shall be fabricated from 316 stainless steel Units shall include a single gasketed front door. Full height hinges, locking hasp and door clamping hardware shall be included All enclosures shall be UL listed. 2. Controls shall operate from a source of 120 Vac, 1 phase, 60 Hz. All controls shall be protected from lightning or other transient voltages by power arresters and surge protectors on both power and telephone lines. 3. Condensation protection shall be provided for panels not in climate -controlled environments Enclosures shall have a heater which operates continuously to prevent condensation build-up. A freeze protective heater and thermostat shall also be provided at those outdoor locations containing hydraulics. Where ambient temperatures (assume 100 degrees F) exceed component manufacturers specified maximum operating temperature by a factor of 85 cooling shall be supplied with the enclosure 4. All DC power supplies required for operation of SCADA System or instruments shall be provided. Units shall provide sufficient voltage regulation and ripple control to assure powered components can operate within their required tolerances. 5. Included shall be a battery backed power source to run PLC for a period of twenty-four hours in the event of a failure of the normal AC source. The battery shall be of the gel cell type and sized to provide DC power for the specified power fail period. The battery shall be kept fully charged using a regulated float voltage charging system. "Switching" type battery supplies are not acceptable 030619.010 Section 16902 Page 10 of 14 6. SCADA PLC unit shall have an operational temperature range of -40° C to 70°C (-40° F to 158° F), and a storage temperature range of -40° C to 80° C (-4° F to 176° F), under relative humidity conditions of 10% to 95% non -condensing. 7 All wiring shall be in complete conformance with the National Electrical Code, state, local and NEMA electrical standards. All incoming and outgoing wires shall be connected to numbered terminal blocks and all wiring neatly tied and fastened to chassis as required. 8. Local construction permits shall be sole responsibility of Contractor. Local inspection authorities acceptance is required before final acceptance of system 9. Outdoor PLC's shall not have devices mounted in outer doors. B UL Labeling 1. Panels provided under this section shall meet the requirements of UL508. All panels shall bear the UL508 serialized label or be third party certified when delivered to the job site. All field modifications shall be in conformance with UL508. When the Owner accepts the panels, the contractor certifies that the panels have retained their UL labeling or third party certification. C. Intelligent Remote Terminal Units (RTU's) 1. Communications All communications ports shall be capable of communicating with the CCU utilizing leased -line or dial -up modem, radio transceiver, spread -spectrum radio or communication link to another device. All ports shall be capable of utilizing custom protocols and as a minimum utilize either/or the ASCII or PLC version of the Modbus protocol with any combination of baud rate, parity, duplex and word length. All ports shall support RTS/CTS handshaking for radio transmitter control and all ports shall be capable of Modbus master and/or slave operation dynamic switching between master and slave on the same communication port and allowing report by exception. All ports shall be capable of utilization for programming and diagnostics. All communications ports shall allow remote programming and configuration. 2. Application Software PLCs shall be equipped for Relay Ladder Logic programs, PID feedback control, modem dialing and control and communications using the Modbus protocol A "C" compiler shall be programmed for custom protocols and complex functions. All PLCs shall have multitasking capability where ladder and "C" programs execute concurrently. Ladder Logic programming software shall be provided and shall be IEC-1131 compliant and shall include a simulator which does not require hardware to test a program 030619.010 Section 16902 Page 11 of 14 Ladder Logic application programs shall be capable of being developed on Windows NT, Windows 95/98 or Windows 2000, as applicable. The SCADA system shall be capable of full program support and diagnostics being performed remotely through the SCADA network. 3. Operator Interface Operator interface to the system CCU (where required) shall be provided by means of an Alphanumeric Keyboard and Display Terminal which is compatible with third -party Modbus or A-B DF1 MMIs. Operator Interface Unit shall be a product of the PLC manufacturer unless specifically approved otherwise by Engineer. The Terminal shall display PLC analog and digital input/output signal status in appropnate engineering units Terminal shall allow changes to setpoints, control parameters and outputs. All changes by operators shall be password protected In addition to the PLC displays, the Terminal shall provide menu driven commands, communications status and statistics, alarm history and on-line help D. Communications Capabilities SCADA system PLC shall be capable of supporting the following communication types dedicated telephone, dial -up, fiber optics, cable TV, VHF UHF 800 MHZ trunking, or near -microwave radio, and RS-232/RS-485. Different communications types shall be capable of concurrent operation. Modification of communications type shall require only a modem change and minor communications database configuration changes only E I/O Listing 1. Digital Inputs a. Cullen Lift Station High Level Alarm LP 1 Run LP 2 Run LP 3 Run LP 1 Overtemp LP 2 Overtemp LP 3 Overtemp LP 1 Seal leak LP 2 Seal leak LP 3 Seal leak LP 1 Overload LP 2 Overload LP 3 Overload Surge Protector Phase Fail Intrusion 030619.010 Section 16902 Page 12 of 14 b. Miller Ranch Lift Station rig High Level Alarm LP 1 Run LP 2 Run LP 3 Run LP 4 Run LP 5 Run LP 1 Overtemp LP 2 Overtemp LP 3 Overtemp LP 4 Overtemp LP 5 Overtemp LP 1 Seal leak LP 2 Seal leak LP 3 Seal leak LP 4 Seal leak LP 5 Seal leak Surge Protector P hase Fail Intrusion 2. Digital Outputs a. Cullen Lift Station * P LC Transfer LP 1 Run CaII LP 2 Run CaII LP 3 Run CaII P LC Fail Miller Ranch Lift Station * PLC Transfer * LP 1 Run CaII * LP 2 Run Call * LP 3 Run CaII * LP 4 Run CaII * LP 5 Run CaII * PLC Fail 3. Analog Inputs a. Cullen Lift Station * Level (Miltronics) b. Miller Ranch Lift Station 030619.010 Section 16902 Page 13 of 14 Level (Miltronics) 4. Contact Master Station SCADA System Programmer for exact PLC I/O assignment for each device before connections are made. Failure to coordinate will be at expense of Contractor and at no additional cost to Owner or Programmer. F. Control Programming 1. General Monitoring: The control system monitors and displays the following lift station pump signals: RUN status, AUTO status, and PUMP FAILURE status DAILY RUN TIME for each pump will be calculated in controller. LOW LEVEL, HIGH LEVEL and HIGH HIGH LEVEL ALARMS. RUN status for each pump is monitored at the Local Control Panel. Pump Failure is defined as a pump in the automatic mode fails to start or stop when requested by the controller. 2. Local Manual Control Mode: The lift station pumps can be operated from the respective Local Control Panel. There is a HAND -OFF -AUTO switch. When the H-O-A switch is in the HAND position, the pump shall start. When the H-O-A switch is in the OFF position, the pump is off. In the HAND position, all process variable interlocks are defeated. Local device protection shall be maintained. In the AUTO position, the pump is controlled by the control system 3. Local Automatic Control Mode: A series of start setpoints will be configured into the controller. A START LEAD PUMP LEVEL SETPOINT will start the lead pump when the level reaches this level. A START FIRST LAG PUMP LEVEL SETPOINT will start the first lag pump when the level reaches this level. And if applicable, a START SECOND LAG PUMP LEVEL SETPOINT will start the second lag pump when the level reaches this level. If more pumps are available at the lift station then subsequent setpoints will be provided for as many pumps that will be inserted in to the lag pump series. A STOP ALL PUMPS SETPOINT, will stop all lift station pumps when the level falls below this setpoint A HIGH HIGH LEVEL float will provide backup control capabilities. This float will also provide backup in the event of a controller or level signal failure THE HIGH HIGH LEVEL float switch will be wired so that it will start all available pumps to ensure lift station operation. A LOW LEVEL float will provide backup control capabilities. This float will also provide backup in the event of a controller or level signal failure. It will be wired so that in the event of a controller failure, it will stop all pumps to ensure lift station operation. The LEAD, LAG positions for the lift station pumps will automatically be routed based on a FIRST-ON/FIRST-OFF basis. 030619.010 Section 16902 Page 14 of 14 PART3 EXECUTION 3.01 GENERAL A. Coordinate all work with the engineer/owner to avoid conflicts, errors, delays and unnecessary interference with operation of the existing system during installation testing, cut -over and startup. Install all new equipment in accordance with the manufacturer's instructions and approved submittals C. Where required telephone lines shall be ordered as regular standard voice grade line without dial up for SCADA "Links' Field bridged lines may be utilized by telephone company, where multiple SCADA PLC's are involved. Do not order special data telephone lines unless authorized by Engineer in writing. D. Coordinate installation and programming with master control station requirements. Provide ample manhours for testing overall system with master station Contractor. All testing and adjustments required shall be at no additional cost to Owner. END OF SECTION 030619.010 Section 16902 Page 15 of 14 SECTION 16936 PILOT AND MISCELLANEOUS CONTROL DEVICES PART 1 GENERAL 1.01 SUMMARY A. Section Includes: 1. Pilot and control devices for instrumentation and control (I&C) system. PART 2 PRODUCTS 2.01 PUSHBUTTON/SELECTOR SWITCH CONTROL UNITS AND PILOT LIGHTS A. Manufacturers: 1. Square D Class 9001, Type K 2. Cutler -Hammer 10250T 3. Allen Bradley 800T 4. Or, approved equal B. Construction 1. Heavy duty 2. Watertight 3. Oiltight 4. Base mounting 5. Flush panel mounting 6. Size to mount in 30.5 mm diameter opening without adapter. Smaller units are not acceptable C. Pushbuttons: 1. Flush head unless specified elsewhere. 2. Contact Blocks: a. Double break silver contacts b. AC Ratings: 7,200 VA make, 720 VA break 030619.010 Section 16936 Page 1 of 9 c. Single pole, double throw or double pole, single throw d. Up to 6 tandem blocks 3. Maintained contact unless specified elsewhere. 4. Non -illuminated. 5. Padlock attachments, where required, constructed of metal. Plastic material is not acceptable 6. Legend plates, as required, for type of operation or as specified elsewhere. D Selector Switches: 1. Maintained position unless specified elsewhere 2. Contact Blocks a. Double break silver contacts b. AC Rating: 7,200 VA make, 720 VA break c. Single pole, double throw or double pole, single throw d. Up to 6 tandem blocks Operators: a. Number of positions as specified elsewhere b. Standard knob type unless specified elsewhere E Pilot Lights: 1. LED type 2. Colored lenses as specified elsewhere 3. Interchangeable lenses 4. Push to test 5. Legend plates as specified elsewhere F Enclosures 1. Mounted in control or instrument panel as specified elsewhere 2. Control Station: a. Environment 1) NEMA 12 in general areas 2) NEMA 4X 316 stainless steel in wet locations or outdoors. 030619.010 Section 16936 Page 2 of 9 b. Flush or surface mounted as specified elsewhere 1) Provide flush mounted pull box G Nameplates 1. Control Stations: a. Engraved laminated plastic b. Letters 3/16 in high c. White letters on black background d. Identify per equipment controlled 2.02 MOTOR STARTER CONTROL RELAYS A. Manufacturers 1. Square D 2. Cutler Hammer 3. Or approved equal Construction: 1. Industrial type 2. 300 V rated 3. AC operation 4. Pressure wire connectors C. Operating Data: 1. Pickup Time. 11 ms maximum 2. Dropout Time. 6 ms maximum Coil: 1. Molded construction 2. 120 VAC, 60 Hz 3. Continuous rated 4. Color coded to indicate status 5. Pilot duty 030619.010 Section 16936 Page 3 of 9 6. 60 A make, 6 A break, (120 V inductive) E Contacts: 1. Double break 2. Silver alloy 3. Convertible 4. Color coded to indicate status 5. Pilot duty 6. 60 A make, 6 A break, (120 V inductive) F. Track mounting capability G Accessories: 1. Add -on pole attachment a. 4 NO and 4 NC contacts b. Add -on to 0 to 4 pole relay 2. Latch attachment 3. Pneumatic Timer Attachment: a. Single pole double throw, double break timed contact b. Adjustable 0.2 to 60 sec. c. Repeat accuracy of + 15% d. Convertible timing modc. 4. Transient Timing Mode: a. Suppress coil transients to 300 V or Tess. 2.03 CONTROL RELAYS A. Manufacturers: 1. Potter and Brumfield 2. Struthers Dunn 3. Or approved equal B. Operating Data 1. Pickup Time. 13 ms maximum 030619.010 Section 16936 Page 4 of 9 2. Dropout Time. 10 ms maximum 3. Operating Temperature: -45°C to 70°C. C AC Coil 1. 120 or 240 Vac. 2. Continuous rated 3. 3.5 VA inrush 4. 1.2 VA sealed 5. 50 to 60 Hz 6. Minimum Dropout Voltage: 10% of coil rated voltage D DC Coil 1. 24 or 120 Vdc. 2. Continuous rated 3. Minimum Coil Resistance a. 24 Vdc: 450 ohm b. 120 Vdc: 9 000 ohm E Contacts: 1. Silver cadium oxide for 1 amp or Tess resistive load 2. Gold flashed fine silver, gold diffused 3. 4 Form C 4. 120 Vac 5. 10 amp make, 1.5 amp break (inductive) F. Rated at 10 million operations G Plug-in sockets H. Enclosed and protected by polycarbonate cover I. Provide relay retaining clips 030619.010 Section 16936 Page 5 of 9 2.04 TIME DELAY RELAY A. ATC # 319D-016, with 2 SPDT switches rated 5 amps at 120 Volt, contacts and coil, plug in base and socket, 5 ranges, .02 seconds to 30 minutes. B. AGASTAT #7022AC, Instantaneous open on energization, time delay close on de- energization. Time range 1.5 seconds to 15 seconds, 120 volt, 60 Hz C. ATC Model #319D-134, with 2 S.P.D.T. switches rated 5 Amps at 120 Volt, contacts and coil, plug in base and socket, 3 ranges, .1 to 100 seconds 2.05 ELAPSE TIME METER A. Manufacturers: 1. Cramer #635G/HRS, 120 Volt B. Manufacturers: 1. Cramer #635S, 120 Volt 2.06 TIMERS A. 24-hr Clock Timer (Repeat Cycle): 1. Manufacturers: a. Tork Time Controls b. Intermatic c. Or approved equal 2. Mounting: Surface 3. Display: 24-hr LCD 4. Contacts: 1 SPDT rated 20 A 5. Set Points: 288 per 24 hr. 6. Skip Feature: 1 to 7-day adjustable 7. Minimum On -Off Time. 5 min. 8. Time cycle programable by keypad 9. Power: 120 Vac, 60 Hz Elapsed Time Meters: 1. Manufacturer: Cramer #635G/HRS 030619.010 Section 16936 Page 6 of 9 2. Mounting flush panel 3. Digits: 5, nonrest 4. Power: 120 Vac, 60 Hz C. Interval/Duration Timer (Rear of Panel): 1. Manufacturers: 2. Mounting: Plug-in with dust tight cover 3. Type: Integrated circuit 4. Range: As indicated on drawings 5. Contacts: 2 DPDT contacts rated 10 amp 6. Power: 120 Vac, 60 Hz. 2.07 PRESSURE SWITCHES A. Honeywell Model L404A Pressure switch 10-150 psi range 8-16 pounds subtractive differential, 120V, breaks on pressure rise. Mercoid series DA model #DAW-33-153-7, 5-100 psi range, NEMA 4 Weatherproof enclosure manual reset, SPDT mercury switch rated 4 amps at 120V. C. Mercoid Model #DA-31-153-6, 5-100 psi, S.P.D.T. mercury switch rated 4A at 120 VAC 2.08 EXTERIOR MOUNTED ALARM LIGHT. A. Manufacturers: 1. Edwards 2. Appleton Electric Company 3. Crouse Hinds 4. Or approved equal B. 120 Vac. C. Suitable for use in wet location, gasketed. D. Well mounted, provide mounting lugs. Body to include outlet box. E Aluminum mounting hood. F. Red glass globe with guard. 030619.010 Section 16936 Page 7 of 9 G 3/4 in. conduit hubs 2 09 ROTATING BEACON A. Manufacturer's 1. Edwards a. 40 Watts, 75 FPM, 120 Volt, 50-LMP, 4CW Tamp red acrylic dome lens, Edwards #52R-N5-40W with wall mounted bracket Edwards #WBR. 210 ALTERNATOR A. Manufacturer's: 1. Diversified Electronics 2. Or equal as approved by Engineer B. Provide automatic alternation of energizing motor starters. C. Permit operation of units singly or together as called by pilot devices. D. No auxiliary contacts from motor starters required to operate alternator. E Alternator shall provide for operation of standby or lag unit through second pilot device in event of failure of lead unit or first pilot device or alternator coil. F. With pump selector switch for operation of 2, 3, 4 and 5 pump systems. 2.11 PHASE FAIL RELAY A. Diversified Electronics #SLD-440-ALE, 480 Volt, 3 Phase. B. Diversified Electronics #SLD-220-ALE, 240 Volt, 3 Phase. 2.12 FLOW SWITCH A. Manufacturer: W E Anderson, Series 4. B. Vane operated stainless steel with vane length sized to maximum diameter of pipe. 2.13 TAGGING A. Provide Type 316 stainless steel tag on field -mounted units and permanently affix tag to unit. B. Include Engineer's tag number as listed in Control Diagrams. 030619.010 Section 16936 Page 8 of 9 PART 3 EXECUTION 3.01 INSTALLATION A. Install in accordance with manufacturer's written instructions, applicable requirements of NEC, NECA "Standard of Installation," and recognized industry practices. B Control Relay: 1. Install panel control relays in I&C panel. 2. Install motor starter control relays in MCC and wherever more rugged type relay required. END OF SECTION 030619.010 Section 16936 Page 9 of 9