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R-2013-191 2013-11-25
RESOLUTION NO. 2013-191 A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF PEARLAND, TEXAS, AUTHORIZING THE POWER OF EMINENT DOMAIN TO ACQUIRE FEE SIMPLE TITLE TO CERTAIN PROPERTY, BEING 1.536 ACRES OUT OF LOT 2, GEORGE W. JENKINS SUBDIVISION OF THE W.D.C. HALL LEAGUE, VOLUME 79, PAGE 616 OF THE W.D.C. HALL SURVEY, ABSTRACT 70, PEARLAND, BRAZORIA COUNTY, TEXAS, FOR THE CONSTRUCTION AND MAINTENANCE OF ROAD DRAINAGE AND UTILITY IMPROVEMENTS ON CERTAIN REAL PROPERTY DESCRIBED HEREIN; AUTHORIZING THE CITY ATTORNEY, OR HIS DESIGNEE, AND OTHER CITY OFFICIALS TO TAKE SUCH ACTIONS AS ARE NECESSARY TO ACQUIRE SAID PROPERTY, LOCATED WITHIN THE CITY, BY DONATION, PURCHASE, OR BY THE EXERCISE OF THE POWER OF EMINENT DOMAIN. WHEREAS, the City Council recognizes that a public convenience and necessity exists for the location, construction, operation, and maintenance of road, drainage and utility improvements on certain real property described herein; and WHEREAS, accordingly, the City Council hereby acknowledges that it is in the public's best interest to acquire fee simple title interest to certain property for the construction of road, drainage and utility improvements on said property; now, therefore, BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF PEARLAND, TEXAS: Section 1. The City Council hereby finds and determines that a public convenience and necessity exists for the construction of road, drainage and utility improvements on certain real property located in Brazoria County, Texas. Section 2. The public convenience and necessity requires the acquisition of the fee simple title interest to certain property, by donation, purchase, condemnation, or otherwise, of certain real property located within the City and situated in Brazoria County, more particularly described in Exhibits "A" and "B" attached hereto and incorporated herein for all purposes. Section 3. The City Attorney, or his designee, and other City officials are hereby authorized and directed, on behalf of the City to take such actions as are necessary to RESOLUTION NO. 2013-191 acquire the property, described in Exhibits "A" and "B", either by donation, purchase or the exercise of the power of eminent domain. PASSED and APPROVED on this the 25th day of November, A.D., 2013. ATTEST: �an.t.i% 1. M IA E. RODRIGUEZ UTY CITY SECRETAR IA E. RODRIGUEZ D UTY SECRETAR APPROVED AS TO FORM: G� DARRIN M. COKER CITY ATTORNEY 2 TOM REID MAYOR PARCEL 3, PEARLAND PARKWAY RESOLUTION NO. R2013-191 Exhibit "A" August, 2012 Parcel 3 Page 1 of 5 EXHIBIT County: Brazoria Highway: Pearland Parkway Project Limits: Oiler Drive to Dixie Farm Road RCS) No. xxxx-xx-xxx Property Description for Parcel 3 BEING a 1.536 acre (66,900 square feet) parcel being out of Lot 2, George W. Jenkins Subdivision of the W. D. C. Hall League, according to the plat thereof as filed in Volume 79, Page 616 Brazoria County Deed Records in the W.D.C. Hall Survey, Abstract No. 70, Brazoria County, Texas, and being a portion of that certain residue of called 45.5143 acre tract as described in a deed dated 12-26-2002 from Edwin Barnes, executor of the Estate of Alma Barnes Snyder to Oakbrook Estates, Ltd. as filed in the Official Records of Real Property of Brazoria County at Clerk's File Number 03-003446 and being more particularly described by metes and bounds as follows: POINT OF BEGINNING at a found 5/8 inch iron rod marking the common south corner of said residue of called 45.5143 acre Oakbrook Estates, Ltd. tract and the east comer of that certain called 9.954 acre tract as described in a deed dated 08-03-2004 from Quinton and Wanda Jamison to City of Pearland as filed in the Official Records of Real Property of Brazoria County at Clerk's File Number 2004-049201; NOTE: The POINT OF BEGINNING of this property has surface coordinates N: 13,760,793.61 and E: 3,160,535.05. All bearings and coordinates are based oti the Texas State Plane Coordinate System, South Central Zone, North American Datum of 1983, 1993 Adjustment. All distances and coordinates shown are surface and may be converted to grid by dividing a combined adjustment factor of 1.00013. 1, THENCE, North 48° 13' 29" West with the proposed southwest right-of-way line of Pearland Parkway (width varies) and with the common southwest line of said residue of called 45.5143 acre Oakbrook Estates, Ltd. tract and the northeast line of said called 9,954 acre City of Pearland tract a distance of 461,53 feet to a 5/8 inch iron rod with cap stamped C.L. DAVIS-RPLS 4464 set for corner. said point also marking the south corner of that certain residue of called 4.871 acre tract as described in a deed dated 05-25-2004 from Oakbrook Estates to Brazoria County Drainage District Number 4 as filed in the Official Records of Real Property of Brazoria County at CIerk's File Number 2004-031248;** 11-421-91-parta 31XD6T M&B.do, dtalUINIMI PAGE C.2 PARCEL 3, PEARLAND PARKWAY August, 2012 Parcel 3 Page 2of5 EXHIBIT 2, THENCE, North 41° 41' 07" East, with the common southeast line of said residue of called 4.871 acre Brazoria County Drainage District Number 4 tract and the northwest line of said residue of called 45.5143 acre Oakbrook Estates, Ltd. tract, a distance of 159.88 feet to a 5/8 inch iron rod with cap stamped C.L. DAVIS-RPLS 4464 set for comer;** 3. THENCE, South 42° 00' 05" East, along the proposed northeast right-of-way line of Pearland Parkway (width varies), a distance of 122.97 feet to a 5/8 inch iron rod with cap stamped C.L. DAVIS-RPLS 4464 set marking the beginning of a curve to the left;** 4. THENCE, along the proposed northeast right-of-way line of Pearland Parkway (width varies), and with said curve to the Left, having a radius of 940.00 feet and a central angle of 06° I7' 28', an arc distance of 103.21 feet, a chord bearing South 450 08' 49" East and a chord distance of 103.16 feet to a 5/8 inch iron rod with cap stamped C.L. DAVIS-RPLS 4464 set marking the point of tangency;1 5. THENCE, South 48° 17' 33" East, continuing along the proposed northeast right-of-way line of Pearland Parkway (width varies), a distance of 221.22 feet to a 5/8 inch iron rod with cap stamped C.L. DAVIS-RP1S 4464 set for comer, said point also marking the westerly end of a cut-back corner located at the intersection of the proposed northeast right-of-way line of Pearland Parkway (width varies) and the existing northwest right-of-way line of Dixie Farm Road (120 feet wide);'* 6. THENCE, North 86° 40' 48" East, with said cut-back corner a distance of 21.20 feet to a 5/8 inch iron rod with cap stamped C.L. DAVIS-RPLS 4464 set for corner, said point also marking the easterly end of said cut-back corner;*" 7. THENCE, South 41° 39' 09" West, along the existing northwest right-of-way line of Dixie Farm Road (120 feet wide) as established by that certain deed as filed in the Official Records of Real Property of Hrazoria County at Clerk's File Number 2004-023186 a distance of 15628 feet to the POINT OF BEGINNING and containing 1.536 acre (66,900 square feet) of land. Surveyed on the ground in July, 2012 A parcel plat of even date was prepared in conjunction with this property description. ** The monument described and set in this call may be replaced with a TxDOT Type II right-of- way marker upon completion of the highway construction project under the supervision of a Registered Professional Land Surveyor, either employed or retained by'fxDOT, Access will be permitted to the remainder property abutting the highway facility 11421-91,Paroet 3 na,o'r MaB.doc PAGE C.3 PARCEL 3, PEARLAND PARKWAY August, 2012 Parcel 3 Page 3of5 EXHIBIT I, C. L. Davis, a Registered Professional Land Surveyor, do hereby certify that the property description hereon and the accompanying parcel plat of date represent an actual on the ground survey made by me or under my supervision. C. L. Davis Date Texas R.P.L.S. #4464 Compiled by: C.L. Davis & Company 1500 Winding Way Friendswood, Texas 77546 Phone: 281-482-9490 11-42191-R1,re; 3 TXTX)T �"4GR.dcc PRELIMINARY PAGE C.4 NOTES: 1. THE SURVEYOR HAS NOT ABSTRACTED THE SUBJECT PROPERTY BUT HAS RELIED ON ABSTRACT SERVICES OF HOUSTON TO PROVIDE DEED COPIES OF THE SUBJECT PROPERTY AND ADJOINERS. 2. ALL BEARINGS AND COORDINATES ARE BASED ON THE TEXAS STATE PLANE COORDINATE SYSTE11, SOUTH CENTRAL ZONE, NORTH AMERICAN DATUM OF 1983, 1993 ADJUSTMENT. ALL DISTANCES AND COORDINATES SHOWN ARE SURFACE AND MAY BE CONVERTED TO GRID BY DIVIDING BY A COMBINED ADJUSTMENT FACTOR OF 1.00013. 3. THE BUILDINGS OR IMPROVEMENTS SHOWN HEREON REPRESENT THE OUTLINE AT GROUND SURFACE LEVEL UNLESS OTHERWISE NOTED. 4. THE UTILITY APPURTENANCES (i.e., utility poles, inlets, etc.) SHOWN HEREON ARE THOSE VISIBLE AT THE TIME OF SURVEY AND MAY NOT BE COMPLETE. 5. TRACT SHOWN HEREON SUBJECT TO CITY OF PEARLAND BUILDING ORDINANCE. 6. A PROPERTY DESCRIPTION OE EVEN DATE WAS PREPARED IN CONJUNCTION WITH THIS PARCEL PLAT. AM. PUT OF OAKBtROOK ESTATES SECTION EIGHT PARKWAY SUBJECT TRACT 0 or SURVEY EINE P.O.B. PARCEL TAKING SUBJECT TRACT NOT TO SCALE PRELIMINARY 4464 LEGEND (s) SET 5/8"IRON ROD w/CAP STAMPED "C.L DAVIS RPtS 4464 (c) FOUND 5/8•WON ROD w/CAP STAMPED "COBB FINLEY " (SC) FOUND 5/8"IRON ROD w/CAP STAMPED "SURVCON —e___- --iiF— BCDR BCOR BCPR BCCR P.O.B. R.O.W, DATE C. L. DAVIS R.P.LS. No. •. THE MONUMENT DESCRIBED AND SET MAY BE REPLACED WITH A NDOT TYPE II RIGHT-OF-WAY MARKER UPON COMPLETION OF THE HIGHWAY CONSTRUCTION PROJECT UNDER THE SUPERVISION OF A REGISTERED PROFESSIONAL LAND SURVEYOR, EITHER EMPLOYED OR RETAINED BY I%COT. PROPERTY UNE PROPOSED RICHT-OF-WAY LINE ACCESS DENIAL UNE BRAZORIA COUNTY DEED RECORDS BRAZORIA COUNTY OFFICIAL RECORDS BRAZORIA COUNTY PLAT RECORDS BRAZORIA COUNTY COURT RECORDS POINT OF BEGINNING RIGHT-OF-WAY DATE REVISION AREA TABLE (ACRES) EXISTING TAKING REMAINDER AC./S. F. LEFT 66,900 RIGHT 5.119 1.536 3.583 rND C.L. DAVIS & CO. LAND SURVEYING 1500 WINDING WAY FRIENDSW00D, TEXAS 77546 281-482-9490 PARCEL PLAT SHOWING PARCEL 3 PEARLAND PARKWAY BRAZORIA COUNTY ROW CSJ: XXXX-XX-XXX DATE: AUGUST, 2012 PAGE 4 OF 5 SCALE NTS 1) D G) rn 0 .IVM)1 Vd ONV1 V3d 'E 1202:IVd 1 1 LOT 1 VI" $l_ 8g rxl LOT 2 GEO W. JENKINS SUBDIVISION OF THE W.D.C. HALL LEAGUE (VOL 79, PG. 616 B.C.D.R.) EST BUSHED 9Y PaA14 PRELIMINARY (2004-023186 RESIDUE @Y CALLED 45.5143 AC. • EDWIN BARNES, EXECUTOR 0'0.J ESTATE OF ALMA BARNES SNYDER 00 AP TO ir't OAKBROOK ESTATES, LTD. (03-003446 B.C.O.R.) (S).. 12-26-2002 (s)$* 59+61.26 61.92'LT L1 60+85.38 61.76"LT (S)r. 61+94.14 C f / 60.0017 L2 § i rsi St 3 1 42'00'05 7 6 60+00 PROPOSED R.O.W. (S).. 64+15.36 59.99'17 PROPOSED PEARLAND PARKWAY J L-i�iil JD.0 N"�'_�c�(sty x-30 NE LIE GEO C. SMITH S L(S).. A-551 59+78.85, 96.99'RT 20' RICHT Of WAY & EASEMENT SOUTH TEAS PfPE11NE COMPANY (VOL. 1486, PC. 371 BCDR) ALSO SEE (v.1488, P.239 & V.1443, P.152 OCOR) (SURVEYOR USED PIPELINE MARKERS WHERE NECESSARY TO LOCATE EASEMENT DUE TO MANGUTDI3 94 LEGAL DESCRIPTION) URVEY L5 CALLED 9.954 AC. OUINTON AND WANDA JAMISON TO CITY OF PEARLAND (2004-049201 B.C.O.R.) 08-03-2004 GEO C. SMITH SURVEY A -5B1 LOT 163 W. ZYCHUNKSI'S SUBDIVISION OF SECTION 28 H.T. & 8. R.R. Co. SURVEY. A-551 (VOL 29, PG. 9 B.C.D.R.) LINE BEARMIG DISTANCE 1 L7 S 4200'05" E 122.97' L2 s 48'77:33" E 221.22' L3 N 86'40'48" E 21.20' L4 S 41'39'09" W 116.28' L5 N 48'13329" W 467.53' L6 N 41'41'07" E 159.88' SURVEY UNE PROPOSED R.O.W. CURVE RADIUS DELTA ANGLE ARC LENGTH CHORD BEARING CHORD LENGTH C7 940.00' 6'1728" 103.27' S 45'08'49" E f03.16' 8 W �^ 0 (S).. 64+30.35 74.99'1T S48'17'38'E • 65+00 q 2 RESIDUE CAUEO 4.871 ACRES OAKBROOK ESTATES TO BRAZORN COUNTY DRMNAGE DISTRICT No. 4 (2004-031248 B.C.O.R.) 05-25-2004 CALLED 28.274 ACRES EDWIN BARNES TO clrr of PEARLAND (2005045500 B.C.O.R.) 08-03--2005 0 SCALE: 100 F--+ I 1 "=100' END PROJECT BASELINE 67+65.05 RESIDUE fLETA HILL INDMIDUALLY AND AS INDEPENDENT EXECUTRIX P.O.B. TO FND.5/8'IR"x 64+30.50, 81.29'RT N: 13,750,793.51 E: 3,180,535.05 BASELINE CURVE DATA PI STA=61+21.73 R=1,000.00' D=06'17'33' L=109.83' T-54.97' LC=109.77' CB=S 45'08'51' E PC STA=60+66.82 PT STA=61+76.64 PI N-13,761,05936 PI 0-3,160,358.58 HILL SAND COMPANY, INC. (95-040558 8.C.0.R.) 12-05-1995 C.L. DAVIS & CO. 'fl LAND SURVEYING 1500 WINDING WAY FRIENDSWOOD, TEXAS 77546 281-482-9490 PARCEL PLAT SHOWING PARCEL 3 PEARLAND PARKWAY BRAZORIA COUNTY ROW CSJ: XXXX-XX-XXX DATE AUGUST, 2012 PAGE 5 OF 5 SCALE: 1 - 100' { AVM)add QNVRd � 1A02!`dd CITY OF PEARLAND OBSERVATION SERVICES (00.,„ Section 01440 OBSERVATION SERVICES 1.0 GENERAL 1.01 SECTION INCLUDES A Observation services and references. B References to Technical Specifications: 1. Section 01450—Testing Laboratory Services 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 INSPECTION A Project Manager will appoint an Observer as a representative of the Owner to oversee inspections,tests,and other services specified in individual Technical(11""‘, B Alternately, Project Manager may appoint, employ, and pay an independent firm to provide additional observation or construction management services as indicated in Section 01450—Testing Laboratory Services. C Reports will be submitted by the independent firm to Project Manager,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 Observer;furnish samples of materials, design mix, equipment, tools, and storage. E Contractor shall notify Project Manager 24 hours prior to expected time for operations requiring services. Notify Engineer and independent firm when noted. F Contractor shall sign and acknowledge report for Observer. 2.0 PRODUCTS - NotUsed 3.0 EXECUTION - NotUsed END OF SECTION C 09/2009 01440- 1 of 1 CITY OF PEARLAND TESTING LABORATORY SERVICES Section 01450 C'^‘\ TESTING LABORATORY SERVICES 1.0 GENERAL 1.01 SECTION INCLUDES A Testing Laboratory Services and Contractor responsibilities related to those services. B References to Technical Specifications: 1. Section 01350—Submittals C Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM D 3740, "Practice for Evaluation of Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction" b. ASTM E 329, "Recommended Practice for Inspection and Testing Agencies for Concrete, Steel, and Bituminous Materials as Used in Construction" 1.02 SELECTION AND PAYMENT (.16\ A Owner will select,employ,and pay for services of an independent testing laboratory to perform inspection and testing identified in individual Technical Specifications. B Employment of testing laboratory shall not relieve Contractor of obligation to perform work in accordance with requirements of Contract Documents. C Owner or designated representative shall schedule and monitor testing as required to provide timely results and to avoid.delay to the Work. D Contractor shall be responsible for paying for services of commercial testing laboratory, with prior approval of Owner, to perform,the following: 1. Pipe diameter deflection tests on all flexible and semi-rigid sanitary sewer collection system pipe installation 2. Laboratory services required to establish mix design proposed for use for Portland cement concrete, asphaltic concrete mixtures and other material mixes requiring control by testing laboratory when required because of change in source of materials or other conditions not caused by Owner. 3. Tests required to establish optimum moisture of earth and base materials and to determine required compactive effort to meet density requirements. 4. Cores to test for thickness. 5. Testing and inspection performed for the Contractor's convenience. 6. Retesting and repetitions of laboratory services when initial tests indicate work does not comply with requirements of Contract Documents. 04/2008 01450- 1 of 3 CITY OF PEARLAND TESTING LABORATORY SERVICES 1.03 LABORATORY REPORTS A The Engineer will receive 1 copy,the Project Manager 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 the Project Site for duration of Project. Test results which indicate non-conformance shall be transmitted immediately via fax from the testing laboratory to the Contractor and Project Manager. 1.04 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. 1.05 CONTRACTOR RESPONSIBILITIES A Notify Project Manager and laboratory 24 hours prior to expected time for operations requiring inspection and testing services. Notify Engineer if specification section requires the presence of the Engineer. B Cooperate with laboratory personnel in collecting samples to be tested or collected on Project 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 - Not Used 3.0 EXECUTION 04/2008 01450-2 of 3 CITY OF PEARLAND TESTING LABORATORY SERVICES 3.01 CONDUCTING TESTING A Laboratory sampling and testing shall conform to ASTM D 3740 and ASTM E 329,as well as other test standards specified in individual Technical Specifications. END OF SECTION 04/2008 01450-3 of 3 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS Section 01500 TEMPORARY FACILITIES AND CONTROLS 1.0 GENERAL 1.01 SECTION INCLUDES A. Temporary facilities and the necessary controls for the Work including utilities, 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. B. References to Technical Specifications: 1. Section 01350—Submittals2. Section 01100—Summary of Work 3. Section 01600—Material &Equipment 4. Section 01555—Traffic Control&Regulation C. Referenced Standards:- 1. Occupational Safety and Health Administration (OSHA) ("1\ 2. National Fire Protection Association (NFPA) 3. Code of Ordinances, City of Pearland, Texas D. Definitions: 1. Underground Structures-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. 2. Surface Structures - 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. 1.02 MEASUREMENT AND PAYMENT Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 08/2011 01500- 1 of 10 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 1.03 SUBMITTALS Make Submittals required by this Section under the provisions of Section 01350 — Submittals. 1.04 CONTRACTOR'S RESPONSIBILITY A. The facilities and controls specified in this Section are considered minimum for the Work. 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 Technical Specifications. C. Maintain and operate temporary facilities and systems to assure continuous service. D. Modify and extend systems as Work progress requires. E. ompletely remove temporary materials and equipment when their use is no longer required. F. Restore existing facilities used for temporary services to specified or to original condition. 1.05 TEMPORARY UTILITIES A. 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/air conditioning,high speed interne access 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 preventer on fire hydrant supply. 3. Provide and maintain an adequate supply of potable water for domestic , , consumption by Contractor, Owner, and Owner's Representative personnel. 08/2011 01500-2 of 10 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 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 and Internet Access 1. Provide emergency telephone service at the Project Site for use by Contractor personnel and others performing work or furnishing services. 2. Provide and pay for high speed internet access for use by Construction Manager and Project inspection personnel as well as CONTRACTOR'S own supervisory and management personnel. F. Sanitary Facilities 1. Provide and maintain sanitary facilities for persons on the Project Site, in compliance with federal, state, and local regulations. Locate toilets on the Project Site near the work and secluded from view insofar as possible. Keep toilets clean and supplied throughout the course of the Work. 2. Enforce the use of sanitary facilities by construction personnel at the Project 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. Control areas where sanitary facilities are located in conformance with Section 01566—Source Controls for Erosion & Sedimentation. G Furnishings 1. Field Office shall be appointed so as to accommodate CONTRACTOR'S field management staff and OWNER'S Construction Manager and Field Inspectors. 2. Field office shall provide a separate locking work "office" area for the Construction Manager complete with desk top work surface and a 08/2011 01500-3 of 10 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS minimum of two office chairs. Work area shall provide private access to high speed internet access. 3. Provisions shall be made to accommodate regularly scheduled progress meetings for project management members from CONTRACTOR, OWNER, CONSTRUCTION MANAGER and INSPECTOR(S). Such provisions shall include a meeting room large enough to support a meeting table and seating for up to ten people. 1.06 STORAGE OF MATERIALS Provide for storage of materials under the provisions of Section 01600 — Material & Equipment. 1.07 SAFETY REQUIREMENTS .ontractor shall prepare, submit and follow a Safety Program that complies with federal, state, and local safety codes, statutes, and practices. Include in the Safety Program documented response to excavation,embankment,and 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 Work. 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 OSHA Standards-29 CFR, Part 1926, and adopted by Secretary of Labor 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 Project 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 ten (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 . 08/2011 01500-4 of 10 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS (1.1\1 capability. Constantly observe infiltration of liquids into the Work area for visual or odor evidence of contamination. Take immediate and appropriate steps to seal off entry of contaminated liquids to the Work area. F. Safety measures, including but not limited to safety personnel, first-aid equipment, ventilating equipment and safety equipment, in the Plans and Technical Specifications are obligations of the Contractor. G. Maintain required coordination with the local Police and Fire Departments during the entire period covered by the Contract. 1.08 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 Project Site whenever work is in progress. 1.09 FIRE PROTECTION A. Fire Protection Standards. Conform to specified fire protection and prevention requirements as well as those that may be established by Federal, State, or local governmental agencies. B. Comply with all applicable provisions of NFPA Standard No. 241, Safeguarding Building Construction and Demolition Operations. 1. 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. 2. Locate portable fire extinguishers within 50 feet maximum from any point on the Project Site. C. Fire Prevention and Safety Measures. 1. Prohibit smoking in hazardous areas. Post suitable warning signs in areas that 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. t 08/2011 01500-5 of 10 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS 1.10 SECURITY MEASURES A. Protect all materials, equipment, and property associated with the Work 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. 1.11 PROTECTION OF PUBLIC UTILITIES A. Prevent damage to existing public utilities during construction. These utilities are shown on the Plans 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. 1.12 PROTECTION OF PEOPLE 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. 2. Take action to prevent damage, injury or loss, including, but not limited to, the following: 3. Store apparatus, materials, supplies, 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. 4. Provide suitable storage for materials that are subject to damage by exposure to weather, theft, breakage, or otherwise. 5. Place upon the Work or any part thereof only such loads as are consistent with the safety of that portion of the Work. 6. Frequently clean up refuse, rubbish, scrap materials, and debris caused by construction operations, keeping the Work safe and orderly. 7. Provide safe barricades and guard rails around openings, for scaffolding, for temporary stairs and ramps, around excavations, elevated walkways, and other hazardous areas. 8. 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. 9. 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. /4") 08/2011 01500-6 of 10 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS (11 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,lights, 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 &Regulation. C. Preserving.Control Points 1. Maintain permanent benchmarks,monumentation,and other reference points. Unless otherwise directed in writing,replace at no cost to the Owner those that are damaged or destroyed in accordance with Section,01720—Field Surveying. D. Tree and Plant Protection. 1. Protect trees, shrubs,lawns,outside of grading limits and within the grading limits as designated on the Plans, and in accordance with requirements of Section 01563 —Tree&Plant Protection. E. Protection of Underground and Surface Structures 1. Known underground structures, including water, sewer, electric, and telephone services are shown on the Plans, in accordance with the best information available, but is not guaranteed to be correct or complete. Contractor is responsible for making Locate Calls. CI's) 2. Explore ahead of trenching-and p 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. 3. Immediately notify the agency or company owning any existing utility which is damaged, broken, or disturbed. Obtain approval from the Engineer and agency for any repairs or relocations, either temporary or permanent. 4. Necessary changes in location of the Work may be made by the Engineer to avoid unanticipated underground structures. 5. 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 described in Section 00700 — General Conditions of Agreement. 6. 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 08/2011 01500-7 of 10 • CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS the Engineer that the methods and procedures to be used have been approved by the owner of the structure. 7. 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. 8. 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 in the immediate vicinity of existing structures, pipelines, or utilities, give a minimum of five (5) working days advance notice. Probe and flag the location of underground utilities prior to commencement of excavation. Keep flags in place until construction operations reach and uncover the utility. 9. 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. l 1.13 PROTECTION OF THE WORK A. Provide protection of installed products to prevent damage from subsequent operations. B. Remove protection facilities when no longer needed, prior to completion of the Work. C. Control traffic to prevent damage to equipment, materials, and surfaces. 1.14 ROADS AND PARKING A. Prevent interference with traffic and Owner operations on existing roads. B. Minimize use of existing streets and driveways by construction traffic. C. Control traffic to prevent damage to equipment, materials, and surfaces. D. 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. E. Provide mats or other means to prevent overloading or damage to existing roadways from tracked equipment or exceptionally large or heavy trucks or equipment 08/2011 01500-8 of 10 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS F. Designate temporary parking areas to accommodate construction personnel. When site space is not adequate,provide additional off-siteparking. Locate as approved by Engineer. G. Do not allow heavy vehicles or construction equipment unnecessarily in existing parking areas. 1.15 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. Provide,install and maintain storm water runoff control including but not limited to temporary construction entrances, silt fencing, etc. as specified in Contract Documents. D. Provide standard landscape maintenance of temporary facilities, including but not limited to:maintenance of lawns,vegetation and,if necessary irrigation of landscape plantings.Mow and otherwise maintain all areas under Contractor's control or use(1"6\' proximity of the work or temporary facilities. E. Recognize and adhere to the environmental requirements of the Project. Disturbed areas shall be strictly limited to boundaries established by the Contract Documents. Burning of rubbish, debris or waste materials is not permitted. 1.16 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 receiving streams or storm water conveyance systems in conformance with TPDES requirements and Section 01566—Source Controls for Erosion & Sedimentation. D. Provide systems for control of atmospheric pollutants. Prevent toxic concentrations of chemicals. `. E. Prevent harmful dispersal of pollutants into the atmosphere. 08/2011 01500-9 of 10 CITY OF PEARLAND TEMPORARY FACILITIES AND CONTROLS F. Use equipment during construction that conforms to current federal, state,and local t‘a") laws and regulations. 1.17 PEST AND RODENT CONTROL A. Provide rodent and pest control as necessary to prevent infestation of Project Site. B. Employ methods and use materials which will not adversely affect conditions at the Project Site or adjoining properties. 1.18 NOISE CONTROL A. Provide vehicles, equipment, and construction activities that minimize noise to the greatest degree practicable. Noise levels shall conform to OSHA Standards - 29 CFR 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. C. Comply with Chapter 19 NOISE, Codes of Ordinances, City of Pearland, Texas. 1.19 DUST CONTROL A. Control objectionable dust caused by operation of vehicles and equipment under the provisions of Section 01566—Source Controls for Erosion&Sedimentation. 1.20 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 Project Site,or adjoining properties in accordance with Section 01564—Control of Ground Water & Surface Water and Section 01566 — Source Controls for Erosion & Sedimentation. B. Inspect earthwork periodically to detect any evidence of the start of erosion. Apply corrective measures as required to control erosion. 2.0 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 144) 08/2011 01500- 10 of 10 CITY OF PEARLAND— SUPPLEMENTAL SPECIFICATION MOBILIZATION (.1"-‘ Section 01505 S MOBILIZATION The following supplement modifies specification Section 01505 — Mobilization Standard Specification. Where a portion of the Specification is modified or deleted by this Supplementary Specification, the unaltered portions of the Specification shall remain in effect. The text in BOLD shall be added. The text shown below with a STRIKE THROUGH shall be removed. 1.0 GENERAL 1.02 MEASUREMENT AND PAYMENT D. Payment for 15% of the Mobilization lump sum bid item may be included in the third monthly Application for Payment. Payment is subject to the receipt and approval by Engineer of the following items,as applicable: a. Submittal of the Sample Wall as specified in Section 01340 — Submittals. END OF SUPPLEMENTAL • WHXJ2100 01505- 1 of 1 CITY OF PEARLAND MOBILIZATION Section 01505 MOBILIZATION 1.0 GENERAL 1.01 SECTION INCLUDES A. Mobilization of construction equipment and facilities onto the Work. B. Referenced Standards: 1. Texas Department of Transportation (TxDOT) 2. Texas Manual on Uniform Traffic Control Devices (Texas MUTCD) 1.02 MEASUREMENT AND PAYMENT A. Payment for Mobilization is on a Lump Sum basis and shall not exceed three (3%) of the total bid price. B. Payment for 50% of the Mobilization lump sum bid item may be included in the first monthly application for payment. Payment is subject to the receipt and approval by Engineer of the following items, as applicable: 1. Schedule of Values (Section 01350 - Submittals) 2. Trench Safety Program(Section 01570 - Trench Safety System) 3. Construction Schedule (Section 01570 - Submittals) 4. Pre-Construction Schedule (Section 01570 -Trench Safety System) 5. Installation and acceptance of Project Identification Sign(s) (Section 01580 - Project Identification Signs) 6. Installation and acceptance of Project Field Office (Section 01500 - Temporary Facilities and Controls 7. Installation and acceptance of TPDES requirements (Section 01565 - TPDES Requirements) C. Payment for 25% of the Mobilization lump sum bid item may be included in the second monthly Application for Payment. Payment is subject to the receipt and approval by Engineer of the following items, as applicable: 1. Installation of High Speed Internet Access (Section 01500 -Temporary Facilities and Controls) 2. Laptop Computer(Section 00800- Special Conditions of Agreement) D. Payment for 15% of the Mobilization lump sum bid item may be included in the third monthly Application for Payment. E. Payment for the remaining 10% of the Mobilization lump sum bid item may be included in the fourth monthly Application for Payment. G. Mobilization payments will be subject to Retainage as stipulated in Section 00700 General Conditions of Agreement. 09/2011 01505- 1 of 2 CITY OF PEARLAND MOBILIZATION 2.0 PRODUCTS 2.01 PROJECT IDENTIFICATION SIGNS A. Provide specified number of project identification sign(s)called for in section 01580. The name, address and contact information of the general contractor for the project shall be shown on the sign per Section 01580 and the attached exhibit. 3.0 EXECUTION 3.01 PLACEMENT OF PROJECT TEMPORARY FACILITIES A Place a Project Identification Sign as described in Section 01580, part 1.03, D visible to passing traffic or as directed by Engineer. END OF SECTION 09/2011 01505-2 of 2 CITY OF PEARLAND STABILIZED CONSTRUCTION EXITS Section 01550 STABILIZED CONSTRUCTION EXITS 1.0 GENERA.L 1.01 SECTION INCLUDES A Installation of erosion and sediment control for Stabilized Construction Exits used during construction and until final development of the Project site. B References to Technical Specifications: 1. Section 01350—Submittals 2. Section 01562—Waste Material Disposal 3. Section 01566—Source Controls for Erosion & Sedimentation C Referenced Standards: 1. American Society of Testing and Materials (ASTM) a. ASTM D 4632, "Standard Test Method for Grab Breaking Load and Elongation of Geotextiles" 1.02 MEASUREMENT AND PAYMENT (111.\ A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 SUBMITTALS A Make Submittals required in this Section under the provisions of Section 01350 — Submittals. B Manufacturer's catalog sheets and other product data on Geotextile fabric. C Sieve analysis of aggregates conforming to requirements in this Section,2.02"Course Aggregates". 2.0 PRODUCTS 2.01 GEOTEXTILE FABRIC A Provide woven or non-woven geotextile fabric made of either polypropylene, polyethylene, ethylene, or polyamide material. B By ASTM D 4632,geotextile fabric shall have a minimum grab strength of 270 psi any principal direction, 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. 02/2008 01550- 1 of 4 CITY OF PEARLAND STABILIZED CONSTRUCTION EXITS 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 injurious matter. B Course aggregates shall conform to the following gradation requirements. Sieve Size Percent Retained (Square Mesh) (by Weight) 21/2" 0 2" 0-20 11 " 15—50 3/4" 60-80 No. 4 95 - 100 3.0 EXECUTION 3.01 PREPARATION AND INSTALLATION A If necessary to keep the street clean of mud carried by construction vehicles and _,J equipment, Contractor shall provide stabilized construction 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 Plans and specified in this Section. B Erosion and sediment control measures shall be in place prior to the start of any Work that exposes the soil, 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 Work 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 them until the Work is accepted by the Owner. Remove stabilized construction exits promptly when directed by the Engineer. Discard removed materials in accordance with Section 01562—Waste Material Disposal. E 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. 02/2008 01550-2 of 4 CITY OF PEARLAND STABILIZED CONSTRUCTION EXITS F Conduct all construction operations under this Contract in conformance with the erosion control practices described in the Section 01566-Source Controls for Erosion &Sedimentation. 3.02 CONSTRUCTION METHODS A Provide stabilized access roads, subdivision roads, parking areas, and other on-site vehicle transportation routes where shown on Plans. B Provide stabilized construction exits, and truck washing areas when approved by Engineer, of the sizes and locations where shown on Plans 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 Exits are shown on the Plans. 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 fabric 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 Plans, 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 Plans. I Stabilized area may be widened or lengthened to accommodate truck washing area when authorized by Engineer. 02/2008 01550-3 of 4 CITY OF PEARLAND STABILIZED CONSTRUCTION EXITS J Alternative methods of construction may be utilized when shown on Plans, 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 application 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 02/2008 01550-4 of 4 CITY OF PEARLAND TRAFFIC CONTROL AND REGULATION Section 01555 TRAFFIC CONTROL AND REGULATION 1.0 GENERAL 1.01 SECTION INCLUDES A Requirements for traffic control plans,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 Requirements for and qualifications of Flaggers. C References to Technical Specifications: 1. Section 01350—Submittals 2. Section 01140—Contractor's Use of Premises D Referenced Standards: 1. Texas Manual on Uniform Traffic Control Devices (Texas MUTCD) 1.02 MEASUREMENT AND PAYMENT 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 one provided on the Plans, 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 Work. The amount invoiced shall be determined based on the Schedule of Values submitted for Flaggers. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B A Traffic Control Plan responsive to the Texas MUTCD and sealed by a Registered Professional Engineer is incorporated into the Plans. If the Contractor proposes to implement traffic control different than the plan provided, he shall submit a Traffic Control Plan in conformance with Texas MUTCD for approval of the Engineer. C For both the Traffic Control Plan and Flaggers' use, submit Schedules of Values within 30 days following the Notice to Proceed. � D Each week submit a daily log for Flaggers listing name,badge number,time start,time finish, and hours worked. 03/2008 01555- 1 of 4 CITY OF PEARLAND TRAFFIC CONTROL AND REGULATION 1.04 FLAGGERS A Unless otherwise specified, use only Flaggers who are off-duty, regularly employed, uniformed Peace Officers. 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. 7. When requested by Owner. 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. Baggers 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 MUTCD regulations. B Traffic Cones and Drums, Flares and Lights: As approved by agencies having jurisdiction. 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. 03/2008 01555-2 of 4 CITY OF PEARLAND TRAFFIC CONTROL AND REGULATION 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. 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. Leave the area broom-clean or its equivalent at the end of the work day. 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. l 3.03 HAUL ROUTES A Utilize haul routes designated by Owner or shown on the Plans 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 public traffic. D Contractor shall be responsible for any damage caused by vehicles utilizing haul routes. 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. 03/2008 01555-3 of 4 CITY OF PEARLAND TRAFFIC CONTROL AND REGULATION 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 more than five percent of daily traffic is comprised of commercial or truck traffic; 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 bridging to operate with minimum noise. D Adequately shore the trench or excavation to support bridge and traffic. E Extend steel plates used for bridging 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 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140—Contractor's Use of Premises. ^i.\ B Remove equipment and devices when no longer required. C Repair damage caused by installation. D Remove post settings to a depth of 2 feet. END OF SECTION 03/2008 01555-4 of 4 CITY OF PEARLAND FILTER FABRIC FENCE Section 01560 FILTER FABRIC FENCE 1.0 GENERAL 1.01 SECTION INCLUDES A Installation of filter fabric fence to control erosion and contain sediments and pollutants from overland flow. Filter fabric fence is not for use in channelized flow areas. Filter fabric fence may be reinforced. B References to Technical Specifications: 1. Section 01200—Measurement&Payment Procedures 2. Section 01350—Submittals 3. Section 01562—Waste Material Disposal 4. Section 01566—Source Controls for Erosion & Sedimentation C Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM D 3786,"Standard Test Method for Hydraulic Bursting strength of Textile Fabrics" b. ASTM D 4632, "Standard Test Method for Grab Breaking Load and Elongation of Geotextiles" 1.02 MEASURMENT AND PAYMENT A Filter fabric fence will be measured by the linear foot between the limits of the beginning and ending of wooden stakes. B Payment for filter fabric fence 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 limited to protection of trees,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. C Refer to Section 01200—Measurement&Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Manufacturer's catalog sheets and other Product Data on geotextile fabric. 03/2008 01560- 1 of 3 CITY OF PEARLAND FILTER FABRIC FENCE 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 By ASTM D 4632, geotextile fabric shall have a grab strength of 100 psi in any principal direction,a Mullen burst strength exceeding 200psi by ASTM-D3786,and the equivalent opening size between 50 and 140. C Filter fabric 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: Mirafi, Inc., or equal. 3.0 EXECUTION 3.01 PREPARATION AND INSTALLATION A Provide erosion and sediment control systems at the locations shown on Plans. Such systems shall be of the type indicated and shall be constructed in accordance with the requirements shown on the Plans and specified in this Section. B Erosion and sediment control measures shall be in place prior to the start of any Work that exposes the soil, other than as specifically directed by the Engineer to allow soil testing and surveying. C Regularly inspect and repair or replace damaged components of filter fabric fence as specified in this Section, 3.02F. Unless otherwise directed,maintain the erosion and sediment control systems until the Work is accepted by the Owner. Remove erosion and sediment control systems promptly when directed by the Engineer. Discard removed materials in accordance with Section 01562—Waste Material Disposal. D Conduct all construction operations under this Contract in conformance with the erosion control practices described in Section 01566—Source Controls for Erosion& Sedimentation. 3.02 CONSTRUCTION METHODS A Provide filter fabric fence systems in accordance with the Plan detail for Filter fabric fence. Filter fabric fence 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 03/2008 01560-2 of 3 CITY OF PEARLAND FILTER FABRIC FENCE (117 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 fabric fence with a spade or mechanical trencher as shown on the Plans. Lay filter fabric along the edges of the trench. Backfill and compact trench. 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 Fabric together only at a support post with a minimum 6-inch overlap and seal securely. F Inspect filter fabric fence 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. END OF SECTION 03/2008 01560-3 of 3 CITY OF PEARLAND REINFORCED FILTER FABRIC BARRIER Section 01561 REINFORCED FILTER FABRIC BARRIER 1.0 GENERAL 1.01 SECTION INCLUDES A Installation of reinforced filter fabric barrier to control erosion and contain sediments Rea pollutants in channelized flow areas. B References to Technical Specifications: 1. Section 01200—Measurement&Payment Procedures 2. Section 01350—Submittals 3. Section 01566—Source Controls for Erosion& Sedimentation C Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM D 3786,"Standard Test Method for Hydraulic Bursting strength of Textile Fabrics" b. ASTM D 4632, Standard Test Method for Grab Breaking Load and Elongation of Geotextiles" ,�r•, 1.02 MEASURMENT AND PAYMENT A Measurement for reinforced filter fabric barrier is on a linear foot basis between the limits of the beginning and ending fence posts, measured, accepted, and complete in place. B Payment for filter fabric barrier will include and be full compensation for all labor, equipment,materials, supervision, and incidental expenses for construction of these items,complete in place,including,but not limited to protection of trees,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.. C Refer to Section 01200—Measurement&Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Manufacturer's catalog sheets and other product data on geotextile fabric. 05/2008 01561 - 1 of 3 CITY OF PEARLAND REINFORCED FILTER FABRIC BARRIER 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 By ASTM - D4632, geotextile fabric shall have a grab strength of 100 psi in any principal direction, a Mullen burst strength exceeding 200psi by ASTM-D3786,and the equivalent opening size between 50 and 140. C Filter fabric 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: Mirafi, 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. B Welded wire shall be galvanized, 2-inch by 4-inch, welded wire fabric, 121/gauge. 2.03 EXECUTION 2.04 PREPARATION A Provide erosion and sediment control systems at the locations shown on Plans. Such systems shall be of the type indicated and shall be constructed in accordance with the requirements shown on the Plans and specified in this Section. B Erosion and sediment control measures shall be in place prior to the start of any Work that exposes the soil, other than as specifically directed by the Engineer to allow soil testing and surveying. C Regularly inspect and repair or replace damaged components of filter fabric barrier. Unless otherwise directed,maintain the erosion and sediment control systems until the Work is accepted by the Owner. Remove erosion and sediment control systems promptly when directed by the Engineer. Discard removed materials in accordance with Section 1562—Waste Material Disposal. D Conduct all construction operations under this Contract in conformance with the erosion control practices described in Section 01566—Source Controls for Erosion& Sedimentation. 05/2008 01561 -2 of 3 CITY OF PEARLAND REINFORCED FILTER FABRIC BARRIER i 2.05 INSTALLATION A Install reinforced filter fabric barriers for erosion and sediment control used during construction and until the final development of the Project Site. Reinforced filter fabric barriers are used to retain sedimentation in channelized flow areas. B Provide reinforced filter fabric barrier in accordance with the Plan detail for Reinforced Filter Fabric Barrier. Reinforced filter fabric barrier systems shall be installed in such a manner that runoff will percolate through the system and allow sediment to be retained and accumulated. C Trench in the toe of the reinforced filter fabric barrier with a spade or mechanical trencher as shown on the Plans. Lay filter fabric along the edges of the trench. Backfill and compact trench. D Reinforced filter fabric barrier shall have a height of 18 inches. E Securely fasten the filter fabric to the wire with tie wires. F 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. G Inspect the reinforced filter fabric 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 barrier or 6 inches, whichever is less. END OF SECTION 05/2008 01561 -3 of 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. B References to Technical Specifications: 1. Section 01350—Submittals 2. Section 01566—Source Controls for Erosion &Sedimentation 3. Section 01600—Materials &Equipment 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Obtain and submit applicable permits for proposed disposal sites. C Submit a Waste Material Disposal Plan. D Submit a copy of written permission from property owners,along with a description of the property,prior to disposal of excess material adjacent to the Project Site. 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. 1.04 WASTE MATERIAL DISPOSAL PLAN A Contractor shall formulate and implement a plan for the collection and disposal of waste materials on the Project Site which includes the following information: 1. Schedule for collection and inspection. 2. Location of trash and waste receptacles. 3. Provisions for liquid waste and potential water pollutants material. B The plan shall comply with applicable federal, state, and local health and safety regulations and Section 01566—Source Controls for Erosion & Sedimentation. 2.0 PRODUCTS - Not Used (mi.\ 07/2006 01562- 1 of 3 CITY OF PEARLAND WASTE MATERIAL DISPOSAL 3.0 EXECUTION 3.01 SALVAGEABLE MATERIAL A Excavated material: When indicated on Plans, load, haul, and deposit excavated material at a location or locations outside the limits of Project Site. B Base, surface, and bedding material: Deliver gravel, asphaltic, 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 Technical Specifications. E Coordinate delivery of salvageable material with Engineer. F When temporary, on-site storage of salvaged materials is required, comply with applicable provisions of Section 01600—Materials &Equipment. 3.02 SEDIMENT DISPOSAL A Remove sediment deposits and dispose of them at the designated spoil site for the Project. If a spoil site is not designated on the Plans, dispose of sediment off site at a location not in or adjacent to a stream or floodplain. B Off-site disposal is the responsibility of the Contractor. C Sediment to be placed at the Project Site should be spread evenly throughout the designated area,compacted and stabilized. Sediment shall not be allowed to flush into a stream or drainage way. D If sediment has been contaminated,it shall be disposed of in accordance with existing federal, state, and local rules and regulations. 3.03 EXCESS MATERIAL, WASTE,AND EQUIPMENT 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 Project Site and legally disposed of. B Dispose of removed equipment,materials,waste and debris in a manner conforming to applicable laws and regulations C Excess soil may be deposited on private property adjacent to the Project Site when written permission is obtained from property owner under the provisions of this Section, 1.03D. 1 07/2006 01562-2 of 3 CITY OF PEARLAND WASTE MATERIAL DISPOSAL D Verify the flood plain status of any proposed disposal site. Do not dispose of excavated materials in an area designated as within the 100-year Flood Hazard Area. E Waste materials shall be removed from the site on a daily basis, such that the site is maintained in a neat and orderly condition. F No materials shall be disposed in a manner to damage the Owner in any way. END OF SECTION 07/2006 01562-3 of 3 CITY OF PEARLAND TREE AND PLANT PROTECTION Section 01563 (17: TREE AND PLANT PROTECTION 1.0 GENERAL 1.01 SECTION INCLUDES A Tree and plant protection. B References to Technical Specifications: None 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 PROJECT CONDITIONS A Preserve and protect existing trees and plants to remain from foliage,branch,trunk,or root damage that could result from construction operations. B Prevent following types of damage: 1. Compaction of root zone by foot or vehicular traffic, or material storage. 2. Trunk damage from equipment operations, material storage, or from nailing or bolting. 3. Trunk and branch damage caused by ropes or guy wires or machine impacts. 4. Root poisoning from spilled solvents,gasoline, paint, and other noxious materials. 5. Branch'damage due to improper pruning or trimming. 6. Damage from lack of water due to: Cutting or altering natural water migration patterns near root zones. Failure to provide adequate watering. 7. Damage from alteration of soil pH factor caused by depositing lime, concrete,plaster, or other base materials near roots. 8. Cutting feeder of roots or roots larger than 1-1/2 inches in diameter. C. Confine Work activities to the identified Work Zone, Right of Way or Easement as described in SECTION 01140, CONTRACTOR'S USE OF PREMISES, Limits of Construction 1.04 DAMAGE ASSESSMENT A When trees, other than those designated for removal,are destroyed or badly damaged as a result of construction operations,remove and•replace with same size,species,and variety up to and including 8 inches in trunk diameter. Trees larger than 8 inches in diameter shall be replaced with an 8-inch diameter tree of the same species and variety and total contract amount will be reduced by an amount determined from the following 01/2008 01563- 1 of 4 CITY OF PEARLAND TREE AND PLANT PROTECTION International Shade Tree Conference formula: 0.7854 x D2 x $10.00 where D is . diameter in inches of tree or shrub trunk measured 12 inches above grade. B All necessary tree replacements shall be as approved by Engineer/Urban Forester. 2.0 PRODUCTS 2.01 MATERIALS A Asphalt paint: Emulsified asphalt or other adhesive, elastic, antiseptic coating formulated for horticultural use on cut or injured plant tissue,free from kerosene and coal creosote. B Burlap: Suitable for use as tree wrapping. C Fertilizer: Liquid containing 20 percent nitrogen, 10 percent phosphorus, and 5 percent potash. 3.0 EXECUTION 3.01 PROTECTION AND MAINTENANCE OF EXISTING TREES AND SHRUBS A Except for trees and shrubs shown on Plans to be removed,all trees and shrubs within the Project Site area are to remain and be protected from damage. B For designated trees to be removed, perform the following: 1. Stake right-of-way limits and identify any tree of diameter greater than 4 inches which is to be removed. Mark trees prior to felling with an X in orange paint, clearly visible, on the trunk, and at eye level. 2. After marking trees give a minimum of 48-hours notice in writing to the Engineer of intent to begin felling operations. 3. Trees whose trunks are only partially in the right-of-way shall be protected and preserved as described below. C For trees or shrubs to remain, perform the following: 1. Trim trees and shrubs only as necessary. Trees and shrubs requiring pruning for construction should also be pruned for balance as well as to maintain proper form and branching habit. Cut limbs at branch collar. No stubs should remain on trees. Branch cuts should not gouge outer layer of tree structure or trunk. 2. Use extreme care to prevent excessive damage to root systems. Roots in construction areas will be cut smoothly with a trencher before excavation begins. Do not allow ripping of roots with a backhoe or other equipment. Temporarily cover exposed roots with wet burlap to prevent roots from drying out. Cover exposed roots with soil as soon as possible. 3. Prevent damage or compaction of root zone (area inside dripline) by construction activities. 01/2008 01563-2 of 4 CITY OF PEARLAND TREE AND PLANT PROTECTION Do not allow scarring of trunks or limbs by equipment or other means. Do not store construction materials, vehicles, or excavated material inside dripline of trees. Do not pour liquid materials inside dripline. 4. Water and fertilize trees and shrubs that will remain to maintain their health during construction period. Supplemental watering of landscaping during construction should be done once a week in months receiving average rainfall and twice a week in months receiving below average rainfall. This watering shall consist of saturating soils at least 6 to 8 inches beneath surface. 5. Water areas currently being served by private sprinkler systems while systems are temporarily taken out of service to maintain health of existing landscapes. 6. At option of the Contractor and with the Engineer's permission, trees and shrubs to remain may be temporarily transplanted and returned to original positions under supervision of professional horticulturist. 3.02 PROTECTIVE CONTROLS A Protection of trees or shrubs in open area: 1. Install steel drive-in fence posts in protective circle, approximately 8 feet on center, not closer than 4 feet to trunk of trees or stems of shrubs. Csial"\, 2. Drive steel drive-in fence posts 3 feet minimum into ground, leaving 5 feet minimum above ground. 3. For trees or shrubs in paved areas, use moveable posts constructed from concrete-filled steel pipe 2-1/2 inches minimum in diameter mounted in rubber auto tires filled with concrete. 4. Mount steel hog-wire on posts. B Timber-wrap protection for trees in close proximity of moving or mechanical equipment and construction work: 1. Wrap trunk with layer of burlap. 2. Install 2 x 4's or 2 x 6's (5-foot to 6-foot lengths) vertically, spaced 3 inches to 5 inches apart around circumference of tree trunk. 3. Tie in place with 12 to 9 gage steel wire. 3.03 MAINTENANCE OF NEWLY PLANTED TREES A Water newly planted trees adequately to maintain and support healthy plants. B The Contractor guarantees that trees planted for this Work shall remain alive and healthy at least until the end of a one-year warranty period. 1. Within four weeks of notice from Owner, Contractor shall replace, at his expense, any dead trees or any trees that in the opinion of Owner, have become unhealthy or unsightly or have lost their natural shape as a result of t_ additional growth, improper pruning or maintenance, or weather conditions. 01/2008 01563-3 of 4 CITY OF PEARLAND TREE AND PLANT PROTECTION 2. When tree must be replaced, the guarantee period for that tree shall begin on date of replacement of tree, subject to the Owner's inspection, for no less than one year. 3. Straighten leaning trees and bear entire cost. 4. Dispose of trees rejected at any time by Engineer at Contractor's expense. END OF SECTION 01/2008 01563-4 of 4 CITY OF PEARLAND, TREE AND PLANT PROTECTION Section 01563 TREE AND PLANT PROTECTION 1.0 GENERAL 1.01 SECTION INCLUDES A Tree and plant protection: B References to Technical Specifications: None 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 PROJECT CONDITIONS A Preserve and protect existing trees and plants to remain from foliage,branch,trunk,or root damage that could result from construction operations. B Prevent following types of damage: 1. Compaction of root zone by foot or vehicular traffic, or material storage. 2. Trunk damage from equipment operations,material storage, or from nailing or bolting. 3. Trunk and branch damage caused by ropes or guy wires or machine impacts. 4. Root poisoning from spilled solvents, gasoline,paint, and other noxious materials. 5. Branch damage due to improper pruning or trimming. 6. Damage from lack of water due to: a. Cutting or altering natural water migration patterns near root zones. b. Failure to provide adequate watering. 7. Damage from alteration of soil pH factor caused by depositing lime, concrete,plaster, or other base materials near roots. 8. Cutting feeder of roots or roots larger than 1-1/2 inches in diameter. 1.04 DAMAGE ASSESSMENT A When trees, other than those designated for removal,are destroyed or badly damaged as a result of construction operations,remove and replace with same size,species,and variety up to and including 8 inches in trunk diameter. Trees larger than 8 inches in diameter shall be replaced with an 8-inch diameter tree of the same species and variety and total contract amount will be reduced by an amount determined from the following International Shade Tree Conference formula: 0.7854 x D2 x $10.00 where D is diameter in inches of tree or shrub trunk measured 12 inches above grade. B All necessary tree replacements shall be as approved by Engineer/Urban Forester. 02/2013 01563 - 1 of 4 CITY OF PEARLAND TREE AND PLANT PROTECTION 2.0 PRODUCTS 2.01 MATERIALS A Asphalt paint: Emulsified asphalt or other adhesive, elastic, antiseptic coating formulated for horticultural use on cut or injured plant tissue, free from kerosene and coal creosote. B Burlap: Suitable for use as tree wrapping. C Fertilizer: Liquid containing 20 percent nitrogen, 10 percent phosphorus, and 5 percent potash. D. Temporary Barrier Fence: Plastic, bright orange color for visibility, 48 inches in height, 8.5 pounds weight minimum. 3.0 EXECUTION 3.01 PROTECTION AND MAINTENANCE OF EXISTING TREES AND SHRUBS A Except for trees and shrubs shown on Plans to be removed,all trees and shrubs within the Project Site area are to remain and be protected from damage. B For designated trees to be removed,perform the following: 1. Stake right-of-way limits and identify any tree of diameter greater than 4 inches which is to be removed. Mark trees prior to felling with an X in orange paint, clearly visible, on the trunk, and at eye level. 2. After marking trees give a minimum of 48-hours notice in writing to the Engineer of intent to begin felling operations. 3. Trees whose trunks are only partially in the right-of-way shall be protected and preserved as described below. C For trees or shrubs to remain,perform the following: 1. Trim trees and shrubs only as necessary. a. Trees and shrubs requiring pruning for construction should also be pruned for balance as well as to maintain proper form and branching habit. b. Cut limbs at branch collar. No stubs should remain on trees. Branch cuts should not gouge outer layer of tree structure or trunk. 2. Use extreme care to prevent excessive damage to root systems. a. Roots in construction areas will be cut smoothly with a trencher before excavation begins. Do not allow ripping of roots with a backhoe or other equipment. b. Temporarily cover exposed roots with wet burlap to prevent roots from drying out. c. Cover exposed roots with soil as soon as possible. 3. Prevent damage or compaction of root zone (area inside dripline)by construction activities. a. Do not allow scarring of trunks or limbs by equipment or other means. 02/2013 01563 -2 of 4 CITY OF PEARLAND TREE AND PLANT PROTECTION b. Do not store construction materials, vehicles, or excavated material inside dripline of trees. c. Do not pour liquid materials inside dripline. 4. Water and fertilize trees and shrubs that will remain to maintain their health during construction period. a. Supplemental watering of landscaping during construction should be done once a week in months receiving average rainfall and twice a week in months receiving below average rainfall. b. This watering shall consist of saturating soils at least 6 to 8 inches beneath surface. 5. Water areas currently being served by private sprinkler systems while systems are temporarily taken out of service to maintain health of existing landscapes. 6. At option of the Contractor and with the Engineer's permission, trees and shrubs to remain may be temporarily transplanted and returned to original positions under supervision of professional horticulturist. 3.02 PROTECTIVE CONTROLS A Protection of trees or shrubs in open area: 1. Install steel drive-in fence posts in protective circle, approximately 8 feet on center, at the dripline of the leaf canopy of trees or 2 ft. around shrubs. 2. Drive steel drive-in fence posts 3 feet minimum into ground, leaving 5 feet Culb minimum above ground. 3. For trees or shrubs in paved areas, use moveable posts constructed from concrete-filled steel pipe 2-1/2 inches minimum in diameter mounted in rubber auto tires filled with concrete. 4. Mount plastic temporary barrier safety fence on posts. B Timber-wrap protection for trees in close proximity of moving or mechanical equipment and construction work: 1. Wrap trunk with layer of burlap. 2. Install 2 x 4's or 2 x 6's (5-foot to 6-foot lengths)vertically, spaced 3 inches to 5 inches apart around circumference of tree trunk. 3. Tie in place with 12 to 9 gage steel wire. 3.03 MAINTENANCE OF NEWLY PLANTED TREES A Water newly planted trees adequately to maintain and support healthy plants at the time of planting. B The Contractor guarantees that trees planted for this Work shall remain alive and healthy at least until the end of a one-year warranty period. 1. Within four weeks of notice from Owner, Contractor shall replace, at his expense, any dead trees or any trees that in the opinion of Owner, have become unhealthy or unsightly or have lost their natural shape as a result of additional growth, improper pruning or maintenance, or weather conditions. 02/2013 01563 -3 of 4 CITY OF PEARLAND TREE AND PLANT PROTECTION 2. When tree must be replaced, the guarantee period for that tree shall begin on date of replacement of tree, subject to the Owner's inspection, for no less than one year. 3. Straighten leaning trees and bear entire cost. 4. Dispose of trees rejected at any time by Engineer at Contractor's expense. END OF SECTION 02/2013 01563 -4 of 4 CONTROL OF GROUND WATER CITY OF PEARLAND 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. D References to Technical Specifications: 1. Section 01200—Measurement&Payment Procedures 2. Section 01350—Submittals 3. Section 01570—Trench Safety Systems 4. Section 01565 —TPDES Requirements 5. Section 01566—Source Controls for Erosion&Sedimentation E Referenced Standards: 1. Occupational Safety and Health Administration (OSHA) 2. Texas Commission on Environmental Quality(TCEQ) 3. Code of Ordinances, City of Pearland, Texas 4. Water Well Drillers and Pump Installers Advisory Council (WWD/PI) F Definitions: 1. Ground Water Control Systems - installations external to the excavation such as well points, eductors, or deep wells. Ground water control includes dewatering and depressurization. a. Dewatering-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 dewatering 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 characteristics 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. b. Depressurization-reduction in piezometric pressure within strata not controlled by dewatering alone, as required to prevent failure or heaving of excavation bottom. 2. Surface Water Control diversion and drainage of surface water runoff and rain water away from the excavation. 3. Excavation Drainage-keeping excavations free of surface and seepage water. 02/2008 01564- 1 of 8 CONTROL OF GROUND WATER CITY OF PEARLAND AND SURFACE WATER 1.02 MEASUREMENT AND PAYMENT '-***! A Measurement for and control of ground water for open cut pipe excavations shall be on a linear foot basis and shall not exceed the length of open cut pipe installation in the area requiring ground water control. B Unless indicated as a Bid Item,no separate payment will be made for control of ground water for any condition(s) other than those described in this Section, 1.02A. No separate payment will be made for control of surface water. Include the cost to control non-pipe excavation ground water and surface water in price for Work requiring such controls. C Refer to Section 01200—Measurement&Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions 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. The plan shall 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 monitoring 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 depressurization. 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. 02/2008 01564-2 of 8 CONTROL OF GROUND WATER CITY OF PEARLAND AND SURFACE WATER (h.") 2. Installation reports and baseline readings for piezometers and monitoring wells. 3. Baseline analytical test data of water from monitoring wells. 4. Initial flow rates. D Submit the following records on a weekly basis during operations: 1. Records of flow rates and piezometric elevations obtained during monitoring of dewatering and depressurization. Refer to this Section, 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 the Work. Decommissioning(abandonment) reports for monitoring wells and piezometers installed by other during the design phase and left for Contractor's monitoring and use. 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 the requirements of OSHA (1".'\ Standards - 29 CFR,Part 1926,. and Section 01570 -.Trench Safety Systems of these Technical Specifications, 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 drain 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. 02/2008 01564-3 of 8 CONTROL OF GROUND WATER CITY OF PEARLAND AND SURFACE WATER G Assume sole responsibility for ground water control' systems and for any loss or J 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. 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 ENVIRONMENTAL REQUIREMENTS A Comply with requirements of agencies having jurisdiction. B Comply with TCEQ regulations and WWD/PI Advisory Council for development, drilling, and abandonment of wells used in dewatering system. C Obtain permit from TCEQ under the Texas Pollutant Discharge Elimination System (TPDES),for storm water discharge from construction sites. Refer to Section 01565— TPDES, 3.02 "Certification 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. F Implement control of ground and surface water under the provisions of Section 01566 —Source Controls for Erosion & Sedimentation. 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 02/2008 01564-4 of 8 CONTROL OF GROUND WATER CITY OF PEARLAND AND SURFACE WATER of the Engineer through Submittals required in Section 01350 — Submittals, 1.06 "Operations and Maintenance Data". 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 Equipment and instrumentation for monitoring and control of the ground water control system includes piezometers and monitoring wells, and devices, such as flow meters, for observing and recording flow rates. D All equipment must be in good repair and operating order. E Sufficient standby equipment and materials shall be kept available to ensure continuous operation, where required. 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 water-bearing layers. The results shall be presented in the Ground Water and Surface Water Control Plan. Refer to this Section, 1.03B. B Provide labor, material, 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 Plan. Notify Engineer in writing 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 bearing layers exist below excavation, cob,„ depressurize those zones to eliminate risk of uplift or other instability of excavation or installed works. Allowable piezometric elevations shall be defined in the Plan. 02/2008 01564-5 of 8 CONTROL OF GROUND WATER CITY OF PEARLAND AND SURFACE WATER G Maintain water level below subgrade elevation. Do not allow levels to rise until foundation concrete has achieved design strength. H During backfilling,dewatering 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. I Provide a uniform diameter for each pipe drain run constructed for dewatering. Remove pipe drain 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. 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 monitoring 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 monitoring 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 and Surface Water Control Plan are satisfied. 02/2008 01564-6 of 8 CONTROL OF GROUND WATER CITY OF PEARLAND AND SURFACE WATER ' 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 and Surface Water Control Plan do not provide satisfactory results based on the performance criteria defined by the Plan and by this Section. Submit a revised Plan according to this Section, 1.03A. G Mechanical dewatering equipment shall comply with Chapter 19 NOISE, Code of Ordinances, City of Pearland, Texas. 3.03 EXCAVATION DRAINAGE A Contractor may use excavation drainage methods if necessary to achieve well drained, stable trench conditions. The excavation drainage may consist of the following methods or combination of methods: 1: Sump pumping in combination with: a. Layer of crushed stone and filter fabric. b. Sand and gravel drains. 2. Wells for ground water control. B Use sump pumping and a drainage layer, as defined in ASTM D 2321,placed on the foundation beneath pipe bedding or thickened bedding layer of Class I material. 3.04 MAINTENANCE AND OBSERVATION A Conduct daily maintenance and observation of piezometers or monitoring 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 monitoring 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. 02/2008 01564-7 of 8 CONTROL OF GROUND WATER CITY OF PEARLAND AND SURFACE WATER 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. C Provide additional surface water control measures or change the methods in the event that the measures according to the Ground Water and Surface Water Control Plan do not provide satisfactory results based on the performance criteria defined by the Plan and by this Section. Submit a revised Plan according to this Section, 1.03B. END OF SECTION 02/2008 01564-8 of 8 CITY OF PEARLAND TPDES REQUIREMENTS • C°^%,, Section 01565 TPDES REQUIREMENTS 1.0 GENERAL A DEFINITIONS As used herein and in conjunction with TPDES General Permit No. TXR150000, the term OPERATOR refers to the CONTRACTOR. 1.01 SECTION INCLUDES A Description of the required documentation to be prepared signed and submitted by the Contractor before conducting construction operations, in accordance with the terms and conditions of the Texas Pollutant Discharge Elimination System (TPDES) General Permit TXR150000 as issued March 5, 2003, re-issued March 5, 2013, by the Texas Commission on Environmental Quality under the provisions of Section 402 of the Clean Water Act and Section 26.040 of the Texas Water Code. B Contractor's responsibility 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 Plans or (.1b\, specified elsewhere in this or other Technical Specifications. This Specification provides guidelines and Best Management Practices (BMP's) information for the Contractor to use in adhering to all local, state and federal environmental regulations with respect to storm water pollution prevention during construction activity. C References to Technical Specifications: 1. Section 01350—Submittals 2. Section 01310—Coordination&Meetings 3. Section 01770—Contract Closeout D Referenced Standards: 1. Texas Commission on Environmental Quality(TCEQ) E Other References: 1. Storm Water Pollution Prevention Plan(SWPPP) found in Appendix A of these Technical Specifications. 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 04-2013 01565- 1 of 4 CITY OF PEARLAND TPDES REQUIREMENTS 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. 2.0 PRODUCTS - Not Used 3.0 EXECUTION 3.01 REQUIRED NOTICES A The Contractor shall complete, sign, and date the Contractor's Notice of Intent (NOI) attached in Appendix A. The Contractor's NOI shall be submitted to the TCEQ. It is the Contractor's responsibility to pay for any fees associated with the permit. Submission of the NOI is required by the Contractor before construction operations begin. B Upon completion of construction and acceptance of the Work by the Owner, the Contractor shall complete, sign, date and submit the Contractor's Notice of Termination(NOT) attached in Appendix A. 3.02 CERTIFICATION REQUIREMENTS A On the Operator's Information form attached in Appendix A, the Contractor shall complete 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 Contractor and Subcontractors named in the Contractor's Information form shall read, sign, and date the Contractor's/Subcontractor's Certification form, attached in Appendix A. C The persons or firms responsible for maintenance and inspection of erosion and sediment control measures shall read, sign, and date the Contractor's Inspection and Maintenance Certification form, attached in Appendix A. D The Contractor's Information form and all certification forms shall be submitted to the Owner before beginning construction. E Contractor shall review implementation of the SWPPP in a meeting with the Owner and Engineer prior to start of construction in accordance with Section 01310 — Coordination &Meetings. 3.03 RETENTION OF RECORDS A The Contractor shall keep a copy of the SWPPP at the Project Site or at the Contractor's office from the date that it became effective to the date the Work is accepted by the Owner. B At Contract Closeout, the Contractor shall submit to the Owner all TPDES forms and certifications, as well as a copy of the SWPPP, in accordance with Section 04-2013 01565-2 of 4 CITY OF PEARLAND TPDES REQUIREMENTS 01770 — Contract Closeout. The SWPPP records and data will be retained by Owner for a period of 3 years from the date the Work is accepted by the Owner. 3.04 POSTING OF NOTICES A The following notices shall be posted from the date that this SWPPP goes into effect until the date the Work is accepted by the Owner: 1. Copies of the Notices of Intent submitted by the Contractor and a brief Description of Construction Activity being conducted at the Project Site, as given in Article 1 of the SWPPP, shall be posted at the Project Site or at Contractor's office in a prominent place for public viewing. 2. Notice to drivers 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 Project Site,post a notice of waste disposal procedures. 4. Notice of hazardous material handling and emergency procedures shall be posted with the NOI on Project Site. Keep copies of Material Safety Data Sheets at a location on Project Site that is known to all personnel. 5. Keep a copy of each signed certification at the Pro ject Site or at Contractor's office. APPENDIX A FOLLOWS THIS SECTION END OF SECTION 04-2013 01565-3 of 4 CITY OF PEARLAND TPDES REQUIREMENTS Section 01565 .P-6) TPDES REQUIREMENTS (APPENDIX A) TABLE OF CONTENTS TCEQ General Permit NOI TCEQ Form-20022 TCEQ Form-20134 NOC TCEQ Form-20391 NOT TCEQ Form-20023 Site Notice Forms h 04-2013 01565 -4 of 4 Texas Commission on Environmental Quality P.O.Box 1.3o87,Austin,Texas 78711-3087 GENERAL PERMIT TO DISCHARGE UNDER THE TEXAS POLLUTANT DISCHARGE ELIMINATION SYSTEM under provisions of Section 402 of the Clean Water Act and Chapter 26 of the Texas Water Code This permit supersedes and replaces TPDES General Permit No.TXR10000,issued March 5,2008 Construction sites that discharge stormwater associated with construction activity located in the state of Texas may discharge to surface water in the state only according to monitoring requirements and other conditions set forth in this general permit,as well as the rules of the Texas Commission on Environmental Quality(TCEQ or Commission),the laws of the State of Texas,and other orders of the Commission of the TCEQ. The issuance of this general permit does not grant to the permittee the right to use private or public property for conveyance of stormwater and certain non-stormwater discharges along the discharge route. This includes property belonging to but not limited to any individual,partnership,corporation or other entity. Neither does this general permit authorize any invasion of personal rights nor any violation of federal,state,or local laws or regulations. It is the responsibility of the permittee to acquire property rights as may be necessary to use the discharge route. This general permit and the authorization contained herein shall expire at midnight,five years from the permit effective date. EFFECTIVE DATE: March 5, 2013 ISSUED DATE: FEB 19 2013 ee For C mission Construction General Permit TPDES General Permit TXR150000 TPDES GENERAL PERMIT NUMBER TXRt50000 RELATING TO STORMWATER DISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITIES Table of Contents Part I. Flow Chart and Definitions 5 Section A. Flow Chart to Determine Whether Coverage is Required 5 Section B. Definitions 6 Part II. Permit Applicability and Coverage 12 Section A. Discharges Eligible for Authorization 12 1. Stormwater Associated with Construction Activity 12 2. Discharges of Stormwater Associated with Construction Support Activities 12 3. Non-Stormwater Discharges 12 4. Other Permitted Discharges 13 Section B. Concrete Truck Wash.Out 13 Section C. Limitations on Permit Coverage 13 1. Post Construction Discharges 13 2. Prohibition of Non-Stormwater Discharges 13 3. Compliance With Water Quality Standards 13 ) 4. Impaired Receiving Waters and Total Maximum Daily Load(TMDL) Requirements 14 5. Discharges to the Edwards Aquifer Recharge or Contributing Zone 14 6. Discharges to Specific Watersheds and Water Quality Areas 14 7. Protection of Streams and Watersheds by Other Governmental Entities 14 8. Indian Country Lands 14 9. Oil and Gas Production 15 10. Stormwater Discharges from Agricultural Activities 15 11. Endangered Species Act 15 12. Other 15 Section D. Deadlines for Obtaining Authorization to Discharge 15 1. Large Construction Activities 15 2. Small Construction Activities 15 Section E. Obtaining Authorization to Discharge 16 1. Automatic Authorization for Small Construction Activities With Low Potential for Erosion. 16 2. Automatic Authorization For All Other Small Construction Activities: 17 3. Authorization for Large Construction Activities: 17 Page 2 Construction General Permit TPDES General Permit TXR15o000 4. Waivers for Small Construction Activities. 18 5. Effective Date of Coverage - 18 6. Notice of Change(NOC) 18 7. Signatory Requirement for NOI Forms,Notice of Termination(NOT)Forms,NOC Letters,and Construction Site Notices 19 8. Contents of the NOI 19 Section F. Terminating Coverage 20 1. Notice of Termination(NOT)Required 20 2. Minimum Contents of the NOT 20 3. Termination of Coverage for Small Construction Sites and for Secondary Operators at Large Construction Sites 20 4. Transfer of Operational Control 21 Section G. Waivers from Coverage 21 1. Waiver Applicability and Coverage 22 2. Steps to Obtaining a Waiver 22 3. Effective Date of Waiver 22 4. Activities Extending Beyond the Waiver Period 22 Section H. Alternative TPDES Permit Coverage 23 (11.1 1. Individual Permit Alternative 23 2. Individual Permit Required 23 3. Alternative Discharge Authorization 23 Section I. Permit Expiration 23 Part III. Stormwater Pollution Prevention Plans(SWP3) 24 Section A. Shared SWP3 Development 24 Section B. Responsibilities of Operators 25 1. Secondary Operators and Primary Operators with Control Over Construction Plans and Specifications - 25 2. Primary Operators with Day-to-Day Operational Control 25 Section C. Deadlines for SWP3 Preparation, Implementation,and Compliance 25 Section D. Plan Review and Making Plans Available 26 Section E. Revisions and Updates to SWP3s 26 Section F. Contents of SWP3 26 Section G. Erosion and Sediment Control Requirements Applicable to All Sites 34 Part IV. Stormwater Runoff from Concrete Batch Plants 35 Section A. Benchmark Sampling Requirements 35 Col"', Section B. Best Management Practices(BMPs)and SWP3 Requirements 37 Section C. Prohibition of Wastewater Discharges 39 Page 3 Construction General Permit TPDES General Permit TXR150000 Part V. Concrete Truck Wash Out Requirements 40 Part VI. Retention of Records 40 Part VII.Standard Permit Conditions 40 Part VIII. Fees 41 Appendix A: Automatic Authorization 43 Appendix B: Erosivity Index(EI)Zones in Texas 45 Appendix C: Isoerodent Map 46 Appendix D: Erosivity Indices for EI Zones in Texas 47 Page 4 Construction General Permit TPDES General Permit TXR150000 Part I. Flow Chart and Definitions • Section A. Flow Chart to Determine Whether Coverage is Required How much land will be disturbed?(*1) 4 CI acre 1 or more acres (*1) (9) r NO Do you meet the . rEs Wi1l 5 or more * definition of ► acres be disturbed? "operator?"(*2) (*1) • NO YES t y . Permit Coverage Required • • Prepare and Implement SWP3 • Post Site Notice • Submit Copy of Site Notice to MS4 Operator 1' 1 Are you a"primary NO operator?"(*2) r / l Permit Coverage Not )ES Required Unless Part i Permit Coverage Required. of a Larger Common • Prepare and Implement SWP3 Plan of Development • • Submit NOI to TCEQ or Sale • Post.Site Notice • Submit Copy of NOI to MS4 Operator 1 (*!) To determine the size of the construction project,use the size of the entire area to be disturbed,and include the size tithe larger common plan of development or sale,if the project is part of a larger project(refer to Part J.B., "!)efinitions,"for an explanation of"common plan of development or sale'). (*2) Refer to the definitions for"operator,"`primary operator,"and"secondary operator"in Part!., Section 1B,of this permit. • • • • (11."'",„ Page 5 Construction General Permit TPDES General Permit TXR1500o0 Section B. Definitions Arid Areas-Areas with an average annual rainfall of o to io inches. Best Management Practices(BMPs)-Schedules of activities,prohibitions of practices, maintenance procedures,structural controls,local ordinances,and other management practices to prevent or reduce the discharge of pollutants. BMPs also include treatment requirements,operating procedures,and practices to control construction site runoff,spills or leaks,waste disposal,or drainage from raw material storage areas. Commencement of Construction-The initial disturbance of soils associated with clearing,grading,or excavation activities, as well as other construction-related activities (e.g.,stockpiling of fill material,demolition). Common Plan of Development-A construction activity that is completed in separate stages,separate phases, or in combination with other construction activities. A common plan of development(also known as a"common plan of development or sale")is identified by the documentation for the construction project that identifies the scope of the project, and may include plats,blueprints,marketing plans,contracts,building permits, a public notice or hearing,zoning requests,or other similar documentation and activities. A common plan of development does not necessarily include all construction projects within the jurisdiction of a public entity(e.g., a city or university). Construction of roads or buildings in different parts of the jurisdiction would be considered separate"common plans,"with only the interconnected parts of a project being considered part of a"common plan"(e.g., a building and its associated parking lot and driveways,airport runway and associated taxiways, a building complex, etc.). Where discrete construction projects occur within a larger common plan of development or sale but are located 1/4 mile or more apart, and the area between the projects is not being disturbed,each individual project can be treated as a separate plan of development or sale,provided that any interconnecting road,pipeline or utility project that is part of the same"common plan"is not included in the area to be disturbed. Construction Activity-Includes soil disturbance activities,including clearing,grading, and excavating; and does not include routine maintenance that is performed to maintain the original line and grade,hydraulic capacity,or original purpose of the site(e.g.,the routine grading of existing dirt roads, asphalt overlays of existing roads,the routine clearing of existing right-of-ways,and similar maintenance activities). Regulated construction activity is defined in terms of small and large construction activity. Dewatering—The act of draining rainwater or groundwater from building foundations, vaults,and trenches. Discharge—For the purposes of this permit,the drainage,release, or disposal of pollutants in stormwater and certain non-stormwater from areas where soil disturbing activities(e.g., clearing,grading,excavation,stockpiling of fill material,and demolition),construction materials or equipment storage or maintenance(e.g.,fill piles,borrow area, concrete truck wash out,fueling),or other industrial stormwater directly related to the construction process (e.g.,concrete or asphalt batch plants) are located. Drought-Stricken Area—For the purposes of this permit,an area in which the National Oceanic and Atmospheric Administration's U.S.Seasonal Drought Outlook indicates for the period during which the construction will occur that any of the following conditions are likely: (1)"Drought to persist or intensify", (2)"Drought ongoing,some improvement", (3) "Drought likely to improve,impacts ease",or(4)"Drought development likely". See http://www.cpc.ncep.noaa.gov/products/expert assessment/seasonal drought.html. Edwards Aquifer-As defined under Texas Administrative Code(TAC) § 213.3 of this title (relating to the Edwards Aquifer),that portion of an arcuate belt of porous,water-bearing, predominantly carbonate rocks known as the Edwards and Associated Limestones in the Balcones Fault Zone trending from west to east to northeast in Kinney, Uvalde,Medina, Bexar,Comal, Hays,Travis, and Williamson Counties; and composed of the Salmon Peak Page 6 Construction General Permit TPDES General Permit TXRi5oo0o Limestone,McKnight Formation,West Nueces Formation,Devil's River Limestone, Person Formation,Kainer Formation,Edwards Formation,and Georgetown Formation. The permeable aquifer units generally overlie the less-permeable Glen Rose Formation to the south,overlie the less-permeable Comanche Peak and Walnut Formations north of the Colorado River,and underlie the less-permeable Del Rio Clay regionally. Edwards Aquifer Recharge Zone-Generally,that area where the stratigraphic units constituting the Edwards Aquifer crop out,including the outcrops of other geologic formations in proximity to the Edwards Aquifer,where caves,sinkholes,faults,fractures,or other permeable features would create a potential for recharge of surface waters into the Edwards Aquifer. The recharge zone is identified as that area designated as such on official maps located in the offices of the Texas Commission on Environmental Quality(TCEQ)and the appropriate regional office. The Edwards Aquifer Map Viewer,located at http://www.tceq.texas.gov/compliance/field ops/eapp/mapdisclaimer.html,can be used to determine where the recharge zone is located. Edwards Aquifer Contributing Zone-The area or watershed where runoff from precipitation flows downgradient to the recharge zone of the Edwards Aquifer.The contributing zone is located upstream(upgradient)and generally north and northwest of the recharge zone for the following counties: all areas within Kinney County,except the area within the watershed draining to Segment No. 2304 of the Rio Grande Basin; all areas within Uvalde,Medina,Bexar,and Comal Counties; all areas within Hays and Travis Counties, except the area within the watersheds draining to the Colorado River above a point 1.3 miles upstream from Tom Miller Dam,Lake Austin at the confluence of Barrow Brook Cove, Segment No.1403 of the Colorado River Basin; and all areas within Williamson County, except the area within the watersheds draining to the Lampasas River above the dam at Stillhouse Hollow reservoir,Segment No. 1216 of the Brazos River Basin.The contributing zone is illustrated on the Edwards Aquifer map viewer at http://www.tceq.texas.gov/compliance/field ops/eapp/mapdisclaimer.html. Effluent Limitations Guideline(ELG)—Defined in 4o Code of Federal Regulations (CFR)§122.2 as a regulation published by the Administrator under§3o4(b)of the Clean Water Act(CWA)to adopt or revise effluent limitations. Facility or Activity—For the purpose of this permit,a construction site or construction support activity that is regulated under this general permit,including all contiguous land and fixtures(for example,ponds and materials stockpiles),structures,or appurtances used at a construction site or industrial,site described by this general permit. Final Stabilization-A construction site status where any of the following conditions are met: A. All soil disturbing activities at the site have been completed and a uniform(that is,evenly distributed,without large bare areas)perennial vegetative cover-with a density of at least 7o%of the native background vegetative cover for the area has been established on all unpaved areas and areas not covered by permanent structures,or equivalent permanent stabilization measures(such as the use of riprap,gabions,or geotextiles)have been employed. B. For individual lots in a residential construction site by either: (1) the homebuilder completing final stabilization as specified in condition(a)above; or (2) the homebuilder establishing temporary stabilization for an individual lot prior to the time of transfer of the ownership of the home to the buyer and after informing the homeowner of the need for,and benefits of,final stabilization. If temporary stabilization is not feasible,then the homebuilder may fulfill this requirement by Clain\ retaining perimeter controls or BMPs,and informing the homeowner of the need for removal of temporary controls and the establishment of final stabilization. Page 7 Construction General Permit TPDES General Permit TXR150000 Fullfillment of this requirement must be documented in the homebuilder's stormwater pollution prevention plan(SWP3). C. For construction activities on land used for agricultural purposes(such as pipelines across crop or range land),final stabilization may be accomplished by returning the disturbed land to its preconstruction agricultural use. Areas disturbed that were not previously used for agricultural activities,such as buffer strips immediately adjacent to surface water and areas that are not being returned to their preconstruction agricultural use must meet the final stabilization conditions of condition(a)above. D. In arid,semi-arid, and drought-stricken areas only,all soil disturbing activities at the site have been completed and both of the following criteria have been met: (1) Temporary erosion control measures(for example,degradable rolled erosion control product)are selected,designed,and installed along with an appropriate seed base to provide erosion control for at least three years without active maintenance by the operator,and (2) The temporary erosion control measures are selected,designed,and installed to achieve 70%of the native background vegetative coverage within three years. Hyperchlorination of Waterlines—Treatment of potable water lines or tanks with chlorine for disinfection purposes,typically following repair or partial replacement of the waterline or tank,and subsequently flushing the contents. Impaired Water-A surface water body that is identified on the latest approved CWA §303(d)List as not meeting applicable state water quality standards.Impaired waters include waters with approved or established total maximum daily loads(TMDLs),and those where a TMDL has been proposed by TCEQ but has not yet been approved or established. Indian Country Land—(from 4o CFR§122.2) (1)all land within the limits of any Indian reservation under the jurisdiction of the United States government,notwithstanding the issuance of any patent,and,including rights-of-way running through the reservation; (2)all dependent Indian communities with the borders of the United States whether within the originally or subsequently acquired territory thereof,and whether within or without the limits of a state; and(3)all Indian allotments,the Indian titles to which have not been extinguished,including rights-of-way running through the same. Indian Tribe-(from 4o CFR§122.2)any Indian Tribe,band,group,or community recognized by the Secretary of the Interior and exercising governmental authority over a Federal Indian Reservation. Large Construction Activity-Construction activities including clearing,grading, and excavating that result in land disturbance of equal to or greater than five(5)acres of land. Large construction activity also includes the disturbance of less than five(5)acres of total land area that is part of a larger common plan of development or sale if the larger common plan will ultimately disturb equal to or greater than five(5)acres of land. Large construction activity does not include routine maintenance that is performed to maintain the original line and grade,hydraulic capacity,or original purpose of the site(for example,the routine grading of existing dirt roads,asphalt overlays of existing roads,the routine clearing of existing right-of-ways,and similar maintenance activities.) Linear Project—Includes the construction of roads,bridges, conduits,substructures, pipelines,sewer lines,towers,poles,cables,wires,connectors,switching,regulating and transforming equipment and associated ancillary facilities in a long,narrow area. Minimize-To reduce or eliminate to the extent achievable using stormwater controls that are technologically available and economically practicable and achievable in light of best industry practices. Page 8 Construction General Permit TPDES General Permit TXR150000 Municipal Separate Storm Sewer System(MS4)-A separate storm sewer system E owned or operated by the United States,a state;city,town,county,district,association,or other public body(created by or pursuant to state law)having jurisdiction over the disposal of sewage,industrial wastes,stormwater,or other wastes,including special districts under state law such as a sewer district,flood control or drainage district,or similar entity,or an Indian tribe or an authorized Indian tribal organization,that discharges to surface water in the state. Notice of Change(NOC)—Written notification to the executive director from a discharger authorized under this permit,providing changes to information that was previously provided to the agency in a notice of intent form. Notice of Intent(NOI)-A written submission to the executive director from an applicant requesting coverage under this general permit Notice of Termination(NOT)-A written submission to the executive director from a discharger authorized under a general permit requesting termination of coverage. Operator-The person or persons associated with a large or small construction activity that is either a.primary or secondary operator as defined below: Primary Operator—the person or persons associated with a large or small construction activity that meets either of the following two criteria: (a) the person or persons have on-site operational control over construction plans and specifications,including the ability to make modifications to those plans and specifications; or (b) the person or persons have day-to-day operational control-of those activities at a construction site that are necessary to ensure compliance with a Storm Water Pollution Prevention Plan(SWP3)for the site or other.permit conditions(for example,they are authorized to direct workers at a site to carry out activities required by the SWP3 or comply with other permit conditions). Secondary Operator—The person or entity,often the property owner,whose operational control is limited to: (a) the employment of other operators,such as a general contractor,to perform or supervise construction,activities;or (b) the ability to approve or disapprove changes to construction plans and specifications, but who does not have day-to-day on-site operational control over construction activities at the site. Secondary operators must either prepare their own SWP3 or participate in a shared SWP3 that covers the areas of the construction site where they have control over the plans and specifications. If there is not a primary operator at the construction site,then the secondary operator is defined as the primary operator and must comply with the requirements for primary operators. Outfall-For the purpose of this permit,a point source at the point where stormwater runoff associated with construction activity discharges to surface water in the state and does not include open conveyances connecting two municipal separate storm sewers,or pipes, tunnels,or other conveyances that connect segments of the same stream or other water of the U.S.and are used to convey waters of the U.S. Permittee-An operator authorized under this general permit. The authorization may be gained through submission of a notice of intent,by waiver,or by meeting the requirements for automatic coverage to discharge stormwater runoff and certain non-stormwater discharges. Page 9 Construction General Permit TPDES General Permit TXR150000 Point Source—(from 4o CFR§122.2)Any discernible,confined,and discrete conveyance, including but not limited to, any pipe,ditch,channel,tunnel,conduit,well,discrete fissure, container,rolling stock concentrated animal feeding operation,landfill leachate collection system,vessel or other floating craft from which pollutants are,or may be, discharged. This term does not include return flows from irrigated agriculture or agricultural stormwater runoff. Pollutant-Dredged spoil,solid waste,incinerator residue,sewage,garbage,sewage sludge, filter backwash,munitions, chemical wastes,biological materials,radioactive materials,heat, wrecked or discarded equipment,rock,sand,cellar dirt, and industrial,municipal,and agricultural waste discharged into any surface water in the state. The term"pollutant"does not include tail water or runoff water from irrigation or rainwater runoff from cultivated or uncultivated rangeland,pastureland,and farmland. For the purpose of this permit,the term "pollutant"includes sediment. Pollution-(from Texas Water Code(TWC) §26.001(14))The alteration of the physical, thermal, chemical,or biological quality of, or the contamination of,any surface water in the state that renders the water harmful, detrimental,or injurious to humans,animal life, vegetation,or property or to public health,safety, or welfare,or impairs the usefulness or the public enjoyment of the water for any lawful or reasonable purpose. Rainfall Erosivity Factor(R factor)-the total annual erosive potential that is due to climatic effects, and is part of the Revised Universal Soil Loss Equation(RUSLE). Receiving Water-A"Water of the United States"as defined in 4o CFR§122.2 into which the regulated stormwater discharges. Semiarid Areas-areas with an average annual rainfall of 10 to 20 inches Separate Storm Sewer System-A conveyance or system of conveyances(including roads with drainage systems,streets,catch basins,curbs,gutters,ditches,man-made channels,or storm drains),designed or used for collecting or conveying stormwater;that is not a combined sewer, and that is not part of a publicly owned treatment works (POTW). Small Construction Activity-Construction activities including clearing,grading, and excavating that result in land disturbance of equal to or greater than one(1)acre and less than five(5)acres of land. Small construction activity also includes the disturbance of less than one(1)acre of total land area that is part of a larger common plan of development or sale if the larger common plan will ultimately disturb equal to or greater than one(1)and less than five(5)acres of land. Small construction activity does not include routine maintenance that is performed to maintain the original line and grade,hydraulic capacity,or original purpose of the site(for example,the routine grading of existing dirt roads,asphalt overlays of existing roads,the routine clearing of existing right-of-ways,and similar maintenance activities.) Steep Slopes—Where a state,Tribe,local government,or industry technical manual(e.g. stormwater BMP manual)has defined what is to be considered a"steep slope",this permit's definition automatically adopts that definition.Where no such definition exists,steep slopes are automatically defined as those that are 15 percent or greater in grade. Stormwater(or Stormwater Runoff)-Rainfall runoff,snow melt runoff,and surface runoff and drainage. Stormwater Associated with Construction Activity-Stormwater runoff from a construction activity where soil disturbing activities (including clearing,grading,excavating) result in the disturbance of one(1)or more acres of total land area,or are part of a larger common plan of development or sale that will result in disturbance of one(1)or more acres of total land area. Structural Control(or Practice)-A pollution prevention practice that requires the construction of a device,or the use of a device,to reduce or prevent pollution in stormwater Page 10 Construction General Permit TPDES General Permit TXR150000 runoff. Structural controls and practices may include but are not limited to: silt fences,(1/1`') earthen dikes,drainage swales,sediment traps,check dams,subsurface drains,storm drain inlet protection,rock outlet protection,reinforced soil retaining systems,gabions, and temporary or permanent sediment basins. Surface Water in the State- Lakes,bays,ponds,impounding reservoirs,springs,rivers, streams,creeks,estuaries,wetlands,marshes,inlets,canals,the Gulf of Mexico inside the territorial limits of the state(from the mean high water mark(MHWM)out 10.36 miles into the Gulf),and all other bodies of surface water,natural or artificial,inland or coastal,fresh or salt,navigable or nonnavigable,and including the beds and banks of all water-courses and bodies of surface water,that are wholly or partially inside or bordering the state or subject to the jurisdiction of the state; except that waters in treatment systems which are authorized by state or federal law,regulation, or permit,and which are created for the purpose of waste treatment are not considered to be water in the state. Temporary Stabilization-A condition where exposed soils or disturbed areas are provided a protective cover or other structural control to prevent the migration of pollutants. Temporary stabilization may include,temporary seeding,geotextiles,mulches,and other techniques to reduce or eliminate erosion until either permanent stabilization can be achieved or until further construction activities take place. Total Maximum Daily Load(TMDL)-The total amount of a pollutant that a water body can assimilate and still meet the Texas Surface Water Quality Standards. Turbidity—A condition of water quality characterized by the presence of suspended solids and/or organic material. Waters of the United States-(from 4o CFR§122.2)Waters of the United States or waters of the U.S.means: (a) all waters which are currently used,were used in the past, or maybe susceptible to use in interstate or foreign commerce,including all waters which are subject to the ebb and flow of the tide; (b) all interstate waters,including interstate wetlands; (c) all other waters such as intrastate lakes,rivers,streams(including intermittent streams),mudflats,sandflats,wetlands,sloughs,prairie potholes,wet meadows, playa lakes,or natural ponds that the use,degradation,or destruction of which would affect or could affect interstate or foreign commerce including any such waters: (1) which are or could be used by interstate or foreign travelers for recreational or other purposes; (2) from which fish or shellfish are or could be taken and sold in interstate or foreign commerce;or (3) which are used or could be used for industrial purposes by industries in interstate commerce; (d) all impoundments of waters otherwise defined as waters of the United States under this definition; (e) tributaries of waters identified in paragraphs(a)through(d)of this definition; (f) the territorial sea; and (g) wetlands adjacent to waters(other than waters that are themselves wetlands) identified in paragraphs(a)through(f)of this definition. Waste treatment systems,including treatment ponds or lagoons designed to meet the requirements of CWA(other than cooling ponds as defined in 4o CFR§423.11(m)which also meet the criteria of this definition)are not waters of the U.S. This exclusion applies only to manmade bodies of water which neither were'originally created in waters of the U.S.(such as Page if Construction General Permit TPDES General Permit TXR150000 disposal area in wetlands)nor resulted from the impoundment of waters of the U.S. Waters "") of the U.S. do not include prior converted cropland. Notwithstanding the determination of an area's status as prior converted cropland by any other federal agency,for the purposes of the CWA,the final authority regarding CWA jurisdiction remains with EPA. Part II. Permit Applicability and Coverage Section A. Discharges Eligible for Authorization 1. Stormwater Associated with Construction Activity Discharges of stormwater runoff from small and large construction activities may be authorized under this general permit. 2. Discharges of Stormwater Associated with Construction Support Activities Examples of construction support activities include,but are not limited to,concrete batch plants,rock crushers,asphalt batch plants,equipment staging areas,material storage yards,material borrow areas,and excavated material disposal areas. Construction support activities authorized under this general permit are not commercial operations,and do not serve multiple unrelated construction projects. Discharges of stormwater runoff from construction support activities may be authorized under this general permit,provided that the following conditions are met: (a) the activities are located within one(1)mile from the boundary of the permitted construction site and directly support the construction activity; (b) an SWP3 is developed for the permitted construction site according to the provisions of this general permit,and includes appropriate controls and measures to reduce erosion and discharge of pollutants in stormwater runoff from the construction support activities; and (c) the construction support activities either do not operate beyond the completion date of the construction activity or, at the time that they do, are authorized under separate Texas Pollutant Discharge Elimination System(TPDES)authorization. Separate TPDES authorization may include the TPDES Multi Sector General Permit(MSGP), TXRo50000 (related to stormwater discharges associated with industrial activity), separate authorization under this general permit if applicable,coverage under an alternative general permit if available,or authorization under an individual water quality permit. 3. Non-Stormwater Discharges The following non-stormwater discharges from sites authorized under this general permit are also eligible for authorization under this general permit: (a) discharges from fire fighting activities(fire fighting activities do not include washing of trucks,run-off water from training activities,test water from fire suppression systems, or similar activities); (b) uncontaminated fire hydrant flushings(excluding discharges of hyperchlorinated water,unless the water is first dechlorinated and discharges are not expected to adversely affect aquatic life),which include flushings from systems that utilize potable water,surface water,or groundwater that does not contain additional pollutants(uncontaminated fire hydrant flushings do not include systems utilizing reclaimed wastewater as a source water); (c) water from the routine external washing of vehicles,the external portion of buildings or structures,and pavement,where detergents and soaps are not used,where spills or leaks of toxic or hazardous materials have not occurred(unless spilled materials Page 12 Construction General Permit TPDES General Permit TXR15o0o0 have been removed; and if local state,or federal regulations are applicable,the materials are removed according to those regulations),and where the purpose is to remove mud,dirt, or dust; (d) uncontaminated water used to control dust; (e) potable water sources,including waterline flushings,but excluding discharges of hyperchlorinated water,unless the water is first dechlorinated and discharges are not expected to adversely affect aquatic life; (f) uncontaminated air conditioning condensate; (g) uncontaminated ground water or spring water,including foundation or footing drains where flows are not contaminated with industrial materials such as solvents; and (h) lawn watering and similar irrigation drainage. 4. Other Permitted Discharges Any discharge authorized under a separate National Pollutant Discharge Elimination System(NPDES),TPDES,or TCEQ permit may be combined with discharges authorized by this general permit,provided those discharges comply with the associated permit. Section B. Concrete Truck Wash Out The wash out of concrete trucks at regulated construction sites must be performed in accordance with the requirements of Part V of this general permit. Section C. Limitations on Permit Coverage 1. . Post Construction Discharges Discharges that occur after construction activities have been completed,and after the construction site and any supporting activity site have undergone final stabilization, are not eligible for coverage under this general permit. Discharges originating from the sites are not authorized under this general permit following the submission of the notice of termination(NOT)or removal of the appropriate site notice,as applicable,for the regulated construction activity. 2. Prohibition of Non-Stormwater Discharges Except as otherwise provided in Part'II.A.of this general permit,only discharges that are composed entirely of stormwater associated with construction activity may be authorized under this general permit. 3. Compliance With Water Quality Standards Discharges to surface water in the state that would cause,have the reasonable potential to cause,or contribute to a violation of water quality standards or that would fail to protect and maintain existing designated uses are not eligible for coverage under this general permit. The executive director may require an application for an individual permit or alternative general permit(see Parts II.H.2.and 3.)to authorize discharges to surface water in the state if the executive director determines that any activity will cause, has the reasonable potential to cause,or contribute to a violation of water quality standards or is found to cause,has the reasonable potential to cause,or contribute to, the impairment of a designated use. The executive director may also require an application for an individual permit considering factors described in Part II.H.2.of this general permit. Page 13 Construction General Permit TPDES General Permit TXR150000 4. Impaired Receiving Waters and Total Maximum Daily Load(TMDL) Requirements New sources or new discharges of the pollutants of concern to impaired waters are not authorized by this permit unless otherwise allowable under 3o TAC Chapter 305 and applicable state law. Impaired waters are those that do not meet applicable water quality standards and are listed on the EPA approved CWA§3o3(d)List.Pollutants of concern are those for which the water body is listed as impaired. Discharges of the pollutants of concern to impaired water bodies for which there is a TMDL are not eligible for this general permit unless they are consistent with the approved TMDL. Permittees must incorporate the conditions and requirements applicable to their discharges into their SWP3,in order to be eligible for coverage under this general permit. For consistency with the construction stormwater-related items in an approved TMDL,the SWP3 must be consistent with any applicable condition,goal,or requirement in the TMDL,TMDL Implementation Plan(I-Plan),or as otherwise directed by the executive director. 5. Discharges to the Edwards Aquifer Recharge or Contributing Zone Discharges cannot be authorized by this general permit where prohibited by 3o TAC Chapter 213 (relating to Edwards Aquifer). In addition,commencement of construction (i.e.,the initial disturbance of soils associated with clearing,grading,or excavating activities, as well as other construction-related activities such as stockpiling of fill material and demolition)at a site regulated under 3o TAC Chapter 213,may not begin until the appropriate Edwards Aquifer Protection Plan(EAPP)has been approved by the TCEQ's Edwards Aquifer Protection Program. (a) For new discharges located within the Edwards Aquifer Recharge Zone,or within that area upstream from the recharge zone and defined as the Contributing Zone (CZ),operators must meet all applicable requirements of,and operate according to, 3o TAC Chapter 213(Edwards Aquifer Rule)in addition to the provisions and requirements of this general permit. (b) For existing discharges located within the Edwards Aquifer Recharge Zone,the requirements of the agency-approved Water Pollution Abatement Plan(WPAP) under the Edwards Aquifer Rule is in addition to the requirements of this general permit. BMPs and maintenance schedules for structural stormwater controls,for example,may be required as a provision of the rule. All applicable requirements of the Edwards Aquifer Rule for reductions of suspended solids in stormwater runoff are in addition to the requirements in this general permit for this pollutant. 6. Discharges to Specific Watersheds and Water Quality Areas Discharges otherwise eligible for coverage cannot be authorized by this general permit where prohibited by 3o TAC Chapter 311(relating to Watershed Protection)for water quality areas and watersheds. 7. Protection of Streams and Watersheds by Other Governmental Entities This general permit does not limit the authority or ability of federal,other state,or local governmental entities from placing additional or more stringent requirements on construction activities or discharges from construction activities. For example,this permit does not limit the authority of a home-rule municipality provided by Texas Local Government Code§401.002. 8. Indian Country Lands Stormwater runoff from construction activities occurring on Indian Country lands are not under the authority of the TCEQ and are not eligible for coverage under this general permit. If discharges of stormwater require authorization under federal NPDES Page 14 Construction General Permit TPDES General Permit TXR15o000 regulations,authority for these discharges must be obtained from the U.S. Environmental Protection Agency(EPA). 9. Oil and Gas Production Stormwater runoff from construction activities associated with the exploration, development,or production of oil or gas or geothermal resources,including transportation of crude oil or natural gas by pipeline, are not under the authority of the TCEQ and are not eligible for coverage under this general permit. If discharges of stormwater require authorization under federal NPDES regulations,authority for these discharges must be obtained from the EPA. 10. Stormwater Discharges from Agricultural Activities Stormwater discharges from agricultural activities that are not point source discharges of stormwater are not subject to TPDES permit requirements. These activities may include clearing and cultivating ground for crops,construction of fences to contain livestock,construction of stock ponds, and other similar agricultural activities. Discharges of stormwater runoff.associated with the construction of facilities that are subject to TPDES regulations,such as the construction of concentrated animal feeding operations,would be point sources regulated under this general permit. 11. Endangered Species Act Discharges that:would adversely affect a listed endangered or threatened aquatic or aquatic-dependent species or its critical habitat are not authorized by this permit,unless the requirements of the Endangered Species'Act are satisfied. Federal requirements related to endangered species apply to all TPDES permitted discharges and site-specific controls may be required to ensure that protection of endangered or threatened species is achieved. If a permittee has concerns over potential impacts to listed species,the permittee maycontact TCEQ for additional information. 12. Other Nothing in Part II of the general permit is intended to negate any person's ability to assert the force majeure(act of God,war,strike,riot,or other catastrophe)defenses found in 30 TAC§70.7. - Section D. Deadlines for Obtaining Authorization to Discharge 1. Large Construction Activities (a) New Construction-Discharges from sites where the commencement of construction occurs on or after the effective date of this general permit must be.authorized,either under this general permit or a separate TPDES permit,prior to the commencement of those construction,activities. (b) Ongoing Construction-Operators of large construction activities continuing to operate after the effective date of this permit,and authorized under TPDES general permit TXRI50000(effective on March 5,2008),must submit an NOI to renew authorization or a NOT to terminate coverage under this general permit within 90 days of the effective date of this general permit.. During this interim period,as a requirement of this TPDES permit,the operator must continue to meet the conditions and requirements of the previous TPDES permit. 2. Small Construction Activities (a) New Construction-Discharges from sites where the commencement of construction occurs on or after the effective date of this general permit must be authorized,either Page 15 Construction General Permit TPDES General Permit TXRi50000 under this general permit or a separate TPDES permit,prior to the commencement of ^� those construction activities. 1 (b) Ongoing Construction-Discharges from ongoing small construction activities that commenced prior to the effective date of this general permit,and that would not meet the conditions to qualify for termination of this permit as described in Part II.E.of this general permit,must meet the requirements to be authorized,either under this general permit or a separate TPDES permit,within 90 days of the effective date of this general permit.During this interim period, as a requirement of this TPDES permit,the operator must continue to meet the conditions and requirements of the previous TPDES permit. Section E. Obtaining Authorization to Discharge 1. Automatic Authorization for Small Construction Activities With Low Potential for Erosion: If all of the following conditions are met,then a small construction activity is determined to occur during periods of low potential for erosion, and a site operator may be automatically authorized under this general permit without being required to develop an SWP3 or submit an NOI: (a) the construction activity occurs in a county listed in Appendix A; (b) the construction activity is initiated and completed,including either final or temporary stabilization of all disturbed areas,within the time frame identified in Appendix A for the location of the construction site; (c) all temporary stabilization is adequately maintained to effectively reduce or prohibit erosion,permanent stabilization activities have been initiated, and a condition of r")final stabilization is completed no later than 3o days following the end date of the time frame identified in Appendix A for the location of the construction site; (d) the permittee signs a completed TCEQ construction site notice,including the certification statement; (e) a signed copy of the construction site notice is posted at the construction site in a location where it is readily available for viewing by the general public,local,state, and federal authorities prior to commencing construction activities,and maintained in that location until completion of the construction activity; (f) a copy of the signed and certified construction site notice is provided to the operator of any MS4 receiving the discharge at least two days prior to commencement of construction activities; (g) any supporting concrete batch plant or asphalt batch plant is separately authorized for discharges of stormwater runoff or other non-stormwater discharges under an individual TPDES permit,another TPDES general permit,or under an individual TCEQ permit where stormwater and non-stormwater is disposed of by evaporation or irrigation(discharges are adjacent to water in the state); and (h) any non-stormwater discharges are either authorized under a separate permit or authorization,or are not considered to be a wastewater. Part II.G.of this general permit describes how an operator may apply for and obtain a waiver from permitting,for certain small construction activities that occur during a period with a low potential for erosion,where automatic authorization under this section is not available. Page i6 Construction General Permit TPDES General Permit TXRI50000 2. Automatic Authorization For All Other Small Construction Activities: Operators of small construction activities not described in Part II.E.1.above may be automatically authorized under this general permit,and operators of these sites shall not be required to submit an NOI,provided that they meet all of the following conditions: (a) develop a SWP3 according to the provisions of this general permit,that covers either the entire site or all portions of the site for which the applicant is the operator,and implement that plan prior to commencing construction activities; (b) sign and certify a completed TCEQ small construction site notice,post the notice at the construction site in a location where it is safely and readily available for viewing by the general public,local,state,and federal authorities,prior to commencing construction, and maintain the notice in that location until completion of the construction activity(for linear construction activities,e.g.pipeline or highway,the site notice must be placed in a publicly accessible location near where construction is actively underway;notice for these linear sites may be relocated,as necessary,along the length of the project,and the notice must be safely and readily available for viewing by the general public;local,state,and federal authorities); and (c) provide a copy of the signed and certified construction site notice to the operator of any municipal separate storm sewer system receiving the discharge prior to commencement of construction activities. Operators of small construction activities as defined in Part I.B of this general permit shall not submit an NOI for coverage unless otherwise required by the executive director. As described in Part I(Definitions)of this general permit;large construction activities include those that will disturb less than five(5)acres of land,but that are part of a larger common plan of development or sale that will ultimately disturb five(5)or more acres of land, and must meet the requirements of Part II.E.3.below. 3. Authorization for Large Construction Activities: Operators of large construction activities that qualify for coverage under this general permit must meet all of the following conditions: (a) develop a SWP3 according to the provisions of this general permit that covers either the entire.site or all portions of the site for which the applicant is the operator, and implement that plan prior to commencing construction activities; (b) primary operators must submit an NOI,using a form provided by the executive director,at least seven(7)days prior to commencing construction activities,or if utilizing electronic submittal,prior to commencing construction activities. If an additional primary operator is added after the initial NOI is submitted,the new primary operator must submit an NOI at least seven(7)days before assuming operational control,or if utilizing electronic NOI submittal,prior to assuming operational control. If the primary operator changes after the initial NOI is submitted,the new primary operator must submit paper NOI or an electronic NOI at least ten(io)days before assuming operational control; (c) all operators of large construction activities must post a site notice in accordance with Part III.D.2.of this permit. The site notice must be located where it is safely and readily available for viewing by the general public,local,state,and federal authorities prior to commencing construction, and must be maintained in that location until completion of the construction activity(for linear construction activities,e.g.pipeline or highway,the site notice must be placed in a publicly accessible location near where construction is actively underway;notice for these linear sites may be relocated,as Cish' necessary,along the length of the project,and the notice must be safely and readily available for viewing by the general public;local,state, and federal authorities); Page 17 Construction General Permit TPDES General Permit TXR150000 (d) prior to commencing construction activities,all primary operators must(1)provide a copy of the signed NOI to the operator of any MS4 receiving the discharge and to any secondary construction operator,and(2)list in the SWP3 the names and addresses of all MS4 operators receiving a copy; (e) all persons meeting the definition of"secondary operator"in Part I of this permit are hereby notified that they are regulated under this general permit,but are not required to submit an NOI,provided that a primary operator at the site has submitted an NOI, or is required to submit an NOI, and the secondary operator has provided notification to the operator(s)of the need to obtain coverage(with records of notification available upon request). Any secondary operator notified under this provision may alternatively submit an NOI under this general permit,may seek coverage under an alternative TPDES individual permit,or may seek coverage under an alternative TPDES general permit if available;and (f) all secondary operators must provide a copy of the signed and certified Secondary Operator construction site notice to the operator of any MS4 receiving the discharge prior to commencement of construction activities. 4. Waivers for Small Construction Activities: Part II.G.describes how operators of certain small construction activities may obtain a waiver from coverage. 5. Effective Date of Coverage (a) Operators of small construction activities as described in either Part II.E.1.or II.E.2. above are authorized immediately following compliance with the applicable conditions of Part II.E.i.or II.E.2. Secondary operators of large construction activities as described in Part II.E.3. above are authorized immediately following compliance with the applicable conditions in Part II.E.3. For activities located in areas regulated by 3o TAC Chapter 213,related to the Edwards Aquifer,this authorization to discharge is separate from the requirements of the operator's responsibilities under that rule. Construction may not commence for sites regulated under 3o TAC Chapter 213 until all applicable requirements of that rule are met. (b) Primary operators of large construction activities as described in Part II.E.3.above are provisionally authorized seven(7)days from the date that a completed NOI is postmarked for delivery to the TCEQ,unless otherwise notified by the executive director. If electronic submission of the NOI is provided,and unless otherwise notified by the executive director,primary operators are authorized immediately following confirmation of receipt of the NOI by the TCEQ. Authorization is non- provisional when the executive director finds the NOI is administratively complete and an authorization number is issued for the activity. For activities located in areas regulated by 30 TAC Chapter 213,related to the Edwards Aquifer,this authorization to discharge is separate from the requirements of the operator's responsibilities under that rule. Construction may not commence for sites regulated under 30 TAC Chapter 213 until all applicable requirements of that rule are met. (c) Operators are not prohibited from submitting late NOIs or posting late notices to obtain authorization under this general permit. The TCEQ reserves the right to take appropriate enforcement actions for any unpermitted activities that may have occurred between the time construction commenced and authorization was obtained. 6. Notice of Change(NOC) If relevant information provided in the NOI changes,an NOC must be submitted at least 14 days before the change occurs,if possible. Where 14-day advance notice is not possible,the operator must submit an NOC within 14 days of discovery of the change. If Page 18 Construction General Permit TPDES General Permit TXR150000 the operator becomes aware that it failed to submit any relevant facts or submitted incorrect information in an NOI,the correct information must be provided to the executive director in an NOC within 14 days after discovery. The NOC shall be submitted on a form provided by the executive director,or by letter if an NOC form is not available. A copy of the NOC must also be provided to the operator of any MS4 receiving the discharge,and a list must be included in the SWP3 that includes the names and addresses of all MS4 operators receiving a copy. Information that may be included on an NOC includes,but is not limited to,the following: the description of the construction project,an increase in the number of acres disturbed(for increases of one or more acres),or the operator name. A transfer of operational control from one operator to another,including a transfer of the ownership of a company,may not be included in an NOC. A transfer of ownership of a company includes changes to the structure of a company, such as changing from a partnership.to a corporation or changing corporation types,so that the filing number(or charter number)that is on record with the Texas Secretary of State must be changed. An NOC is not required for notifying TCEQ of a decrease in the number of acres disturbed. This information must be included in the SWP3 and retained on site. 7. Signatory Requirement for NOI Forms,Notice of Termination(NOT)Forms,NOC Letters,and Construction Site Notices NOI forms,NOT forms,NOC letters, and Construction Site Notices that require a signature must be signed according to 3o TAC§305.44(relating to Signatories for Applications). (118`^`I 8. Contents of the NOI The NOI form shall require,at a minimum,the following information: (a) the TPDES CGP authorization number for existing authorizations under this general permit,where the operator submits an NOI to renew coverage within 90 days of the effective date of this general permit; (b) the name, address,.and telephone number of the operator filing the NOI for permit coverage; (c) the name(or other identifier),address, county,and latitude/longitude of f the construction project or site; (d) the number of acres that will be disturbed by the applicant; (e) confirmation that the project or site will not be located on Indian Country lands; (f) confirmation that a SWP3 has been developed in accordance with this general permit, that it will be implemented prior to construction,and that it is compliant with any applicable local sediment and erosion control plans;for multiple operators who prepare a shared SWP3,the confirmation for an operator may be limited to its obligations under the SWP3 provided all obligations are confirmed by at least one operator; (g) name of the receiving water(s); (h)the classified segment number for each;classified segment that receives discharges from the regulated construction activity(if the discharge is not directly to a classified segment,then the classified segment number of the first classified segment that those discharges reach);and (i) the name of all surface waters receiving discharges from the regulated construction activity that are on the latest EPA-approved CWA§3o3(d)List of impaired waters. Page 19 Construction General Permit TPDES General Permit TXR150000 Section F. Terminating Coverage 1. Notice of Termination(NOT)Required Each operator that has submitted an NOI for authorization under this general permit must apply to terminate that authorization following the conditions described in this section of the general permit. Authorization must be terminated by submitting an NOT on a form supplied by the executive director. Authorization to discharge under this general permit terminates at midnight on the day the NOT is postmarked for delivery to the TCEQ. If electronic submission of the NOT is provided,authorization to discharge under this permit terminates immediately following confirmation of receipt of the NOT by the TCEQ. Compliance with the conditions and requirements of this permit is required until an NOT is submitted. The NOT must be submitted to TCEQ,and a copy of the NOT provided to the operator of any MS4 receiving the discharge(with a list in the SWP3 of the names and addresses of all MS4 operators receiving a copy),within 3o days after any of the following conditions are met: (a) final stabilization has been achieved on all portions of the site that are the responsibility of the permittee; (b) a transfer of operational control has occurred(See Section II.F.4.below);or (c) the operator has obtained alternative authorization under an individual TPDES permit or alternative TPDES general permit. 2. Minimum Contents of the NOT The NOT form shall require, at a minimum,the following information: (a) if authorization was granted following submission of an NOI,the permittee's site- specific TPDES authorization number for the construction site; (b) an indication of whether the construction activity is completed or if the permittee is simply no longer an operator at the site; (c) the name, address, and telephone number of the permittee submitting the NOT; (d) the name(or other identifier),address,county, and location(latitude/longitude)of the construction project or site; and (e) a signed certification that either all stormwater discharges requiring authorization under this general permit will no longer occur,or that the applicant is no longer the operator of the facility or construction site,and that all temporary structural erosion controls have either been removed,will be removed on a schedule defined in the SWP3,or have been transferred to a new operator if the new operator has applied for permit coverage. Erosion controls that are designed to remain in place for an indefinite period,such as mulches and fiber mats,are not required to be removed or scheduled for removal. 3. Termination of Coverage for Small Construction Sites and for Secondary Operators at Large Construction Sites Each operator that has obtained automatic authorization and has not been required to submit an NOI must remove the site notice upon meeting any of the conditions listed below,complete the applicable portion of the site notice related to removal of the site notice,and submit a copy of the completed site notice to the operator of any MS4 receiving the discharge(or provide alternative notification as allowed by the MS4 operator,with documentation of such notification included in the SWP3),within 30 days of meeting any of the following conditions: Page 20 Construction General Permit TPDES General Permit TXRi50000 (a) final stabilization has been achieved on all portions of the site that are the responsibility of the permittee; (b) a transfer of operational control has occurred(See Section II:F.4.below);or (c) the operator has obtained alternative authorization under an individual or general TPDES permit. Authorization to discharge under this general permit terminates immediately upon removal of the applicable site notice. Compliance with the conditions and requirements of this permit is required until the site notice is removed. 4. Transfer of Operational Control Coverage under this general permit is not transferable. A transfer of operational control includes changes to the structure of a company,such as changing from a partnership to a corporation,or changing to a different corporation type such that a different filing(or charter)number is established with the Texas Secretary of State. When the primary operator of a large construction activity changes or operational control is transferred,the original operator must submit an NOT within ten(io)days prior to the date that responsibility for operations terminates, and the new operator must submit an NOI at least ten(io)days prior to the transfer of operational control,in accordance with condition(a)or(b)below. A copy of the NOT must be provided to the operator of any MS4 receiving the discharge in accordance with Section II.F.i.above. Operators of regulated construction activities who are not required to submit an NOI must remove the original site notice,and the new operator must post the required site notice prior to the transfer of operational control,in accordance with condition(a)or(b) below. A copy of the completed site notice must be provided to the operator of any MS4 receiving the discharge,in accordance with Section II.F.3. above. A transfer of operational control occurs when either of the followingcriteria is met: P (a) Another operator has assumed control over all areas of the site that have not been finally stabilized; and all silt fences and other temporary erosion controls have either been removed,scheduled for removal as defined in the SWP3,or transferred to a new operator,provided that the permitted operator has attempted to notify the new operator in writing of the requirement to obtain permit coverage. Record of this notification(or attempt at notification)shall be retained by the operator in accordance with Part VI of this permit. Erosion controls that are designed to remain in place for an indefinite period,such as mulches and fiber mats, are not required to be removed or scheduled for removal. (b) A homebuilder has purchased one or more lots from an operator who obtained coverage under this general permit for a common plan of development or sale. The homebuilder is considered a new operator and shall comply with the requirements listed above,including the development of a SWP3 if necessary. Under these circumstances,the homebuilder is only responsible for compliance with the general permit requirements as they apply to lot(s)it has operational control over,and the original operator remains responsible for common controls or discharges,and must amend its SWP3 to remove the lot(s)transferred to the homebuilder: Section G. Waivers from Coverage The executive director may waive the otherwise applicable requirements of this general permit for stormwater discharges from small construction activities under the terms and conditions described in this section. Page 21 Construction General Permit TPDES General Permit TXR150000 1. Waiver Applicability and Coverage Operators of small construction activities may apply for and receive a waiver from the requirements to obtain authorization under this general permit,where all of the following conditions are met. This waiver from coverage does not apply to non- stormwater discharges. The operator must insure that any non-stormwater discharges are either authorized under a separate permit or authorization,or are not considered to be a wastewater. (a) the calculated rainfall erosivity(R)factor for the entire period of the construction project is less than five(5); (b) the operator submits to the TCEQ a signed waiver certification form,supplied by the executive director, certifying that the construction activity will commence and be completed within a period when the value of the calculated R factor is less than five (5); and (c) the waiver certification form is postmarked for delivery to the TCEQ at least seven(7) days before construction activity begins or,if electronic filing is available,then any time following the receipt of written confirmation from TCEQ that a complete electronic application was submitted and acknowledged. 2. Steps to Obtaining a Waiver The construction site operator may calculate the R factor to request a waiver using the following steps: (a) Estimate the construction start date and the construction end date. The construction end date is the date that final stabilization will be achieved. (b) Find the appropriate Erosivity Index(EI)zone in Appendix B of this permit. (c) Find the EI percentage for the project period by adding the results for each period of the project using the table provided in Appendix D of this permit,in EPA Fact Sheet 2.1, or in USDA Handbook 703,by subtracting the start value from the end value to find the percent EI for the site. (d) Refer to the Isoerodent Map (Appendix C of this permit)and interpolate the annual isoerodent value for the proposed construction location. (e) Multiply the percent value obtained in Step(c)above by the annual isoerodent value obtained in Step(d). This is the R factor for the proposed project. If the value is less than 5,then a waiver may be obtained. If the value is five(5)or more,then a waiver may not be obtained,and the operator must obtain coverage under Part II.E.2. of this permit. Alternatively,the operator may calculate a site-specific R factor utilizing the following online calculator: htlp://ei.tamu.edu/index.html,or using another available resource. The waiver certification form is not required to be posted at the small construction site. 3. Effective Date of Waiver Operators of small construction activities are provisionally waived from the otherwise applicable requirements of this general permit seven(7)days from the date that a completed waiver certification form is postmarked for delivery to TCEQ, or immediately upon receiving confirmation of approval of an electronic submittal,if electronic form submittals are available. 4. Activities Extending Beyond the Waiver Period If a construction activity extends beyond the approved waiver period due to circumstances beyond the control of the operator,the operator must either: Page 22 Construction General Permit TPDES General Permit TXRi50000 (a) recalculate the R factor using the original start date and a new projected ending date, `' and if the R factor is still under five(5),submit a new waiver certification form at least two(2)days before the end of the original waiver period; or (b) obtain authorization under this general permit according to the requirements delineated in either Part II.E.2.or Part II:E.3.before the end of the approved waiver period. Section H. Alternative TPDES Permit.Coverage 1. Individual Permit Alternative Any discharge eligible for coverage under this general permit may alternatively be authorized under an individual TPDES permit according to 3o TAC§305 (relating to Consolidated Permits).-Applications for individual permit coverage should be submitted at least three hundred and thirty(330)days prior to commencement of construction activities to ensure timely authorization. 2. Individual Permit Required The executive director may suspend an authorization or deny an NOI in accordance with the procedures set forth in 3o TAC§205(relating to General Permits for Waste Discharges),including the requirement that the executive director provide written notice to the permittee. The executive director may require an operator of a construction site, otherwise eligible for authorization under this general permit,to apply for an individual TPDES permit in the following circumstances: (a) the conditions of an approved TMDL or TMDL I-Plan on the receiving water; (b) the activity being determined to cause a violation of water quality standards or being C.6) found to cause,or contribute to,the loss of a designated use of surface water in the state: and (c) any other consideration defined in 30.TAC Chapter 205 (relating to General Permits for Waste Discharges)including 3o TAC Chapter 2o5.4(c)(3)(D),which allows the commission to deny authorization under the general permit and require an individual permit if a discharger"has been determined by the executive director to have been out of compliance with any rule,order,or permit of the commission,including non- payment of fees assessed by the executive director." Additionally,the executive director may cancel,revoke,or suspend authorization to discharge under this general permit based On'a finding of historical and significant noncompliance with the provisions of this general permit,relating to 3o TAC§60.3(Use of Compliance History): Denial of authorization to discharge under this general permit or suspension of a permittee's authorization under this general permit shall be done according to commission rules in 3o TAC Chapter 205(relating to General Permits:for Waste Discharges). 3. Alternative Discharge Authorization Any discharge eligible for authorization under this general permit may alternatively be authorized under a separate general permit according to 30 TAC Chapter 205(relating to General Permits for Waste Discharges),if applicable. Section I. Permit Expiration 1. This general permit is effective for a term not to exceed five(5)years. All active discharge authorizations expire on the date provided on page one(1)of this permit. el`` Following public notice and comment,as provided by 3o TAC§205:3(relating to Page 23 Construction General Permit TPDES General Permit TXR150000 Public Notice, Public Meetings,and Public Comment),the commission may amend, revoke,cancel,or renew this general permit. 2. If the executive director publishes a notice of the intent to renew or amend this general permit before the expiration date,the permit will remain in effect for existing,authorized discharges until the commission takes final action on the permit. Upon issuance of a renewed or amended permit,permittees may be required to submit an NOI within 90 days following the effective date of the renewed or amended permit,unless that permit provides for an alternative method for obtaining authorization. 3. If the commission does not propose to reissue this general permit within 90 days before the expiration date,permittees shall apply for authorization under an individual permit or an alternative general permit. If the application for an individual permit is submitted before the expiration date,authorization under this expiring general permit remains in effect until the issuance or denial of an individual permit. No new NOIs will be accepted nor new authorizations honored under the general permit after the expiration date. Part III. Stormwater Pollution Prevention Plans(SWP3) All regulated construction site operators shall prepare an SWP3,prior to submittal of an NOI,to address discharges authorized under Parts II.E.2. and II.E.3.of this general permit that will reach Waters of the U.S.,including discharges to MS4s and privately owned separate storm sewer systems that drain to Waters of the U.S.,to identify and address potential sources of pollution that are reasonably expected to affect the quality of discharges from the construction site,including off-site material storage areas,overburden and stockpiles of dirt,borrow areas,equipment staging areas,vehicle repair areas,fueling areas, etc.,used solely by the permitted project. The SWP3 must describe the implementation of practices that will be used to minimize to the extent practicable the discharge of pollutants in stormwater associated with construction activity and non-stormwater discharges described in Part II.A.3.,in compliance with the terms and conditions of this permit. Individual operators at a site may develop separate SWP3s that cover only their portion of the project,provided reference is made to the other operators at the site. Where there is more than one SWP3 for a site,permittees must coordinate to ensure that BMPs and controls are consistent and do not negate or impair the effectiveness of each other. Regardless of whether a single comprehensive SWP3 is developed or separate SWP3s are developed for each operator,it is the responsibility of each operator to ensure compliance with the terms and conditions of this general permit in the areas of the construction site where that operator has control over construction plans and specifications or day-to-day operations. Section A. Shared SWP3 Development For more effective coordination of BMPs and opportunities for cost sharing,a cooperative effort by the different operators at a site is encouraged. Operators must independently obtain authorization,but may work together to prepare and implement a single,comprehensive SWP3 for the entire construction site. 1. The SWP3 must clearly list the name and,for large construction activities,the general permit authorization numbers,for each operator that participates in the shared SWP3. Until the TCEQ responds to receipt of the NOI with a general permit authorization number,the SWP3 must specify the date that the NOI was submitted to TCEQ by each operator. Each operator participating in the shared plan must also sign the SWP3. Page 24 Construction General Permit TPDES General Permit TXR3.50000 2. The SWP3 must clearly indicate which operator is responsible for satisfying each (imins\' shared requirement of the SWP3. If the responsibility for satisfying a requirement is not described in the plan,then each permittee is entirely responsible for meeting the requirement within the boundaries of the construction site where they perform construction activities. The SWP3 must clearly describe responsibilities for meeting each requirement in shared or common areas. 3. The SWP3 may provide that one operator is responsible for preparation of a SWP3 in compliance with the CGP,and another operator is responsible for implementation of the SWP3 at the project site. Section B. Responsibilities of Operators 1. Secondary Operators and Primary Operators with Control Over Construction Plans and Specifications All secondary operators and primary operators with control over construction plans and specifications shall: (a) ensure the project specifications allow or provide that adequate BMPs are developed to meet the requirements of Part III of this general permit; (b) ensure that the SWP3 indicates the areas of the project where they have control over project specifications,including the ability to make modifications in specifications; (c) ensure that all other operators affected by modifications in project specifications are notified in a timely manner so that those operators may modify their BMP s as necessary to remain compliant with the conditions of this general permit;and Cain (d) ensure that the SWP3 for portions of the project where they are operators indicates the name and site-specific TPDES authorization number(s)for operators with the day-to-day operational control over those activities necessary to ensure compliance with the SWP3 and other permit conditions. If the party with day-to-day operational control has not been authorized or has abandoned the site,the person with control over project specifications is considered to be the responsible party until the authority is transferred to another party and the SWP3 is updated. 2. Primary Operators with Day-to-Day Operational Control Primary operators with day-to-day operational control of those activities at a project that are necessary to ensure compliance with an SWP3 and other permit conditions must ensure that the SWP3 accomplishes the following requirements: (a) meets the requirements of this general permit,for those portions of the project where they are operators; (b) identifies the parties responsible for implementation of BMPs described in the SWP3; (c) indicates areas of the project where they have operational control over day-to-day activities; and (d) includes,for areas where they have operational control over day-to-day activities,the name and site-specific TPDES authorization number of the parties with control over project specifications,including the ability to make modifications in specifications. Section C. Deadlines for SWP3 Preparation,Implementation, and Compliance Cmh\ The SWP3 must be prepared prior to obtaining authorization under this general permit, and implemented prior to commencing construction activities that result in soil Page 25 Construction General Permit TPDES General Permit TXRi50000 disturbance. The SWP3 must be prepared so that it provides for compliance with the terms and conditions of this general permit. Section D. Plan Review and Making Plans Available 1. The SWP3 must be retained on-site at the construction site or,if the site is inactive or does not have an on-site location to store the plan, a notice must be posted describing the location of the SWP3. The SWP3 must be made readily available at the time of an on-site inspection to: the executive director; a federal,state,or local agency approving sediment and erosion plans,grading plans, or stormwater management plans;local government officials; and the operator of a municipal separate storm sewer receiving discharges from the site. If the SWP3 is retained off-site,then it shall be made available as soon as reasonably possible. In most instances,it is reasonable that the SWP3 shall be made available within 24 hours of the request. 2. A primary operator of a large construction activity must post the TCEQ site notice near the main entrance of the construction site. An operator of a small construction activity seeking authorization under this general permit and a secondary operator of a large construction activity must post the TCEQ site notice required in Part 2.,or 3. of this general permit in order to obtain authorization. If the construction project is a linear construction project,such as a pipeline or highway,the notices must be placed in a publicly accessible location near where construction is actively underway. Notices for these linear sites may be relocated,as necessary,along the length of the project.The notices must be readily available for viewing by the general public;local,state, and federal authorities; and contain the following information: (a) the site-specific TPDES authorization number for the project if assigned; (b) the operator name,contact name,and contact phone number; (c) a brief description of the project; and (d) the location of the SWP3. 3. This permit does not provide the general public with any right to trespass on a construction site for any reason,including inspection of a site; nor does this permit require that permittees allow members of the general public access to a construction site. Section E. Revisions and Updates to SWP3s The permittee must revise or update the SWP3 whenever the following occurs: 1. a change in design,construction,operation,or maintenance that has a significant effect on the discharge of pollutants and that has not been previously addressed in the SWP3; 2. changing site conditions based on updated plans and specifications,new operators, new areas of responsibility,and changes in BMPs; or 3. results of inspections or investigations by site operators,operators of a municipal separate storm sewer system receiving the discharge, authorized TCEQ personnel,or a federal,state or local agency approving sediment and erosion plans indicate the SWP3 is proving ineffective in eliminating or significantly minimizing pollutants in discharges authorized under this general permit. Section F. Contents of SWP3 The SWP3 must include,at a minimum,the information described in this section and must comply with the construction and development effluent guidelines in Part III, Section G of the general permit. Page 26 Construction General Permit TPDES General Permit TXR150000 1. A site or project description,which includes the following information: (a) a description of the nature of the construction activity; (b) a list of potential pollutants and their sources; (c) a description of the intended schedule or sequence of activities that will disturb soils for major portions of the site,including estimated start dates and duration of activities; (d) the total number of acres of the entire property and the total number of acres where construction activities will occur;including off-site material storage areas, overburden and stockpiles of dirt,and borrow areas that are authorized under the permittee's NOI; (e) data describing the soil or the quality of any discharge from the site; (f) a map showing the general location of the site(e.g. a portion of a city or county map); (g) a detailed site map(or maps)indicating the following: (i) drainage patterns and approximate slopes anticipated after major grading activities; (ii) areas where soil disturbance will occur; (iii) locations of all controls and buffers,either planned or in place; (iv) locations where temporary or permanent stabilization practices are expected to be used; (v) locations of construction support activities,including off-site activities, that are authorized under the permittee's NOI,including material,waste, borrow,fill,or equipment or chemical storage areas; (vi) surface waters(including wetlands)either at,adjacent,or in close proximity to the site, and also indicating those that are impaired waters; (vii) locations where stormwater•discharges from the site directly to a surface water body or a municipal separate storm sewer system; (viii) vehicle wash areas; and (ix) designated points on the site where vehicles will exit onto paved roads(for instance,this applies to construction transition from unstable dirt areas to exterior paved roads). Where the amount of information required to be included on the map would result in a single map being difficult to read and interpret,the operator shall develop a series of maps that collectively include the required-information. (h)the location and description of support activities authorized under the permittee's NOI,including asphalt plants,concrete plants, and other activities providing support to the construction site that is authorized under this general permit; (i) the name of receiving waters at or near the site that may be disturbed or that may receive discharges from disturbed areas of the project; (j) a copy of this TPDES general permit; (k) the NOI and acknowledgement certificate for primary operators of large construction sites, and the site notice for small construction sites and for secondary operators of large construction sites; - (1) stormwater and allowable non-stormwater discharge locations,including storm drain inlets on site and in the immediate vicinity of the construction site; and Page 27 Construction General Permit TPDES General Permit TXR15o000 (m)locations of all pollutant-generating activities,such as paving operations; /-*) concrete,paint and stucco washout and water disposal;solid waste storage and disposal; and dewatering operations. 2. A description of the BMPs that will be used to minimize pollution in runoff. The description must identify the general timing or sequence for implementation. At a minimum,the description must include the following components: (a) General Requirements (i) Erosion and sediment controls must be designed to retain sediment on-site to the extent practicable with consideration for local topography,soil type, and rainfall. (ii) Control measures must be properly selected,installed, and maintained according to the manufacturer's or designer's specifications. (iii) Controls must be developed to minimize the offsite transport of litter, construction debris,and construction materials. (b) Erosion Control and Stabilization Practices The SWP3 must include a description of temporary and permanent erosion control and stabilization practices for the site,compliant with the requirements of Part III.G.].and G.2 of this general permit,including a schedule of when the practices will be implemented. Site plans should ensure that existing vegetation is preserved where it is possible. (i) Erosion control and stabilization practices may include but are not limited to: establishment of temporary or permanent vegetation,mulching, geotextiles,sod stabilization,vegetative buffer strips,protection of existing trees and vegetation,slope texturing,temporary velocity dissipation devices,flow diversion mechanisms, and other similar measures. (ii) The following records must be maintained and either attached to or referenced in the SWP3,and made readily available upon request to the parties listed in Part III.D.1 of this general permit: (A) the dates when major grading activities occur; (B) the dates when construction activities temporarily or permanently cease on a portion of the site; and (C) the dates when stabilization measures are initiated. (iii) Erosion control and stabilization measures must be initiated immediately in portions of the site where construction activities have temporarily ceased and will not resume for a period exceeding 14 calendar days. Stabilization measures that provide a protective cover must be initiated immediately in portions of the site where construction activities have permanently ceased. The term"immediately"is used to define the deadline for initiating stabilization measures. In the context of this requirement, "immediately"means as soon as practicable,but no later than the end of the next work day,following the day when the earth-disturbing activities have temporarily or permanently ceased. Except as provided in (A)through(D)below,these measures must be completed as soon as practicable,but no more than 14 calendar days after the initiation of soil stabilization measures: (A) Where the immediate initiation of stabilization measures after construction activity temporarily or permanently ceased is precluded Page 28 Construction General Permit TPDES General Permit TXR150oo0 by snow cover or frozen ground conditions,stabilization measures must be initiated as soon as practicable. (B) In arid areas,semi-arid areas,or drought-stricken areas where the immediate initiation of stabilization measures after construction activity has temporarily or permanently ceased or is precluded by arid conditions;erosion control and stabilization measures must be initiated as soon as practicable. Where vegetative controls are not feasible due to arid conditions,the operator shall immediately install, and within 14 calendar days of a temporary or permanent cessation of work in any portion of the site complete,non-vegetative erosion controls. If non-vegetative controls are not feasible,the operator shall install temporary sediment controls as required in Paragraph(C) below. (C) In areas where temporary stabilization measures are infeasible,the operator may alternatively utilize temporary perimeter controls. The operator must document in the SWP3 the reason why stabilization measures are not feasible, and must demonstrate that the perimeter controls will retain sediment on site to the extent practicable. The operator must continue to inspect the BMPs at the frequency established in Section III.F.7.(a)for unstabilized sites. (D) If the initiation or completion of vegetative stabilization is affected by circumstances beyond the control of the permittee,vegetative stabilization must be initiated or completed as soon as conditions or circumstances allow it on the site. The requirement to initiate . stabilization is triggered as soon as it is known with reasonable certainty that:work will be stopped for 14 or more additional calendar (` days. (iv) Final stabilization must be achieved prior to termination of permit coverage. (v) TCEQ does not expect that temporary or permanent stabilization measures to be applied to areas that are intended to be left un-vegetated or un- stabilized following construction(e.g.,dirt access roads,utility pole pads, areas being used for storage of vehicles,equipment,or materials). (c) Sediment Control Practices The SWP3 must include a description of any sediment control practices used to remove eroded soils from stormwater runoff,including the general timing or sequence for implementation of controls. (i) Sites With Drainage Areas Of Ten or More Acres (A) Sedimentation Basin(s) (1) A sedimentation basin is required,where feasible,for a common drainage location that serves an area with ten(1o)or more acres disturbed at one time. A sedimentation basin may be temporary or permanent,and must provide sufficient storage to contain a calculated volume of runoff from a 2-year,24-hour storm from each disturbed acre drained. When calculating the volume of runoff from a 2-year, 24-hour storm event,it is not required to include the flows from offsite areas and flow from onsite areas that are either undisturbed or have already undergone permanent stabilization,if these flows are diverted around both the disturbed ribs areas of the site and the sediment basin. Capacity calculations shall be included in the SWP3. Page 29 Construction General Permit TPDES General Permit TXR150o00 (2) Where rainfall data is not available or a calculation cannot be performed,the sedimentation basin must provide at least 3,600 cubic feet of storage per acre drained until final stabilization of the site. (3) If a sedimentation basin is not feasible,then the permittee shall provide equivalent control measures until final stabilization of the site. In determining whether installing a sediment basin is feasible,the permittee may consider factors such as site soils, slope,available area,public safety,precipitation patterns,site geometry,site vegetation,infiltration capacity,geotechnical factors,depth to groundwater,and other similar considerations. The permittee shall document the reason that the sediment basins are not feasible, and shall utilize equivalent control measures, which may include a series of smaller sediment basins. (4) Unless infeasible,when discharging from sedimentation basins and impoundments,the permittee shall utilize outlet structures that withdraw water from the surface. (B) Perimeter Controls: At a minimum,silt fences,vegetative buffer strips, or equivalent sediment controls are required for all down slope boundaries of the construction area,and for those side slope boundaries deemed appropriate as dictated by individual site conditions. (ii) Controls for Sites With Drainage Areas Less than Ten Acres: (A) Sediment traps and sediment basins may be used to control solids in stormwater runoff for drainage locations serving less than ten(10) acres. At a minimum,silt fences,vegetative buffer strips,or equivalent sediment controls are required for all down slope boundaries of the construction area, and for those side slope boundaries deemed appropriate as dictated by individual site conditions. (B) Alternatively,a sediment basin that provides storage for a calculated volume of runoff from a 2-year, 24-hour storm from each disturbed acre drained may be utilized. Where rainfall data is not available or a calculation cannot be performed, a temporary or permanent sediment basin providing 3,60o cubic feet of storage per acre drained may be provided. If a calculation is performed,then the calculation shall be included in the SWP3. (C) If sedimentation basins or impoundments are used,the permittee shall comply with the requirements in Part III.G.6 of this general permit. 3. Description of Permanent Stormwater Controls A description of any measures that will be installed during the construction process to control pollutants in stormwater discharges that may occur after construction operations have been completed must be included in the SWP3. Permittees are only responsible for the installation and maintenance of stormwater management measures prior to final stabilization of the site or prior to submission of an NOT. 4. Other Required Controls and BMPs (a) Permittees shall minimize,to the extent practicable,the off-site vehicle tracking of sediments and the generation of dust. The SWP3 shall include a description of controls utilized to accomplish this requirement. Page 30 Construction General Permit TPDES General Permit TXR150000 ("64'1 (b) The SWP3 must include a description of construction and waste materials expected to be stored on-site and a description of controls to minimize pollutants from these materials. (c) The SWP3 must include a description of potential pollutant sources from areas other than construction(such as stormwater discharges from dedicated asphalt plants and dedicated concrete batch plants),and a description of controls and measures that will be implemented at those sites to minimize pollutant discharges. (d) Permittees shall place velocity dissipation devices at discharge locations and along the length of any outfall channel(i.e.,runoff conveyance)to provide a non- erosive flow velocity from the structure to a water course,so that the natural physical and biological characteristics and functions are maintained and protected. (e) Permittees shall design and utilize appropriate controls to minimize the offsite transport of suspended sediments and other pollutants if it is necessary to pump or channel standing water from the site. (f) Permittees shall ensure that all other required controls and BMPs comply with all of the requirements of Part III.G of this general permit. 5. Documentation of Compliance with Approved State and Local Plans (a) Permittees must ensure that the SWP3 is consistent with requirements specified in applicable sediment and erosion site plans or site permits,or stormwater management site plans or site permits approved by federal,state,or local officials. (b) SWP3s must be updated as necessary to remain consistent with any changes applicable to protecting surface water resources in sediment erosion site plans or site permits,or stormwater management site plans or site permits approved by state or local official for which the permittee receives written notice. (c) If the permittee is required to prepare a separate management plan,including but not limited to a WPAP or Contributing Zone Plan in accordance with 3o TAC Chapter 213(related to the Edwards Aquifer),then a copy of that plan must be either included in the SWP3 or made readily available upon request to authorized personnel of the TCEQ. The permittee shall maintain a copy of the approval letter for the plan in its SWP3. 6. Maintenance Requirements (a) All protective measures identified in the SWP3 must be maintained in effective operating condition. If,through inspections or other means,the permittee determines that BMPs are not operating effectively,then the permittee shall perform maintenance as necessary to maintain the continued effectiveness of stormwater controls, and prior to the next rain event if feasible. If maintenance prior to the next anticipated storm event is impracticable,the reason shall be documented in the SWP3 and maintenance must be scheduled and accomplished as soon as practicable. Erosion and sediment controls that have been intentionally disabled,run-over,removed,or otherwise rendered ineffective must be replaced or corrected immediately upon discovery. (b) If periodic inspections or other information indicates a control has been used incorrectly,is performing inadequately,or is damaged,then the operator shall replace or modify the control as soon as practicable after making the discovery. (c) Sediment must be removed from sediment traps and sedimentation ponds no later than the time that design capacity has been reduced by 5o%. For perimeter Page 31 Construction General Permit TPDES General Permit TXR150000 controls such as silt fences,berms,etc.,the trapped sediment must be removed ^� before it reaches 5o%of the above-ground height. (d) If sediment escapes the site, accumulations must be removed at a frequency that minimizes off-site impacts,and prior to the next rain event,if feasible. If the permittee does not own or operate the off-site conveyance,then the permittee shall work with the owner or operator of the property to remove the sediment. 7. Inspections of Controls (a) Personnel provided by the permittee must inspect disturbed areas of the construction site that have not been finally stabilized, areas used for storage of materials that are exposed to precipitation,discharge locations,and structural controls for evidence of,or the potential for,pollutants entering the drainage system. Personnel conducting these inspections must be knowledgeable of this general permit,familiar with the construction site, and knowledgeable of the SWP3 for the site. Sediment and erosion control measures identified in the SWP3 must be inspected to ensure that they are operating correctly. Locations where vehicles enter or exit the site must be inspected for evidence of off-site sediment tracking. Inspections must be conducted at least once every 14 calendar days and within 24 hours of the end of a storm event of o.5 inches or greater. Where sites have been finally or temporarily stabilized or where runoff is unlikely due to winter conditions(e.g.site is covered with snow,ice,or frozen ground exists),inspections must be conducted at least once every month. In arid,semi-arid,or drought-stricken areas,inspections must be conducted at least once every month and within 24 hours after the end of a storm event of o.5 inches or greater. The SWP3 must also contain a record of the total rainfall measured, as well as the approximate beginning and ending dates of winter or drought conditions resulting in monthly frequency of inspections. As an alternative to the above-described inspection schedule of once every 14 calendar days and within 24 hours of a storm event of o.5 inches or greater,the SWP3 may be developed to require that these inspections will occur at least once every seven(7)calendar days. If this alternative schedule is developed,then the inspection must occur regardless of whether or not there has been a rainfall event since the previous inspection. The inspections may occur on either schedule provided that the SWP3 reflects the current schedule and that any changes to the schedule are conducted in accordance with the following provisions: the schedule may be changed a maximum of one time each month,the schedule change must be implemented at the beginning of a calendar month, and the reason for the schedule change must be documented in the SWP3(e.g.,end of"dry"season and beginning of"wet" season). (b) Utility line installation,pipeline construction,and other examples of long, narrow,linear construction activities may provide inspection personnel with limited access to the areas described in Part III.F.7.(a)above. Inspection of these areas could require that vehicles compromise temporarily or even permanently stabilized areas, cause additional disturbance of soils, and increase the potential for erosion. In these circumstances,controls must be inspected at least once every 14 calendar days and within 24 hours of the end of a storm event of 0.5 inches or greater,but representative inspections maybe performed. For representative inspections,personnel must inspect controls along the construction site for o.25 mile above and below each access point where a roadway,undisturbed right-of-way,or other similar feature intersects the construction site and allows access to the areas described in Part III.F.7.(a) Page 32 Construction General Permit TPDES General Permit TXRi50000 C111.‘`' above. The conditions of the controls along each inspected o.25 mile portion may be considered as representative of the condition of controls along that reach extending from the end of the o.25 mile portion to either the end of the next o.25 mile inspected portion,or to the end of the project,whichever occurs first. As an alternative to the above-described inspection schedule of once every 14 calendar days and within 24 hours of a storm event of o.5 inches or greater,the SWP3 maybe developed to require that these inspections will occur at least once every seven(7)calendar days. If this alternative schedule is developed,the inspection must occur regardless of whether or not there has been a rainfall event since the previous inspection. The inspections may occur on either schedule provided that the SWP3 reflects the current schedule and that any changes to the schedule are conducted in accordance with the following provisions: the schedule may be changed a maximum of one time each month, the schedule change must be implemented at the beginning of a calendar month, and the reason for the schedule change must be documented in the SWP3(e.g., end of"dry"season and beginning of"wet"season). (c) In the event of flooding or other uncontrollable situations which prohibit access to the inspection sites,inspections must be conducted as soon as access is practicable. (d) The SWP3 must be modified based on the results of inspections,as necessary,to better control pollutants in runoff. Revisions to the SWP3 must be completed within seven(7)calendar days following the inspection. If existing BMPs are modified or if additional BMPs are necessary, an implementation schedule must be described in the SWP3 and wherever possible those changes implemented before the next storm event. If implementation before the next anticipated storm event is impracticable,these changes must be implemented as soon as practicable. (e) A report summarizing the scope of the inspection,the date(s)of the inspection, and major observations relating to the implementation of the SWP3 must be made and retained as part of the SWP3. Major observations should include: The locations of discharges of sediment or other pollutants from the site; locations of BMPs that need to be maintained;locations of BMPs that failed to operate as designed or proved inadequate for a particular location; and locations where additional BMPs are needed. Actions taken as a result of inspections must be described within,and retained as a part of,the SWP3. Reports must identify any incidents of non-compliance. Where a report does not identify any incidents of non-compliance,the report must contain a certification that the facility or site is in compliance with the SWP3 and this permit. The report must be signed by the person and in the manner required by 3o TAC§305.128(relating to Signatories to Reports). The names and qualifications of personnel making the inspections for the permittee may be documented once in the SWP3 rather than being included in each report. 8. The SWP3 must identify and ensure the implementation of appropriate pollution prevention measures for all eligible non-stormwater components of the discharge,as listed in Part II.A.3.of this permit. 9. The SWP3 must include the information required in Part III.B.of this general permit. 10. The SWP3 must include pollution prevention procedures that comply with Part III.G.4 of this general permit. (mi.\ Page 33 Construction General Permit TPDES General Permit TXRi50000 Section G. Erosion and Sediment Control Requirements Applicable to All Sites Except as provided in 4o CFR§§125.3o-125.32,any discharge regulated under this general permit,with the exception of sites that obtained waivers based on low rainfall erosivity,must achieve,at a minimum,the following effluent limitations representing the degree of effluent reduction attainable by application of the best practicable control technology currently available(BPT). 1. Erosion and sediment controls. Design,install,and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants.At a minimum,such controls must be designed,installed,and maintained to: (a) Control stormwater volume and velocity within the site to minimize soil erosion; (b) If any stormwater flow will be channelized at the site,stormwater controls must be designed to control both peak flowrates and total stormwater volume to minimize erosion at outlets and to minimize downstream channel and streambank erosion; (c) Minimize the amount of soil exposed during construction activity; (d) Minimize the disturbance of steep slopes; (e) Minimize sediment discharges from the site.The design,installation,and maintenance of erosion and sediment controls must address factors such as the amount,frequency,intensity and duration of precipitation,the nature of resulting stormwater runoff, and soil characteristics,including the range of soil particle sizes expected to be present on the site; (f) If earth disturbance activities are located in close proximity to a surface water, provide and maintain appropriate natural buffers if feasible and as necessary, around surface waters,depending on site-specific topography,sensitivity,and proximity to water bodies. Direct stormwater to vegetated areas to increase sediment removal and maximize stormwater infiltration. If providing buffers is infeasible, the permittee shall document the reason that natural buffers are not feasible,and shall implement additional erosion and sediment controls to reduce sediment load; (g) Preserve native topsoil at the site,unless infeasible; and (h) Minimize soil compaction in post-construction pervious areas. In areas of the construction site where final vegetative stabilization will occur or where infiltration practices will be installed, either: (1) restrict vehicle and equipment use to avoid soil compaction;or (2) prior to seeding or planting areas of exposed soil that have been compacted, use techniques that condition the soils to support vegetative growth,if necessary and feasible; (i) TCEQ does not consider stormwater control features (e.g., stormwater conveyance channels,storm drain inlets,sediment basins)to constitute"surface waters"for the purposes of triggering the buffer requirement in Part III.G.(f) above. 2. Soil stabilization. Stabilization of disturbed areas must,at a minimum,be initiated immediately whenever any clearing,grading,excavating,or other earth disturbing activities have permanently ceased on any portion of the site, or temporarily ceased on any portion of the site and will not resume for a period exceeding 14 calendar days. In the context of this requirement, "immediately"means as soon as practicable, but no later than the end of the next work day,following the day when the earth- disturbing activities have temporarily or permanently ceased. Temporary Page 34 Construction General Permit TPDES General Permit TXR150oo0 stabilization must be completed no more than 14 calendar days after initiation of soil stabilization measures,and final stabilization must be achieved prior to termination of permit coverage. In arid,semi-arid,and drought-stricken areas where initiating vegetative stabilization measures immediately is infeasible,alternative non- vegetative stabilization measures must be employed as soon as practicable.Refer to Part III.F.2.(b)for complete erosion control and stabilization practice requirements. 3. Dewatering.Discharges from dewatering activities,including discharges from dewatering of trenches and excavations,are prohibited,unless managed by appropriate controls. 4. Pollution prevention measures.Design,install,implement,and maintain effective pollution prevention measures to minimize the discharge of pollutants.At a minimum,such measures must be designed,installed,implemented,and maintained to: (a) Minimize the discharge of pollutants from equipment and vehicle washing,wheel wash water,and other wash waters.Wash waters must be treated in a sediment basin or alternative control that provides equivalent or better treatment prior to discharge; (b) Minimize the exposure of building materials,building products,construction wastes,trash,landscape materials,fertilizers,pesticides,herbicides,detergents, sanitary waste, and other materials present on the site to precipitation and to stormwater; and (c) Minimize the discharge of pollutants from spills and leaks, and implement chemical spill and leak prevention and response procedures. 5. Prohibited discharges.The following discharges are prohibited: (a) Wastewater from wash out of concrete trucks,unless managed by an appropriate control(see Part V of the general permit); (b) Wastewater from wash out and cleanout of stucco,paint,form release oils,curing compounds and other construction materials; (c) Fuels,oils,or other pollutants used in vehicle and equipment operation and maintenance; and (d) Soaps or solvents used in vehicle and equipment washing. 6. Surface outlets.When discharging from basins and impoundments,utilize outlet structures that withdraw water from the surface,unless infeasible. Part IV. Stormwater Runoff from Concrete Batch Plants Discharges of stormwater runoff from concrete batch plants at regulated construction sites may be authorized under the provisions of this general permit provided that the following requirements are met for concrete batch plant(s)authorized under this permit. If discharges of stormwater runoff from concrete batch plants are not covered under this general permit, then discharges must be authorized under an alternative general permit or individual permit. This permit does not authorize the discharge or land disposal of any wastewater from concrete batch plants at regulated construction sites. Authorization for these wastes must be obtained under an individual permit or an alternative general permit. Section A. Benchmark Sampling Requirements 1. Operators of concrete batch plants authorized under this general permit shall sample the stormwater runoff from the concrete batch plants according to the requirements Page 35 Construction General Permit TPDES General Permit TXR150000 of this section of this general permit,and must conduct evaluations on the effectiveness of the SWP3 based on the following benchmark monitoring values: Table i.Benchmark Parameters Benchmark Benchmark Value Sampling Sample Type Parameter Frequency Oil and Grease 15 mg/L i/quarter(*i) (*2) Grab(*3) Total Suspended 10o mg/L 1/quarter(*1) (*2) Grab(*3) Solids pH 6.o—9.0 Standard 1/quarter(*1) (*2) Grab(*3) Units Total Iron 1.3 mg/L 1/quarter(*1) (*2) Grab(*3) (*1) When discharge occurs. Sampling is required within the first 3o minutes of discharge. If it is not practicable to take the sample,or to complete the sampling,within the first 3o minutes,sampling must be completed within the first hour of discharge. If sampling is not completed within the first 30 minutes of discharge,the reason must be documented and attached to all required reports and records of the sampling activity. (*2) Sampling must be conducted at least once during each of the following periods. The first sample must be collected during the first full quarter that a stormwater discharge occurs from a concrete batch plant authorized under this general permit. January through March April through June July through September October through December For projects lasting less than one full quarter,a minimum of one sample shall be collected,provided that a stormwater discharge occurred at least once following submission of the NOI or following the date that automatic authorization was obtained under Section II.E.2.,and prior to terminating coverage. (*3) A grab sample shall be collected from the stormwater discharge resulting from a storm event that is at least o.1 inches of measured precipitation that occurs at least 72 hours from the previously measurable storm event. The sample shall be collected downstream of the concrete batch plant, and where the discharge exits any BMPs utilized to handle the runoff from the batch plant,prior to commingling with any other water authorized under this general permit. 2. The permittee must compare the results of sample analyses to the benchmark values above,and must include this comparison in the overall assessment of the SWP3's effectiveness. Analytical results that exceed a benchmark value are not a violation of this permit,as these values are not numeric effluent limitations. Results of analyses are indicators that modifications of the SWP3 should be assessed and may be necessary to protect water quality.The operator must investigate the cause for each exceedance and must document the results of this investigation in the SWP3 by the end of the quarter following the sampling event. .� Page 36 Construction General Permit TPDES General Permit TXRi50000 The operator's investigation must identify the following: (a) any additional potential sources of pollution,such as spills that might have occurred, (b) necessary revisions to good housekeeping measures that are part of the SWP3, (c) additional BMPs,including a schedule to install or implement the BMPs,and (d) other parts of the SWP3 that may require revisions in order to meet the goal of the benchmark values. Background concentrations of specific pollutant§may also be considered during the investigation. If the operator is able to relate the cause of the exceedance to background concentrations,then subsequent exceedances of benchmark values for that pollutant may be resolved by referencing earlier findings in the SWP3. Background concentrations may be identified by laboratory analyses of samples of stormwater runon to the permitted facility,by laboratory analyses of samples of stormwater run-off from adjacent non-industrial areas,or by identifying the pollutant is a naturally occurring material in soils at the site. Section B. Best Management Practices(BMPs)and SWP3 Requirements Minimum SWP3 Requirements—The following are required in addition to other SWP3 requirements listed in this general permit(including,but not limited to Part III.F.7. of this permit): i. Description of Potential Pollutant Sources-The.SWP3 must provide a description of potential sources(activities and materials)that may reasonably be expected to affect the quality of stormwater discharges associated with concrete batch plants authorized under this permit. The SWP3 must describe practices that that will be used to reduce the pollutants in these discharges to assure compliance with this general permit, including the protection of water quality,and must ensure the implementation of these practices. The following must be developed,at a minimum,in support of developing this description: (a) Drainage—The site map must include the following information: (1) the location of all outfalls for stormwater discharges associated with concrete batch plants that are authorized under this permit; (2) a depiction of the drainage area and the direction of flow to the outfall(s); (3) structural controls used within the drainage area(s); (4) the locations of the following areas associated with concrete batch plants that are exposed to precipitation:vehicle and equipment maintenance activities(including fueling,repair,and storage areas for vehicles and equipment scheduled for maintenance); areas used for the treatment, storage,or disposal of wastes;liquid storage tanks;material processing and storage areas; and loading and unloading areas; and (5) the locations of the following: any bag house or other dust control device(s);recycle/sedimentation pond,clarifier or other device used for the treatment of facility wastewater(including the areas that drain to the treatment device); areas with significant materials; and areas where major spills or leaks have occurred. (b) Inventory of Exposed Materials-A list of materials handled at the concrete batch plant that may be exposed to stormwater and that have a potential to Page 37 Construction General Permit TPDES General Permit TXR150000 affect the quality of stormwater discharges associated with concrete batch plants that are authorized under this general permit. (c) Spills and Leaks-A list of significant spills and leaks of toxic or hazardous pollutants that occurred in areas exposed to stormwater and that drain to stormwater outfalls associated with concrete batch plants authorized under this general permit must be developed,maintained,and updated as needed. (d) Sampling Data-A summary of existing stormwater discharge sampling data must be maintained,if available. 2. Measures and Controls-The SWP3 must include a description of management controls to regulate pollutants identified in the SWP3's"Description of Potential Pollutant Sources"from Part IV.B.i.(a)of this permit,and a schedule for implementation of the measures and controls. This must include, at a minimum: (a) Good Housekeeping-Good housekeeping measures must be developed and implemented in the area(s) associated with concrete batch plants. (1) Operators must prevent or minimize the discharge of spilled cement, aggregate(including sand or gravel),settled dust,or other significant materials from paved portions of the site that are exposed to stormwater. Measures used to minimize the presence of these materials may include regular sweeping or other equivalent practices. These practices must be conducted at a frequency that is determined based on consideration of the amount of industrial activity occurring in the area and frequency of precipitation, and shall occur at least once per week when cement or aggregate is being handled or otherwise processed in the area. (2) Operators must prevent the exposure of fine granular solids,such as cement,to stormwater.Where practicable,these materials must be stored in enclosed silos,hoppers or buildings,in covered areas,or under covering. (b) Spill Prevention and Response Procedures-Areas where potential spills that can contribute pollutants to stormwater runoff,and the drainage areas from these locations,must be identified in the SWP3. Where appropriate,the SWP3 must specify material handling procedures,storage requirements,and use of equipment. Procedures for cleaning up spills must be identified in the SWP3 and made available to the appropriate personnel. (c) Inspections-Qualified facility personnel(i.e., a person or persons with knowledge of this general permit,the concrete batch plant, and the SWP3 related to the concrete batch plant(s)for the site)must be identified to inspect designated equipment and areas of the facility specified in the SWP3.The inspection frequency must be specified in the SWP3 based upon a consideration of the level of concrete production at the facility,but must be a minimum of once per month while the facility is in operation.The inspection must take place while the facility is in operation and must,at a minimum,include all areas that are exposed to stormwater at the site,including material handling areas,above ground storage tanks,hoppers or silos, dust collection/containment systems, truck wash down and equipment cleaning areas. Follow-up procedures must be used to ensure that appropriate actions are taken in response to the inspections. Records of inspections must be maintained and be made readily available for inspection upon request. (d) Employee Training-An employee training program must be developed to educate personnel responsible for implementing any component of the SWP3, or personnel otherwise responsible for stormwater pollution prevention,with the provisions of the SWP3. The frequency of training must be documented in Page 38 Construction General Permit TPDES General Permit TXRi50000 `' the SWP3, and at a minimum,must consist of one training prior to the t initiation of operation of the concrete batch plant. (e) Record Keeping and Internal Reporting Procedures-A description of spills and similar incidents,plus additional information that is obtained regarding the quality and quantity of stormwater discharges,must be included in the SWP3. Inspection and maintenance activities must be documented and records of those inspection and maintenance activities must be incorporated in the SWP3. (f) Management of Runoff-The SWP3 shall contain a narrative consideration for reducing the volume of runoff from concrete batch plants by diverting runoff or otherwise managing runoff,including use of infiltration,detention ponds, retention ponds, or reusing of runoff. 3. Comprehensive Compliance Evaluation-At least once per year,one or more qualified personnel(i.e.,a person or persons with knowledge of this general permit, the concrete batch plant,and the SWP3 related to the concrete batch plant(s)for the site)shall conduct a compliance evaluation of the plant. The evaluation must include the following. (a) Visual examination of all areas draining stormwater associated with regulated concrete batch plants for evidence of,or the potential for,pollutants entering the drainage system. These include but are not limited to: cleaning areas, material handling areas,above ground storage tanks,hoppers or silos,dust collection/containment systems,and truck wash down and equipment cleaning areas. Measures implemented to reduce pollutants in runoff(including structural controls and implementation of management practices)must be evaluated to determine if they are effective and if they are implemented in accordance with the terms of this permit and with the permittee's SWP3. The operator shall conduct a visual inspection of equipment needed to implement the SWP3,such as spill response equipment. (b) Based on the results of the evaluation,the following must be revised as appropriate within two weeks of the evaluation: the description of potential pollutant sources identified in the SWP3(as required in Part IV.B.i., "Description of Potential Pollutant Sources"); and pollution prevention measures and controls identified in the SWP3(as required in Part IV.B.2., "Measures and Controls"). The revisions may include a schedule for implementing the necessary changes. (c) The permittee shall prepare and include in the SWP3 a report summarizing the scope of the evaluation,the personnel making the evaluation,the date(s)of the evaluation,major observations relating to the implementation of the SWP3,and actions taken in response to the findings of the evaluation. The report must identify any incidents of noncompliance. Where the report does not identify incidences of noncompliance,the report must contain a statement that the evaluation did not identify any incidence(s), and the report must be signed according to 3o TAC§3o5.1.28,relating to Signatories to Reports. (d) The Comprehensive Compliance Evaluation may substitute for one of the required inspections delineated in Part IV.B.2.(c)of this general permit. Section C. Prohibition of Wastewater Discharges Wastewater discharges associated with concrete production including wastewater disposal by land application are not authorized under this general permit. These wastewater discharges must be authorized under an alternative TCEQ water quality permit or otherwise'disposed of in an authorized manner. Discharges of concrete truck ` wash out at construction sites may be authorized if conducted in accordance with the requirements of Part V of this general permit. Page 39 Construction General Permit TPDES General Permit TXRi50000 Part V. Concrete Truck Wash Out Requirements This general permit authorizes the wash out of concrete trucks at construction sites regulated under Sections II.E.i., 2.,and 3. of this general permit,provided the following requirements are met. Authorization is limited to the land disposal of wash out water from concrete trucks. Any other direct discharge of concrete production waste water must be authorized under a separate TCEQ general permit or individual permit. 1. Direct discharge of concrete truck wash out water to surface water in the state, including discharge to storm sewers,is prohibited by this general permit. 2. Concrete truck wash out water shall be discharged to areas at the construction site where structural controls have been established to prevent direct discharge to surface waters,or to areas that have a minimal slope that allow infiltration and filtering of wash out water to prevent direct discharge to surface waters. Structural controls may consist of temporary berms,temporary shallow pits,temporary storage tanks with slow rate release,or other reasonable measures to prevent runoff from the construction site. 3. Wash out of concrete trucks during rainfall events shall be minimized. The direct discharge of concrete truck wash out water is prohibited at all times,and the operator shall insure that its BMPs are sufficient to prevent the discharge of concrete truck wash out as the result of rainfall or stormwater runoff. 4. The discharge of wash out water must not cause or contribute to groundwater contamination. 5. If a SWP3 is required to be implemented,the SWP3 shall include concrete wash out areas on the associated site map. Part VI. Retention of Records The permittee must retain the following records for a minimum period of three(3)years from the date that a NOT is submitted as required by Part II.E.3. For activities in which an NOT is not required,records shall be retained for a minimum period of three(3)years from the date that the operator terminates coverage under Section II.F.3.of this permit. Records include: 1. A copy of the SWP3; 2. All reports and actions required by this permit,including a copy of the construction site notice; 3. All data used to complete the NOI,if an NOI is required for coverage under this general permit; and 4. All records of submittal of forms submitted to the operator of any MS4 receiving the discharge and to the secondary operator of a large construction site,if applicable. Part VII. Standard Permit Conditions 1. The permittee has a duty to comply with all permit conditions. Failure to comply with any permit condition is a violation of the permit and statutes under which it was issued,and is grounds for enforcement action,for terminating,revoking,or denying coverage under this general permit,or for requiring a discharger to apply for and obtain an individual TPDES permit. 2. Authorization under this general permit may be suspended or revoked for cause. Filing a notice of planned changes or anticipated non-compliance by the permittee does not stay any permit condition. The permittee must furnish to the executive director,upon request and within a reasonable time, any information necessary for the executive director to determine whether cause exists for revoking,suspending,or Page 4o Construction General Permit TPDES General Permit TXR1500o0 caw, terminating authorization under this permit. Additionally,the permittee must provide to the executive director,upon request,copies of all records that the permittee is required to maintain as a condition of this general permit. 3. It is not a defense for a discharger in an enforcement action that it would have been necessary to halt or reduce the permitted activity to maintain compliance with the permit conditions. 4. Inspection and entry shall be allowed under TWC Chapters 26-28,Texas Health and Safety Code§§361.032-361.033 and 361.037,and 4o CFR§122.41(i).The statement in TWC§26.014 that commission entry of a facility shall occur according to an establishment's rules and regulations concerning safety,internal security,and fire protection is not grounds for denial or restriction of entry to any part of the facility or site,but merely describes the commission's duty to observe appropriate rules and regulations during an inspection. 5. The discharger is subject to administrative, civil,and criminal penalties,as applicable,under TWC Chapter 7 for violations including but not limited to the following: (a) negligently or knowingly violating the federal CWA§§3oi,302,306,307,308, 318,or 405,or any condition or limitation implementing any sections in a permit issued under CWA§402, or any requirement imposed in a pretreatment program approved under CWA§§4o2(a)(3)or 402(b)(8); (b) knowingly making any false statement,representation,or certification in any record or other document submitted or required to be maintained under a permit,including monitoring reports or reports of compliance or noncompliance; and Co'N„ (c) knowingly violating§303 of the federal CWA, and placing another person in imminent danger of death or serious bodily injury. 6. All reports and other information requested by the executive director must be signed by the person and in the manner required by 3o TAC§305.128(relating to Signatories to Reports). 7. Authorization under this general permit does not convey property or water rights of any sort and does not grant any exclusive privilege. 8. The permittee shall take all reasonable steps to minimize or prevent any discharge in violation of this permit that has a reasonable likelihood of adversely affecting human health or the environment. 9. The permittee shall at all times properly operate and maintain all facilities and systems of treatment and control(and related appurtenances)which are installed or used by the permittee to achieve compliance with the conditions of this permit. Proper operation and maintenance also includes adequate laboratory controls and appropriate quality assurance procedures.This provision requires the operation of back-up or auxiliary facilities or similar systems which are installed by a permittee only when the operation is necessary to achieve compliance with the conditions of the permit. 10. The permittee shall comply with the reporting requirements in 4o CFR§122.41(1),as applicable. Part VIII. Fees 1. A fee of must be submitted along with the NOI: comk•, (a) $325 if submitting a paper NOI,or (b) $225 if submitting an NOI electronically. Page 41 Construction General Permit TPDES General Permit TXRi50000 2. Fees are due upon submission of the NOI. An NOI will not be declared administratively complete unless the associated fee has been paid in full. 3. No separate annual fees will be assessed for this general permit. The Water Quality Annual Fee has been incorporated into the NOI fees as described above. Page 42 Construction General Permit TPDES General Permit TXRi50000 Appendix A: Automatic Authorization Cimk\' Periods of Low Erosion Potential by County—Eligible Date Ranges Andrews: Nov. -Apr.3o Ector: Nov.15-Apr.30 Archer: Dec. 15-Feb. 14 Edwards: Dec. 15-Feb. 14 Armstrong: Nov.15-Apr.3o El Paso: Jan. 1-Jul.14,or May 15-Jul. Bailey: Nov. -Apr.30,or Nov. 15-May 31,or Jun. 1-Aug. 14,or Jun. 15-Sept.14, 14 or Jul. 1-Oct. 14,or Jul. 15-Oct.31,or Aug. 1-Apr.30,or Aug.15-May 14,or Baylor: Dec.15-Feb. 14 Sept. 1-May 30,or Oct. 1-Jun. 14,or Borden: Nov. 15-Apr.30 Nov.1-Jun.30,or Nov.15-Jul. 14 Brewster: Nov. 15-Apr.3o Fisher: Dec. 15-Feb. 14 Briscoe: Nov. 15-Apr.3o Floyd: Nov. 15-Apr.30 Brown: Dec. 15-Feb. 14 Foard: Dec.15-Feb. 14 Callahan: Dec. 15-Feb. 14 Gaines: Nov.15-Apr.30 Carson: Nov. 15-Apr.3o Garza: Nov.15-Apr.30 Glasscock: Nov. 5-Apr.30 Castro: Nov. 15-Apr.3o Childress: Dec. 15-Feb. 14 Hale: Nov. -Apr.30 Cochran: Nov. 1-Apr.30,or Nov. 15- Hall: Feb. 1-Mar.30 May 14 Hansford: Nov. 15-Apr.30 Coke: Dec. 15-Feb.14 Hardeman: Dec.15-Feb. 14 Coleman: Dec. 15-Feb. 14 Hartley: Nov. 15-Apr.30 Collingsworth: Jan. 1-Mar.30,or Dec. 1- Haskell: Dec. 15-Feb. 14 Feb. 28 Hockley: Nov. 1-Apr.14,or Nov.15- Concho: Dec. 15-Feb.14 Apr.30 Cottle: Dec. 15-Feb. 14 Howard: Nov.15-Apr.30 Crane: Nov.15-Apr.3o Hudspeth: Nov. 1-May 14 Crockett: Nov. -Jan.14,or Feb. 1- Hutchinson: Nov. 15-Apr.30 Mar.30 Irion: Dec. 15-Feb. 14 Crosby: Nov.15-Apr.3o Jeff Davis: Nov. 1-Apr.30 or Nov. 15- Culberson: Nov. 1-May 14 May 14 Dallam: Nov. 1-Apr. 14,or Nov. 15-Apr. Jones: Dec. 15-Feb.14 30 Kent: Nov. 15-Jan.14 or Feb. 1-Mar.30 Dawson: Nov. 15-Apr.3o Kerr: Dec. 15-Feb. 14 Deaf Smith: Nov. -Apr.3o Kimble: Dec.15-Feb. 14 Dickens: Nov. 15-Jan. 14,or Feb. 1-Mar. King: Dec. 15-Feb. 14 30 Dimmit: Dec. 15-Feb. 14 Kinney: Dec. 15-Feb. 14 Donley: Jan. 1-Mar.30,or Dec. 1-Feb. Knox: Dec.15-Feb. 14 28 Lamb: Nov. 1-Apr.14,or Nov. -Apr. Eastland: Dec. 15-Feb. 14 30 Page 43 Construction General Permit TPDES General Permit TXR150000 Loving: Nov.1-Apr.30,or Nov.15-May Scurry: Nov. -Apr. 30 14 Shackelford: Dec. 15-Feb. 14 Lubbock: Nov. 15-Apr.3o Sherman: Nov. 15-Apr.30 Lynn: Nov.15-Apr.30 Stephens: Dec. 15-Feb.14 Martin: Nov. 15-Apr.3o Sterling: Nov.15-Apr.30 Mason: Dec.15-Feb. 14 Stonewall: Dec. 15-Feb.14 Maverick: Dec. 15-Feb. 14 Sutton: Dec. 15-Feb. 14 McCulloch: Dec. 15-Feb. 14 Swisher: Nov. 15-Apr.30 Menard: Dec. 15-Feb. 14 Taylor: Dec. 15-Feb. 14 Midland: Nov. 15-Apr.30 Terrell: Nov.15-Apr.30 Mitchell: Nov. 15-Apr.30 Terry: Nov. 15-Apr.30 Moore: Nov. 15-Apr.3o Throckmorton: Dec. 15-Feb. 14 Motley: Nov. 15-Jan. 14,or Feb. 1-Mar. Tom Green: Dec. 15-Feb. 14 30 Nolan: Dec.15-Feb. 14 Upton: Nov.15-Apr.30 Oldham: Nov. 15-Apr.3o Uvalde: Dec. 15-Feb. 14 Parmer: Nov. 1-Apr. 14,or Nov. 15-Apr. Val Verde: Nov. 15-Jan. 14,or Feb. - 30 Mar. 30 Pecos: Nov. -Apr.30 Ward: Nov. 1-Apr. 14,or Nov.15-Apr. 30 Potter: Nov. 15-Apr.3o Wichita: Dec. 15-Feb. 14 Presidio: Nov. 1-Apr.30,or Nov. 15- Wilbarger: Dec. 15-Feb. 14 May 14 Randall: Nov. 15-Apr.30 Winkler: Nov. 1-Apr.30,or Nov.15- May 14 Reagan: Nov. -Apr.30 Yoakum: Nov. 1-Apr.30, or Nov. 15- Real: Dec. 15-Feb. 14 May 14 Reeves: Nov. 1-Apr.30,or Nov. 15-May Young: Dec. 15-Feb. 14 �4 Wheeler: Jan. 1-Mar. 30,or Dec. 1-Feb. Runnels: Dec. 15-Feb. 14 28 Schleicher: Dec. 15-Feb. 14 Zavala: Dec. 15-Feb. 14 Page 44 Construction General Permit TPDES General Permit TXR150000 Appendix B:Erosivity Index(EI)Zones in Texas Ce86\1 —• ... .. A• T:• `,.9•a r,.A.r r t c' �®�',*.!�e�s`y• s:aru•.lr�s�:. Ts is 1'I r !•i -i->. • a.•:- ° -r c ,c.c.. 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Incomplete applications WILL delay approval or result in automatic denial. • Once processed your permit can be viewed at: hlip://www2.tceq.texas.gov/wq dpa/index.cfm ePERMITS: Sign up now for online NOI: https://www2.tceq.texas:gov/steers/index.cfm Pay a$225 reduced application fee by using ePermits. • APPLICATION FEE: • You must pay the$325 Application Fee to TCEQ for the paper application to be complete. Cwa ' • Payment and NOI must be mailed to separate addresses. • Did you know you can pay on line? • Go to https://www3.tceq.texas.gov/epay/index.cfm • Select Fee Type: GENERAL PERMIT CONSTRUCTION STORM WATER DISCHARGE NOI APPLICATION • Provide your payment information below,for verification of payment: ❑Mailed Check/Money Order No.: Name Printed on Check: ❑EPAY Voucher No.: Is the Payment Voucher copy attached? ❑Yes RENEWAL: Is this NOI a Renewal of an existing General Permit Authorization? (Note:A permit cannot be renewed after June 3, 2013.) ❑Yes The Permit number is: TXR15 (If a permit number is not provided, a new number will be assigned.) ❑No 1) OPERATOR(A. .licant) a) If the applicant is currently a customer with TCEQ,what is the Customer Number(CN) issued to this entity? You may search for your CN at: htlp://wwwl2.tceq.texas.gov/crpub/index.cfm?fiiseaction=cust.CustSearch CN TCEQ 20022(03/05/2013) Page i b) What is the Legal Name of the entity(applicant) applying for this permit? ' (The legal name must be spelled exactly as filed with the Texas Secretary of State, County,or in the legal document forming the entity.) c) What is the name and title of the person signing the application? The person must be an executive official meeting signatory requirements in TAC 305.44(a). Prefix(Mr. Ms.Miss): First/Last Name: Suffix: Title: Credential: d) What is the Operator Contact's (Responsible Authority) contact information and mailing address as recognized by the US Postal Service(USPS)? You may verify the address at: http://zip4.usps.comf zip4/welcome.jsp Phone#: ext: Fax#: E-mail: Mailing Address: Internal Routing(Mail Code, Etc.): City: State: ZIP Code: If outside USA: Territory: Country Code: Postal Code: e) Indicate the type of Customer(The instructions will help determine your customer type): El Individual ❑Limited Partnership ❑ Sole Proprietorship-DBA ❑Joint Venture ❑General Partnership ❑ Corporation ❑Trust 0 Estate ❑ Federal Government ❑State Government El County Government ❑ City Government 0 Other Government 0 Independent Operator? ❑Yes ❑No (If governmental entity, subsidiary, or part of a larger corporation, check"No".) g) Number of Employees: ❑0-20; ❑21-100; 0101-250; ❑251-500; or ❑501 or higher h) Customer Business Tax and Filing Numbers: (REQUIRED for Corporations and Limited Partnerships. Not Required for Individuals, Government, or Sole Proprietors) State Franchise Tax ID Number: Federal Tax ID: Texas Secretary of State Charter(filing)Number: DUNS Number(if known): 2) APPLICATION CONTACT If TCEQ needs additional information regarding this application,who should be contacted? Is the application contact the same as the applicant identified above? ❑Yes, go to Section 3). ❑ No, complete section below. Prefix(Mr.Ms. Miss): First/Last Name: Suffix: Title: Credential: TCEQ 20022(03/05/2013) Page 2 Organization Name: Phone No.: ext: Fax Number: E-mail: Mailing Address: Internal Routing(Mail Code, Etc.): City: State: ZIP Code: Mailing Information if outside USA: Territory: - Country Code: Postal Code: 3) REGULATED ENTITY(RE)INFORMATION ON PROJECT OR SITE If the site of your business is part of a larger business site or if other businesses were located at this site before yours, a Regulated Entity Number(RN) may already be assigned for the larger site. Use the RN assigned for the larger site. Search TCEQ's Central Registry to see if the larger site may already be registered as a regulated site at: http://www12.tceq.texas.gov/crpub/index.cfm?fits eaction=regent.RNSearch. If the site is found,provide the assigned Regulated Entity Reference Number and provide the information for the site to be authorized through this application below. The site information for this authorization may vary from the larger site information. a) TCEQ issued RE Reference Number(RN):. RN b) Name of project or site(the name known by the community where located): c) In your own words,briefly describe the primary business of the Regulated Entity: (Do not repeat the SIC and NAICS code): d) County(or counties if> 1) e) Latitude: Longitude: fl Does the site have a physical address? ❑Yes,complete Section A for a physical address. ❑No, complete Section B for site location information. Section A: Enter the physical address for the'site: Verify the address with USPS. If the address is not recognized as a delivery address,provide the address as identified for overnight mail delivery, 911 emergency or other online map tools to confirm an address. Physical Address of Project or Site: Street Number: Street Name: City: State: Texas ZIP Code: Cow:, TCEQ 20022(03/05/2013) Page 3 Section B: Enter the site location information. If no physical address(Street Number&Street Name),provide a written location access description to the site. (Ex.: located 2 miles west from intersection of Hwy 290&IH35 accessible on Hwy 290 South) City where the site is located or,if not in a city,what is the nearest city: State: Texas ZIP Code where the site is located: 4) GENERAL CHARACTERISTICS a) Is the project/site located on Indian Country Lands? ❑ Yes-If the answer is Yes,you must obtain authorization through EPA,Region 6. ❑ No b) Is your construction activity associated with a facility that,when completed,would be associated with the exploration,development,or production of oil or gas or geothermal resources? ❑Yes-If the answer is Yes,you maybe under jurisdiction of the Railroad Commission of Texas and may need to obtain authorization through EPA,Region 6. ❑ No c) What is the Primary Standard Industrial Classification(SIC) Code that best describes the construction activity being conducted at the site? f"°) Primary SIC Code: r d) If applicable,what is the Secondary SIC Code(s): e) What is the total number of acres disturbed? fl Is the project site part of a larger common plan of development or sale? ❑ Yes-If the answer is Yes,the total number of acres disturbed can be less than 5 acres. ❑ No -If the answer is No,the total number of acres disturbed must be 5 or more. If the total number of acres disturbed is less than 5 then the project site does not qualify for coverage through this Notice of Intent. Coverage will be denied. See the requirements in the general permit for small construction sites. g) What is the name of the first water body(s)to receive the stormwater runoff or potential runoff from the site? h) What is the segment number(s)of the classified water body(s)that the discharge will eventually reach? ,'"'") TCEQ 20022(03/05/2013) Page 4 i) Is the discharge into an MS4? ❑ Yes -If the answer is Yes,provide the name of the MS4 operator below. ❑ No If Yes,provide the name of the MS4 operator: Note: The general permit requires you to send a copy of the NOI to the MS4 operator. j) Are any of the surface water bodies receiving discharges from the construction site on the latest EPA-approved CWA 3o3(d) List of impaired waters? ❑ Yes-If the answer is Yes,provide the name(s) of the impaired water body(s)below. ❑ No If Yes,provide the name(s) of the impaired water body(s): k) Is the discharge or potential discharge within the Recharge Zone, Contributing Zone, or Contributing Zone within the Transition Zone of the Edwards Aquifer as defined in 3o TAC Chapter 213? ❑ Yes-If the answer is Yes,complete certification below by checking"Yes." ❑ No I certify that a copy of the TCEQ approved Plan required by the Edwards Aquifer Rule (3o TAC Chapter 213)is either included or referenced in the Stormwater Pollution Prevention Plan.El Yes TCEQ 20022(03/05/2013) Page 5 5) CERTIFICATION Check Yes to the certifications below. Failure to indicate Yes to ALL items may result in denial of coverage under the general permit. a) I certify that I have obtained a copy and understand the terms and conditions of the Construction General Permit(TXRi50000). Yes b) I certify that the full legal name of the entity applying for this permit has been provided and is legally authorized to do business in Texas. ❑Yes c) I understand that a Notice of Termination(NOT)must be submitted when this authorization is no longer needed. ❑Yes d) I certify that a Stormwater Pollution Prevention Plan has been developed,will be implemented prior to construction and to the best of my knowledge and belief is compliant with any applicable local sediment and erosion control plans, as required in the general permit TXR150000. Note: For multiple operators who prepare a shared SWP3,the confirmation of an operator may be limited to its obligations under the SWP3 provided all obligations are confirmed by at least one operator. ❑Yes Operator Certification: I, Typed or printed name Title 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. I am aware there are significant penalties for submitting false information,including the possibility of fine and imprisonment for knowing violations. I further certify that I am authorized under 3o Texas Administrative Code 305.44 to sign and submit this document, and can provide documentation in proof of such authorization upon request. Signature: Date: (Use blue ink) TCEQ 20022(03/05/2013) Page 6 NOTICE OF INTENT CHECKLIST (TXRi50000) • Did you complete everything? Use this checklist to be sure! • Are you ready to mail your form to TCEQ? Go to the General Information Section of the Instructions for mailing addresses. This checklist is for use by the operator to ensure a complete application. Missing information may result in denial of coverage under the general permit. (See NOI process description in the Instructions) Application Fee: If paying by Check: 0 Check was mailed separately to the TCEQs Cashier's Office.(See Instructions for Cashier's address and Application address.) 0 Check number and name on check is provided in this application. If using ePay: n The voucher number is provided in this application or a copy of the voucher is attached. PERMIT NUMBER: n Permit number provided—if this application is for renewal of an existing authorization. OPERATOR INFORMATION-Confirm each item is complete: El Customer Number(CN)issued by TCEQ Central Registry Legal name as filed to do business in Texas (Call TX SOS 512/463-5555) p Name and title of responsible authority signing the application 0 Mailing address is complete&verifiable with USPS. www.usps.com El Phone numbers/e-mail address n Type of operator(entity type) El Independent operator Number of employees El For corporations or limited partnerships—Tax ID and SOS filing numbers 0 Application contact and address is complete&verifiable with USPS.http://www.usps.com REGULATED ENTITY(RE)INFORMATION ON PROJECT OR SITE-Confirm each item is complete: 0 Regulated Entity Reference Number(RN) (if site is already regulated by TCEQ) n Site/project name/regulated entity n Latitude and longitude http://www.tceq.texas.govgis/sqmaview.html County Site/project physical address. Do not use a rural route or post office box. El Business description GENERAL CHARACTERISTICS-Confirm each item is complete: El Indian Country Lands—the facility is not on Indian Country Lands El Construction activity related to facility associated to oil,gas, or geothermal resources 0 Standard Industrial Classification(SIC) Code www.osha.gov/oshstats/sicser.html 0 Acres disturbed is provided and qualifies for coverage through a NOI El Common plan of development or sale 0 Receiving water body(s) El Segment number(s) 0 Impaired water body(s) 0 MS4 operator El Edwards Aquifer rule CERTIFICATION • E Certification statements have been checked indicating"Yes" 0 Signature meets 3o Texas Administrative Code(TAC)305.44 and is original. TCEQ-2oo22 Checklist(03/05/2013) Page 1 (71* Notice of Intent (NOI) for Stormwater Discharges Associated with Construction Activity under TPDES General Permit (TXR150000) General Information and Instructions GENERAL INFORMATION Where to Send the Notice of Intent(NOI). BY REGULAR U.S.MAIL BY OVERNIGHT/EXPRESS MAIL Texas Commission on Texas Commission on Environmental Quality Environmental Quality Stormwater Processing Center Stormwater Processing Center (MC228) (MC228) P.O. Box 13087 12100 Park 35 Circle Austin,Texas 78711-3087 Austin,TX 78753 !TCEQ Contact List: Application-status and form questions: 512/239-3700,swpermit@tceq.texas.gov Technical questions: 512/239-4671,swgp@tceq.texas.gov Environmental Law Division: 512/239-0600 Records Management-obtain copies of forms: 512/239-0900 Reports from databases (as available): 512/239-DATA(3282) Cashier's office: 512/239-0357 or 512/239-0187 N Cimh) otice of Intent Process When your NOI is received b_y the program,the form will be processed as follows. 1) Administrative Review: Each item on the form will be reviewed for a complete response. In addition,the operator's legal name must be verified with Texas Secretary of State as valid and active(if applicable). The address(s)on the form must be verified with the US Postal service as receiving regular mail delivery. Never give an overnight/express mailing address. 2) Notice of Deficiency: If an item is incomplete or not verifiable as indicated above, a notice of deficiency(NOD)will be mailed to the operator. The operator will have 3o days to respond to the NOD. The response will be reviewed for completeness. 3) Acknowledgment of Coverage: An Acknowledgment Certificate will be mailed to the operator. This certificate acknowledges coverage under the general permit. -or- Denial of Coverage: If the operator fails to respond to the NOD or the response is inadequate, coverage under the general permit may be denied. If coverage is denied,the operator will be notified. ?General Permit(Your Permit) � .. .., For NOIs submitted electronically through ePermits,provisional-coverage under the general permit begins immediately following confirmation of receipt of the NOI form,by the TCEQ. For paper NOIs,provisional coverage under the general permit begins 7 days after a completed NOI is postmarked for delivery to the TCEQ. TCEQ-2oo22 Instructions(03/05/2013) Page 1 You should have a copy of your general permit when submitting your application. You may view and print your permit for which you are seeking coverage,on the TCEQ web site http://www.tceq.texas.gov. Search using key word TXR15o000. General Permit Forms The Notice of Intent(NOI),Notice of Termination(NOT), and Notice of Change(NOC) (including instructions) are available in Adobe Acrobat PDF format on the TCEQ web site http://www.tceq.texas.gov. Change in Operator An authorization under the general permit is not transferable. If the operator of the regulated entity changes,the present permittee must submit a Notice of Termination and the new operator must submit a Notice of Intent. The NOT and NOI must be submitted no later than 10 days prior to the change in Operator status. TCEQ Central Registry Core Data Form The Core Data Form has been incorporated into this form. Do not send a Core Data Form to TCEQ. After final acknowledgment of coverage under the general permit,the program will assign a Customer Number and Regulated Entity Number. You can find the information on the Central Registry web site at hllp://www12.tceq.texas.gov/crpub/index.cfm. You can search by the Regulated Entity(RN), Customer Number(CN) or Name(Permittee),or by your permit number under the search field labeled"Additional ID". Capitalize all letters in the permit number. The Customer(Permittee)is responsible for providing consistent information to the TCEQ, and for updating all CN and RN data for all authorizations as changes occur. For General Permits, a Notice of Change form must be submitted to the program area. Fees associated with a General Permit Payment of the fee may be made by check or money order,payable to TCEQ, or through EPAY (electronic payment through the web). Application Fee: This fee is required to be paid at the time the NOI is submitted. Failure to submit payment at the time the application is filed will cause delays in acknowledgment or denial of coverage under the general permit. Mailed Payments: Payment must be mailed under separate cover at one of the addresses below using the attached Application Fee submittal form. (DO NOT SEND A COPY OF THE NOI WITH THE APPLICATION FEE SUBMITTAL FORM) BY REGULAR U.S. MAIL BY OVERNIGHT/EXPRESS MAIL Texas Commission on Environmental Quality Texas Commission on Environmental Quality Financial Administration Division Financial Administration Division Cashier's Office, MC-214 Cashier's Office,MC-214 P.O. Box 13088 12100 Park 35 Circle Austin,TX 78 711-3 0 8 8 Austin,TX 78753 TCEQ-2oo22 Instructions(03/05/2013) Page 2 C.'IN/ ePAY Electronic Payment: http://www.tceq.texas.gov/epay When making the payment you must select Water Quality, and then select the fee category "General Permit Construction Storm Water Discharge NOI Application". You must include a copy of the payment voucher with your NOI. Your NOI will not be considered complete without the payment voucher. - INSTRUCTIONS FOR FILLING OUT THE NOI FORM Renewal of General Permit: Dischargers holding active authorizations under the expired General Permit are required to submit a NOI to continue coverage: The existing permit number is required. If the permit number is not provided or has been terminated, expired, or denied a new permit number will be issued. 1. Operator(Applicant) a) Enter assigned Customer Number(CN) TCEQ's Central Registry will assign each customer a number that begins with CN,followed by nine digits.This is not a permit number, registration number, or license number. If this customer has not been assigned a CN,leave the space for the CN blank. If this customer has already been assigned this number,enter the permittee's CN. b) Legal Name Provide the current legal name of the permittee,as authorized to do business in Texas.The name must be provided exactly as filed with the Texas Secretary of State(SOS), or on other legal documents forming the entity,that is filed in the county where doing business.You may contact the SOS.at 512/463-5555,for more information related to filing in Texas. If filed in the county where doing business,provide a copy of the legal documents showing the legal name. c) Person Signing Application Provide information about person signing section 5) Certification. d) Operator Contact's (Responsible Authority)'Contact Information and Mailing Address Provide a complete mailing address for receiving mail from the TCEQ.The address must be verifiable with the US Postal Service at,http://www.usps.com for regular mail delivery(not overnight express mail).If you find that the address is not verifiable using the USPS web search, please indicate the address'is used by the USPS.for regular mail delivery. The area code and phone number.should provide contact to the operator. Leave Extension blank if not applicable. = The fax number and e-mail address are optional and should correspond to the operator. e)Type of Customer(Entity Type) Check only one box that identifies the type of entity. Use the descriptions below to identify the appropriate entity type. Note that the selected entity type also indicates the name that must be provided as an applicant for a permit,registration or authorization. TCEQ-2oo22 Instructions(03/05/2013) 'Page 3 Sole Proprietorship —DBA A sole proprietorship is a customer that is owned by only one person and has not been incorporated. This business may: • be under the person's name • have its own name(doing business as or d.b.a.) • have any number of employees If the customer is a Sole Proprietorship or DBA,the`legal name'of the individual business`owner'must be provided. The DBA name is not recognized as the`legal name' of the entity.The DBA name may be used for the site name(regulated entity). Individual An individual is a customer who has not established a business,but conducts an activity that needs to be regulated by the TCEQ. Partnership • A customer that is established as a partnership as defined by the Texas Secretary of State Office(TX SOS).A Limited Partnership or Limited Liability Partnership (Partnership)is required to file with the Texas Secretary of State.A General Partnership or Joint Venture is not required to register with the state. • Partnership (Limited Partnership or Limited Liability Partnership):A limited partnership is defined in the Act as a partnership formed by two or more persons under the provisions of Section 3 of the Uniform Limited Partnership Act (Art. 6132a, Revised Civil Statutes of Texas) and having as members one or more general partners and one or more limited partners.The limited partners as such ;. are not bound by the obligations of the partnership. Limited partners may not take part in the day-to-day operations of the business.A Limited Partnership must file with the Texas Secretary of State.A registered limited liability partnership is a general or limited partnership that is registered with the Texas Secretary of State.The partnership's name must contain the words"Registered Limited Liability Partnership"or the abbreviation"L.L.P." as the last words or letters of its name. • General Partnership:A general partner may or may not invest,participates in running the partnership and is liable for all acts and debts of the partnership and any member of it.A General Partnership does not have limited partners. For a General Partnership,there is no registration with the state or even written agreement necessary for a general partnership to be formed.The legal definition of a partnership is generally stated as "an association of two or more persons to carry on as co-owners a business for profit" (Revised Uniform Partnership Act§ 101 [1994]). • Joint Venture:A joint venture is but another name for a special partnership. It might be distinguished from a general partnership in that the latter is formed for the transaction of a general business,while a joint venture is usually limited to a single transaction.That is,a joint venture is a special combination of persons in the nature of a partnership engaged in the joint prosecution of a particular transaction for mutual benefit or profit. Corporation A customer meets all of these conditions: • is a legally incorporated entity under the laws of any state or country • is recognized as a corporation by the Texas Secretary of State TCEQ-2oo22 Instructions(03/05/2013) Page 4 • has proper operating authority to operate in Texas. • The corporation's`legal name'as filed with the Texas Secretary of State must be provided as applicant. An`assumed'name of a corporation is not recognized as the`legal name'of the entity. Government Federal, state, county, or city government(as appropriate) The customer is either an agency of one of these levels of government or the governmental body itself. The government agency's`legal name'must be provided as the applicant. A department name or other description,of the organization should not be included as a part of the`legal name'as applicant. Trust or Estate A trust and an estate are fiduciary relationships governing the trustee/executor with respect to the trust/estate property. Other Government A utility district,water district,tribal government,college district, council of governments,or river authority.Write in the specific type of government. f) Independent Entity Check No if this customer is a subsidiary,part of a larger company,or is a governmental entity. Otherwise, check Yes: g)Number of Employees Check one box to show the number of employees for this customer's entire company, at all locations.This is not necessarily the number of employees at the site named in the application. h) Customer Business Tax and Filing Numbers These are required for Corporations and Limited Partnerships. These are not required for Individuals,Government, and Sole Proprietors. State Franchise Tax ID Number Corporations and limited liability companies that operate in Texas are issued a franchise tax identification number. If this customer is a corporation or limited liability company, enter this number here. Federal Tax ID All businesses, except for some small sole proprietors,individuals, or general partnerships should have a federal taxpayer identification number(TIN). Enter this number here. Use no prefixes,dashes, or hyphens. Sole proprietors,individuals, or general partnerships do not need to provide a federal tax ID. TX SOS Charter(filing)Number Corporations and Limited Partnerships required to register with the Texas Secretary of State are issued a charter or filing number. You may obtain further information by calling SOS at 512/463-5555. DUNS Number Most businesses have a DUNS (Data Universal Numbering System)number issued by Dun and Bradstreet Corp.If this customer has one, enter it here. TCEQ-2oo22 Instructions(03/o5/2013) Page 5 2. APPLICATION CONTACT Provide the name,title and communication information of the person that TCEQ can contact for additional information regarding this application. 3. REGULATED ENTITY(RE)INFORMATION ON PROJECT OR SITE a) Regulated Entity Reference Number(RN) A number issued by TCEQ's Central Registry to sites (a location where a regulated activity occurs)regulated by TCEQ.This is not a permit number, registration number, or license number. If this regulated entity has not been assigned an RN,leave this space blank. If the site of your business is part of a larger business site, a Regulated Entity Number(RN)may already be assigned for the larger site. Use the RN assigned for the larger site. Search TCEQ's Central Registry to see if the larger site may already be registered as a regulated site at: http://wwwl2.tceq.texas.gov/crpub/index.cfm?fuseaction=regent.RNSearch If the site is found,provide the assigned Regulated Entity Reference Number(RN) and provide the information for the site to be authorized through this application. The site information for this authorization may vary from the larger site information. An example is a chemical plant where a unit is owned or operated by a separate corporation that is accessible by the same physical address of your unit or facility. Other examples include industrial parks identified by one common address but different corporations have control of defined areas within the site. In both cases, an RN would be assigned for the physical address location and the permitted sites would be identified separately under the same RN. b) Site/Project Name/Regulated Entity Provide the name of the site as known by the public in the area where the site is located.The name you provide on this application will be used in the TCEQ Central Registry as the Regulated Entity name. c) Description of Activity Regulated In your own words,briefly describe the primary business that you are doing that requires this authorization. Do not repeat the SIC Code description. d) County Identify the county or counties in which the regulated entity is located. e) Latitude and Longitude Enter the latitude and longitude of the site in degrees,minutes, and seconds or decimal form. For help obtaining the latitude and longitude, go to: http:/Jwww.tceq.texas.gov/gis/sgmaview.html or http://nationalmap.gov/ustopo f) Site/Project(RE) Physical Address/Location Information Enter the complete address for the site in Section A if the address can be validated through the US Postal Service. If the physical address is not recognized as a USPS delivery address,you may need to validate the address with your local police(911 service) or through an online map site used to locate a site. Please confirm this to be a complete and valid address. Do not use a rural route or post office box for a site location. TCEQ-2oo22 Instructions(03/05/2013) Page 6 If a site does not have an address that includes a street(or house)number and street name, enter NO ADDRESS for the street name.in Section A. In Section B provide a complete written location description. For example: "The site is located 2 miles west from intersection of Hwy 290&IH35,located on the southwest corner of the Hwy 290 South bound lane." Provide the city(or nearest city) and zip code of the facility location. 4. GENERAL CHARACTERISTICS :x` a) Indian Country Lands If your site is located on Indian Country Lands,the TCEQ does not have authority to process your application. You must obtain authorization through EPA, Region 6,Dallas. Do not submit this form to TCEQ. b) Construction activity associated with facility associated with exploration, development, or production of oil,gas, or geothermal resources If your activity is associated with oil and gas exploration,development, or production,you may be under jurisdiction of the Railroad Commission of Texas and may need to obtain authorization from EPA Region 6. For more information,see: http://info.sos.state.tx.us/pls/pub/readtac$ext.TacPage?s1=R&app=A&p dir=&p rloc=&p tlo c=&p ploc=&pg=i&p tac=&ti=16&pt=i&ch=3&r1=2o Construction activities associated with a facility related to oil,gas or geothermal resources may include the construction of a well site;treatment or storage facility; underground hydrocarbon or natural gas storage facility; reclamation plant; gas processing facility;compressor station; terminal facility where crude oil is stored prior to refining and at which refined products are stored solely for use at the facility; a carbon dioxide geologic storage facility; and a gathering, (1" transmission, or distribution pipeline that will transport crude oil or natural gas,including natural gas liquids,prior to refining of such oil or the use of the natural gas in any manufacturing process or as a residential or industrial fuel. Where required by federal law, discharges of stormwater associated with construction activities under the Railroad Commission's jurisdiction must be authorized by the EPA and the Railroad Commission of Texas, as applicable.Activities under Railroad Commission of Texas jurisdiction include construction of a facility that;when completed,would be associated with the exploration, development, or production of oil or gas or geothermal resources, such as a well site;treatment or storage facility; underground hydrocarbon or natural gas storage facility; reclamation plant; gas processing facility; compressor station;terminal facility where crude oil is stored prior to refining and at which refined products are stored solely for use at the facility; a carbon dioxide geologic storage facility under the jurisdiction of the Railroad Commission of Texas; and a gathering,transmission, or distribution pipeline that will transport crude oil or natural gas,including natural gas liquids,prior to refining of such oil or the use of the natural gas in any manufacturing process or as a residential or industrial fuel.The Railroad Commission of Texas also has jurisdiction over stormwater from land disturbance associated with a site survey that is conducted prior to construction of a facility that would be regulated by the Railroad Commission of Texas. Under 33 U.S.C. §1342(1)(2) and§1362(24),EPA cannot.require a permit for discharges of stormwater from"field activities or operations associated with{oil and gas}exploration,production,processing,or treatment operations, or transmission facilities, including activities necessary to prepare a site for drilling and for the movement and placement of drilling equipment,whether or not such field activities or operations may be considered to be construction activities"unless the discharge is contaminated by contact with any overburden, raw material,intermediate product,finished product,byproduct,or waste product located on Clia\ the site of the facility.Under§3.8 of this title(relating to Water Protection),the Railroad TCEQ-2oo22 Instructions(03/05/2o13) Page 7 Commission of Texas prohibits operators from causing or allowing pollution of surface or subsurface water. Operators are encouraged to implement and maintain best management practices (BMPs)to minimize discharges of pollutants,including sediment,in stormwater during construction activities to help ensure protection of surface water quality during storm events. c) Primary Standard Industrial Classification(SIC) Code Provide the SIC Code that best describes the construction activity being conducted at this site. Common SIC Codes related to construction activities include: • 1521-Construction of Single Family Homes • 1522-Construction of Residential Bldgs. Other than Single Family Homes • 1541-Construction of Industrial Bldgs. and Warehouses • 1542-Construction of Non-residential Bldgs, other than Industrial Bldgs.and Warehouses • 1611-Highway and Street Construction,except Highway Construction • 1622-Bridge,Tunnel, and Elevated Highway Construction • 1623-Water, Sewer, Pipeline and Communications, and Power Line Construction For help with SIC Codes,go to: http://www.osha.gov/p1s/imisisicsearch.html d) Secondary SIC Code Secondary SIC Code(s)may be provided. Leave blank if not applicable. For help with SIC Codes, go to: http://www.osha.gov/p1s/imis/sicsearch.html e) Total Number of Acres Disturbed Provide the approximate number of acres that the construction site will disturb. Construction activities that disturb less than one acre,unless they are part of a larger common plan that disturbs more than one acre, do not require permit coverage. Construction activities that disturb between one and five acres,unless they are part of a common plan that disturbs more than five acres, do not require submission of an NOI. Therefore,the estimated area of land disturbed should not be less than five,unless the project is part of a larger common plan that disturbs five or more acres. Disturbed means any clearing,grading, excavating, or other similar activities. If you have any questions about this item,please contact the stormwater technical staff by phone at(512)239-4671 or by email at swgp@tceq.texas.gov. f) Common Plan of Development Construction activities that disturb less than five acres do not require submission of an NOI unless they are part of a common plan of development or for sale where the area disturbed is five or more acres.Therefore,the estimated area of land disturbed should not be less than five, unless the project is part of a larger common plan that disturbs five or more acres. Disturbed means any clearing,grading, excavating, or other similar activities. For more information on"What is a common plan of development?"go to: www.tceq.texas.gov/permitting/stormwater/common plan of development steps.html For further information,go to the TCEQ stormwater construction webpage at: www.tceq.texas.gov/goto/construction and search for"Additional Guidance and Quick Links". If TCEQ-2oo22 Instructions(03/o5/20i3) Page 8 (711 ' you have any further questions about this item,please call the stormwater technical staff at (512)239-4671. g) Identify the water body(s) receiving stormwater runoff The stormwater may be discharged directly to a receiving stream or through a MS4 from your site. It eventually reaches a receiving water body such as a local stream or lake,possibly via a drainage ditch.You must provide the name of the water body that receives the discharge from the site(a local stream or lake). If your site has more than one outfall you need to include the name of the first water body for each outfall,if they are different. h) Identify the segment number(s) of the classified water body(s) Identify the classified segment number(s)receiving a discharge directly or indirectly. Go to the following link to find the segment number of the classified water body where stormwater will flow from the site:www.tceq.texas.gov/waterquality/monitoring/viewer.htinl You may also find the segment number in TCEQ publication GI-316: www.tceq.texas.gov/publicationsigi/gi-316 If the discharge is into an unclassified receiving water and then crosses state lines prior to entering a classified segment, select the appropriate watershed: • moo(Canadian River Basin) • 0200 (Red River Basin) • 030o (Sulfur River Basin) • 040o (Cypress Creek Basin) • 0500 (Sabine River Basin) Call the Water Quality Assessments section at(512)239-4671 for further assistance. i) Discharge into MS4 —Identify the MS4 Operator The discharge may initially be into a municipal separate storm sewer system(MS4). If the stormwater discharge is into an MS4,provide the name of the entity that operates the MS4 where the stormwater discharges. An MS4 operator is often a city,town, county, or utility district,but possibly can be another form of government. Please note that the Construction General Permit requires the Operator to supply the MS4 with a copy of the NOI submitted to TCEQ. For assistance,you may call the technical staff at(512)239-4671. j) Surface Water bodies on list of impaired waters—Identify the impaired water body(s) Indicate Yes or No if any surface water bodies receiving discharges from the construction site are on the latest EPA-approved CWA 303(d) List of impaired waters. Provide the name(s) of surface water bodies receiving discharges or potential discharges from the construction site that are on the latest EPA-approved CWA 303(d) List of impaired waters.The EPA-approved CWA 3o3(d) List of impaired waters in Texas can be found at: www.tceq.texas.gov/waterquality/assessment/3o5 3o3.html NOTE: Do not use any"draft" documents. 1.1 l TCEQ-2oo22 Instructions(03/05/2013) Page 9 k) Discharges to the Edwards Aquifer Recharge Zone and Certification See maps on the TCEQ website to determine if the site is located within the Recharge Zone, Contributing Zone,or Contributing Zone within the Transition Zone of the Edwards Aquifer at: www.tceq.texas.gov/field/eapp/viewer.html If the discharge or potential discharge is within the Recharge Zone, Contributing Zone, or Contributing Zone within the Transition Zone of the Edwards Aquifer, a site specific authorization approved by the Executive Director under the Edwards Aquifer Protection Program(3o TAC Chapter 213) is required before construction can begin. The certification must be answered"Yes"for coverage under the Construction General Permit. The TCEQ approved plan must be readily available for TCEQ staff to review at the time that the NOI is submitted. The general permit requires the approved Contributing Zone Plan or Water Pollution Abatement Plan to be included or referenced as a part of the Stormwater Pollution Prevention Plan. For questions regarding the Edwards Aquifer Protection Program, contact the appropriate TCEQ Regional Office. For projects in Hays,Travis and Williamson Counties:Austin Regional Office, 12100 Park 35 Circle,Austin,TX 78753,512-339-2929. For Projects in Bexar, Comal, Kinney,Medina and Uvalde Counties:TCEQ San Antonio Regional Office, 1425o Judson Rd., San Antonio,TX 78233-448o, 210-49o-3096. 5. CERTIFICATIONS Failure to indicate Yes to ALL of the certification items may result in denial of coverage under the general permit. a) Certification of Understanding the Terms and Conditions of Construction General Permit(TXR150000) Provisional coverage under the Construction General Permit(TXR150000)begins 7 days after the completed paper NOI is postmarked for delivery to the TCEQ. (Electronic applications submitted through ePermits have immediate provisional coverage). You must obtain a copy and read the Construction General Permit before submitting your application.You may view and print the Construction General Permit for which you are seeking coverage at the TCEQ web site: www.tceq.texas.gov/goto/construction b) Certification of Legal Name The full legal name of the applicant as authorized to do business in Texas is required.The name must be provided exactly as filed with the Texas Secretary of State(SOS),or on other legal documents forming the entity,that is filed in the county where doing business.You may contact the SOS at(512)463 5555,for more information related to filing in Texas. c) Understanding of Notice of Termination A permittee shall terminate coverage under this Construction General Permit through the submittal of a NOT when the operator of the facility changes,final stabilization has been reached,the discharge becomes authorized under an individual permit, or the construction activity never began at this site. d) Certification of Stormwater Pollution Prevention Plan The SWP3 identifies the areas and activities that could produce contaminated runoff at your site and then tells how you will ensure that this contamination is mitigated. For example,in describing your mitigation measures,your site's plan might identify the devices that collect and TCEQ-2oo22 Instructions(03/05/2013) Page 10 Ci filter stormwater,tell how those devices are to be maintained, and tell how frequently that maintenance is to be carried out.You must develop this plan in accordance with the TCEQ general permit requirements.This plan must be developed and implemented before you complete this NOI.The SWP3 must be available for a TCEQ investigator to review on request. ;Operator Certification: The certification must bear an original signature of a person meeting the signatory requirements specified under 3o Texas Administrative Code(TAC) §305.44• IF YOU ARE A CORPORATION: The regulation that controls who may sign an NOI or similar form is 3o Texas Administrative Code§305.44(a)(1) (see below). According to this code provision, any corporate representative may sign an NOI or similar form so long as the authority to sign such a document has been delegated to that person in accordance with corporate procedures. By signing the NOI or similar form,you are certifying that such authority has been delegated to you. The TCEQ may request documentation evidencing such authority. IF YOU ARE A MUNICIPALITY OR OTHER GOVERNMENT ENTITY: The regulation that controls who may sign an NOI or similar form is 3o Texas Administrative Code§305.44(a)(3) (see below). According to this code provision, only a ranking elected official or principal executive officer may sign an NOI or similar form. Persons such as the City Mayor or County Commissioner will be considered ranking elected officials. In order to identify the principal executive officer of your government entity,it may be beneficial to consult your city charter,county or city ordinances, or the Texas statute(s)under which your government entity was formed.An NOI or similar document that is signed by a government official who is not a ranking elected official or principal executive officer does not conform to §305.44(a)(3).The signatory requirement may not be delegated to a government representative other than those identified in the regulation. By signing the NOI or similar form,you are certifying that you are either a ranking elected official or principal executive officer as required by the administrative code. Documentation demonstrating your position as a ranking elected official or principal executive officer may be requested by the TCEQ. If you have any questions or need additional information concerning the signatory requirements discussed above,please contact the Texas Commission on Environmental Quality's Environmental Law Division at(512)239-0600. 3o Texas Administrative Code §305.44• Signatories to Applications (a) All applications shall be signed as follows. (1) For a corporation,the application shall be signed by a responsible corporate officer. For purposes of this paragraph,a responsible corporate officer means a 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 for the corporation; or the manager of one or more manufacturing,production,or operating facilities employing more than 25o persons or having gross annual sales or expenditures exceeding$25 million(in second-quarter 198o dollars),if authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures. Corporate procedures governing authority to sign permit or post-closure order applications may provide for assignment or delegation to applicable corporate positions rather than to specific individuals. TCEQ-2oo22 Instructions(03/05/2013) Page 11 (2) For a partnership or sole proprietorship,the application shall be signed by a general partner or the proprietor, respectively. (3) For a municipality,state,federal, or other public agency,the application shall be signed by either a principal executive officer or a ranking elected official. For purposes of this paragraph, a principal executive officer of a federal agency includes the chief executive officer of the agency, or a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency(e.g.,regional administrator of the EPA). TCEQ-2oo22 Instructions(03/o5/2013) Page 12 C"'"N, Texas Commission on Environmental Quality General Permit Payment Submittal Form Use this form to submit your Application Fee only if you are mailing your payment. • Complete items 1 through 5 below: • Staple your check in the space provided at the bottom of this document. • Do not mail this form with your NOI form. • Do not mail this form to the same address as your NOI. Mail this form and your check to: BY REGULAR U.S.MAIL BY OVERNIGHT/EXPRESS MAIL Texas Commission on Environmental Texas Commission on Environmental Quality Quality Financial Administration Division Financial Administration Division Cashier's Office,MC-214 Cashier's Office,MC-214 P.O. Box 13088 12100 Park 35 Circle Austin,TX 78711-3088 Austin,TX 78753 Fee Code: GPA General Permit: TXR150000 1. Check/Money Order No: 2. Amount of Check/Money Order: 3. Date of Check or Money Order: 4. Name on Check or Money Order: 5. NOI INFORMATION If the check is for more than one NOI,list each Project/Site(RE)Name and Physical Address exactly as provided on the NOI. DO NOT SUBMIT A COPY OF THE NOI WITH THIS FORM AS IT COULD CAUSE DUPLICATE PERMIT ENTRIES. See Attached List of Sites (If more space is needed,you may attach a list.) Project/Site(RE)Name: Project/Site(RE)Physical Address: Staple Check m This TCEQ-20134(04/13/2oo6) Page i Notice of Change (NOC) to an Authorization TCEQ Office Use Only Permit No.: for Stormwater Discharges Associated with RN: Construction Activity under TPDES General CN: TCEQ Permit (TXR150000) *****IMPORTANT ** PLEASE READ THE FOLLOWING INFORMATION AND INSTRUCTIONS BEFORE FILLING OUT THIS FORM The form will be returnedfor one.of the.following reasons k 1)the;permit number is not provided invalid or no longer'active, . 2) a wet ink signature of person meeting signatory requirements for permittee is not provided 3)sthe currentpermitteeis not the applicant,and; =r� 4)a requested change in operator name is not a=le THIS FORM CANNOT BE USED FOR A CHANGE-IN OPERATOR. REFER TO YOUR'OENERALPERMIT What is the Permit Number of the authorization to be changed? TXR15 A.''3APPLICANT INFORMATION L Search Central Registry atwwnu12.tcccttexas eovfcrp ib+' 1,--,Operator(Permittee) _ a. What is the full Legal Name of the current Operator as on the authorization? b. What is the TCEQ Central Registry Customer Number assigned to this Operator? CN 2:'_Pertntted Site•(requiced) _ _ What is the TCEQ Central Registry Regulated Entity Number assigned for this permitted site? RN B. REQITESTED CIiANGE-TO PERMITTED 1NFO.RIVIATION What information has changed or needs corrected? (Check one or more of the sections being updated and enter the new information in the corresponding section of this form.) (°1116\, 1-1 Operator Legal Name Change with Texas Secretary of State(TX SOS). Go to Section 1 &/or 2 as applicable. (Note: Permits are not transferable. If a change in entity has occurred,this NOC is not attainable.) © Address and contact information for Operator,Billing for Annual Fee,or Discharge Monitoring Report forms.. ® Site Information(Regulated Entity) (Note: Permits under a general permit are site specific. If a change in site location has occurred,this NOC is not attainable.) 0 General Characteristics relating to the regulated activity. 1. �OPERATOR LE a. What is the NEW active Legal Name with TX SOS or on other legal document? New Legal Name: b. What is the TX SOS Filing Number for us to confirm this official name change? (This is only applicable to Limited Partnership or Corporations.) 2. ADDRESS&CONTACT INFORMATION'CHANGE" a. What mailing address and/or contact information has changed? (check one or more as applicable) Operator for permit correspondence Q Site(RE)Mailing Address and contact information is Billing address/contact for Receiving Annual Fee D Reporting address/contact for Receiving Discharge Monitoring Statement Reports(DMRs) b. If you selected more than one,is the information to be updated the same for each selection? Yes—Provide the updated information in the fields below. No— Attachment 1 of the NOC is attached to this form,to provide the different addresses. ATTN or C/O: Address: Suite No./Bldg.No./Mail Code: City: State: ZIP Code: cop\ Country Mailing Information(if outside USA). Country Code: Postal Code: Phone No.: ( ) Ext: Fax No.: ( ) E-Mail: TCEQ-20391 (07/13/2007) Page 1 3. REGULATED ENTITY(RE) SITE INFORMATION CORRECTION a. Is this a change to the location of the permitted activity? DYes- this requested change will not be processed since the authorizations are site specific. QNo—go to next question. b. New or Corrected Name of Project or Site : c. Updated Physical Address(new 911 address): Street Number: Street Name: Bldg/Ste No. City: ZIP Code: County(Counties if>1): d. Update or Corrected location access description,if no physical address(Street Number&Street Name): e. Corrected Latitude: N Corrected Longitude: W 4. CHANGE IN CHARACTERISTICS PROVIDED ON ORIGINAL FORM „ Identify the specific change and provide the updated information. If an attachment is need,please reference it below. C. APPLICATION CONTACT s _ If TCEQ needs additional information regarding this application,who should be contacted? 1. Name: Title: Company: 2.Phone No.: ( ) Ext: Fax No.: ( ) E-Mail: D.',CERTIFICATION',. Operator Certification: Typed or printed name(REQUIRED) Title(REQUIRED) 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. I am aware there are significant penalties for submitting false information,including the possibility of fine and imprisonment for knowing violations. I further certify that I am authorized under 30 Texas Administrative Code§305.44 to sign and submit this document,and can provide documentation in proof of such authorization upon request. Signature: Date: (Use blue ink) (REQUIRED) (REQUIRED) TCEQ-20391 (07/13/2007) Page 2 Attachment 1 to a NOC Form for Providing Different Address & Contact Information Related to a Specific Permit under General Permit TXR150000 What is the Permit No.? TXR15 (REQUIRED) ADDITIONAL ADDRESS&CONTACT INFORMATION Fill in the changes as applicable. Incomplete and invalid addresses will not be used. Verify mailing addresses at USPS.com. Operator ATTN or C/O: Address: Suite No./Bldg.No./Mail Code: City: State: ZIP Code: Country Mailing Information(if outside USA). Country Code: Postal Code: Phone No.: ( ) Ext: Fax No.: ( ) E-Mail: Billing Address for Receiving Annual Fee Statement ATTN or C/O: Address: Suite No./Bldg.No./Mail Code: City: State: ZIP Code: Country Mailing Information(if outside USA). Country Code: Postal Code: Phone No.: ( ) Ext: Fax No.: ( ) E-Mail: Site(RE)Mailing Address ATTN or C/O: elk\ Address: Suite No./Bidg.No./Mail Code: City: State: ZIP Code: Country Mailing Information(if outside USA). Country Code: Postal Code: Phone No.: ( ) Ext: Fax No.: ( ) E-Mail: TCEQ-20391 NOC Attachment 1 (07/13/2007) Page 1 Notice of Change (NOC) to an Authorization for Stormwater Discharges (''. Associated with Construction Activity under TPDES. General Permit (TXR150000) General Information and Instructions GENERAL INFORMATION Where to Send the Notice of Change(NOC): BY REGULAR U.S.MAIL BY OVERNIGHT/EXPRESS MAIL Texas Commission on Environmental Quality Texas Commission on Environmental Quality Stormwater Processing Center (MC228) ' • Stormwater Processing Center (MC228) P.O.Box 13087 _ _ 12100 Park 35 Circle - Austin,TX 78711-3087 - -Austin,TX 78753 TCEQ Contact list: Application Processing Questions relating to the status and form requirements: 512/239-3700 or-email swpermit@tceq.texas.gov Technical Questions relating to the general permit: 512/239-4671 - - Environmental Law Division: 512/239-0600 • Records Management for obtaining copies of forms submitted to TCEQ:. 512/239-0900 Information Services for obtaining reports from program data bases(as available):512/239-DATA (3282)• . Financial Administration's Cashier's office: 512/239-0357 or 512/239-0187 Notice of Change Process: When your NOC is received by the program,the form will be processed as follows: 1. Administrative Review: The form will be reviewed to ensure the request is from the permittee(operator)on the authorization,the permit is active and initial coverage was acknowledged. Each item on the form will be reviewed for a complete response that qualifies for a NOC.In addition,the operator's legal name change must be verified with Texas Secretary of State(if applicable). The address(s)on the form must be verified with the US • Postal service as an address receiving regular mail delivery.Never give an ovemight/express mailing address. If an item is incomplete or not verifiable as indicated above,the operator may be notified by letter,phone call or email. In some instances as noted at the beginning of the form,the request may simply be returned. - • 2. NOC Confirmation: An updated Acknowledgment Certificate will be mailed to the operator only if the NOC is to change information provided on the acknowledgment certificate. The original coverage effective date will not change. General Permit(Your Permit) You may view and print your general permit on the TCEQ web site www.tceq.texas.goy. • Enter the general permit number as the key word in the search box to locate the specific web page. General Permit Forms ' The Notice of Intent(NOI),Notice of Termination(NOT),and Notice of Change(NOC)with instructions are available in Adobe Acrobat PDF format on the TCEQ web site wwv.tceq.texas.gov. - Change in Operator - - " An authorization under the general permit is not transferable. If the operator of the regulated entity changes,the present permittee must submit a Notice of Termination and the new operator must submit a Notice of Intent. The NOI must be submitted not later than 10 days prior to the change in Operator status. Note that the NOT is effective on the postmarked date.It may be necessary to not terminate the existing permit until coverage by the new entity is confirmed. TCEQ Central Registry Core Data Form " The Core Data Form has been incorporated into this form. Do'not send a core data-form to TCEQ. You can find the information on the Central Registry web site atwww 12.tceq.texas.gob/crnub/. You can search by the Regulated Entity(RN),Customer Number(CN)or Name(Permittee),or by your permit number under the search field labeled "Additional-ID". The Customer(Permittee)is responsible for providing consistent information to the TCEQ,and for updating all CN and RN data for all associated authorizations as changes occur. For General Permits,a Notice of Change form must be submitted to the program area for approval to update the CN and RN data in central registry. TCEQ-20391 NOC Instructions (07/13/2007) Page 1 INSTRUCTIONS FOR FILLING OUT THE NOC FORM A.Applicant Information (Operator) 1. Provide the current permittee(s)full legal name as on the permit. b. Provide the TCEQ Issued Customer Number(CN)for the entity. Go to bttp://wwlvl2.tceq.texas.gov/crpub./to locate your CN. If the name(s)provided do not match the current permittee name(s),this form will be returned. It is the responsibility of the permittee(s)to comply with the general permit. Note: If a change is being made to the CN and the CN has other TCEQ authorization types,it is the entity's responsibility to update those authorizations at the same time. If an authorization has been cancelled or terminated,the name can not be changed on the permit. Because of this,a new CN may be issued for the new name. 2. Provide the TCEQ Issued Regulated Entity number assigned for this permitted activity. Go to http://www12.tceq.texas.gov/crpub/ to locate your CN. If the site has changed or the information provided indicates a new location,this form will be returned. It is the responsibility of the(permittees)to comply with the general permit. •B. REQUESTED CHANGE TO PERMITTED INFORMATION Check one or more of the available options indicating the information in the form that is to be updated. Provide the updated information in Section 1 for Legal Name Change, Section 2 for Address&Contact Information Change,Section 3 for Regulated Entity Site Information Change,or Section 4 for General Characteristics Change,as applicable. 1.LEGAL NAME CHANGE Provide the new legal name. If the entity is a Limited Partnership or Corporation,the name change must be verifiable with Texas Secretary of State. The TX SOS filing number must be provided to verify only a name change occurred. You may contact the SOS at 512/463-5555,for more information related to filing in Texas. If filed in the county where doing business,provide a copy of the legal documents showing the legal name change. Legal name changes of a Corporation and Limited Partnership will be verified with Texas Secretary of State. If the entity is filed as a new entity with a new filing number,then the change cannot be made through a NOC. The permits are not transferable. If the operator changes,the old entity must terminate their permit and the new entity must submit a form for a new permit. 2.ADDRESS&CONTACT INFORMATION CHANGE Indicate the type of address and contact information that has changed from the original NOI or last NOC submitted to TCEQ. If the address and/or contact information is the same for all types,then check each type and enter the information in the fields on the form. If some types have different information,then use the NOC ATTACHMENT 1. The permit number MUST be written on ATTACHMENT 1 to indicate it is a part of the NOC form for the permit being updated. The updates cannot be made without reference to the submitted NOC form. Mailing Address The address MUST BE verifiable with the US Postal Service at www.usps.com.,for regular mail delivery(not overnight express mail). If you find that the address is not verifiable using the USPS web search,please indicate the address is used by the USPS for regular mail delivery. Failure to provide a valid mailing address will delay or prohibit us from updating the permit. Please note that address updates relating to a general permit authorization can ONLY be made through a Notice of Change. Address changes submitted through any other form can not be processed. 3. REGULATED ENTITY(RE)SITE INFORMATION CORRECTION The NOC form is only for use to update or correct information submitted on the original application or last NOC for the authorization. The authorization under a general permit is site specific. If this change is related to a new location,a Notice of Change is not attainable. Provide the updated site name,updated site addresses,and/or corrected latitude and longitude,as applicable to your NOC request. A new physical address for an existing location is usually the result of a newly assigned 911 address for emergencies. If providing a corrected latitude and longitude,enter the latitude and longitude of the site in either degrees,minutes,and seconds or decimal form.For help obtaining the latitude and longitude,go to: www.tceq.state.tx.us/gis/drgview.html or www.terraserver.microsoft.com/advfind.aspx. 4.GENERAL CHARACTERISTIC Indicate the change to information originally supplied. For example if the number of acreas of area disturbed has changed,then state:"The number acres of area disturbed has increase to 40 acres." C.Application Contact Provide the name,title and communication information of the person that TCEQ can contact for additional information regarding this application. TCEQ-20391 NOC Instructions (07/13/2007) Page 2 D. CERTIFICATIONS The certification must bear an original signature of a person meeting the signatory requirements specified under 30 Texas Administrative Code(TAC) CifiN^%1 §305.44. IF YOU ARE A CORPORATION: The regulation that controls who may sign an N 01 or similar form is 30 Texas Administrative Code§305.44(a)(1)(see below). A ccording to this code provision,any corporate representative may sign an NOI or similar form so long as the authority to sign such a document has been delegated to that person in accordance with corporate pro cedures. B y signing the NOI or si milar form,you are certifying that such authority has been deleg ated to you. The TCEQ may request documentation evidencing such authority. IF YOU ARE A MUNICIPALITY OR OTHER GOVERNMENT ENTITY: The regulation that controls who may sign an N 01 or similar form is 30 Texas Administrative Code§305.44(a)(3)(see below). According to this code provision,only a ranking elected official or principal executive officer may sign an NOI or similar form. Persons s uch as the City Mayor or County Commissioner will be considered ranking elected officials. In order to identify the principal executive officer of your government entity,it may be beneficial to consult your city charter,county or city ordinances,or the Texas statute(s)under which your government entity was formed.An NOI or similar document that is signed b y a governm ent official who is not a rankin g elected official or princip al executive officer d oes not conform to §305.44(a)(3).The signatory requirement may not be delegated to a government representative other than those identified in the regulation.By signing the NOI or similar form,you are certifying that you are either a ranking elected official or principal executive officer as required by the administrative code. Documentation demonstrating your position as a ranking elected official or principal executive officer may be requested by the TCEQ. If you have any questions or need addition al information concerning the signatory requirements discussed above,please contact the Texas Commission on Environmental Quality's Environmental Law Division at 512/239-0600. 30 Texas Administrative Code §305.44. Signatories to Applications. (a) All applications shall be signed as follows. (1) For a corporation,the application shall be signed by a responsible corporate officer. For purposes of this paragraph,a responsible corporate officer means a pres ident,secretary, treasurer,or v ice-president of the corpor ation in charge of a pr incipal business function,or any other person who performs si milar policy or decisi on-making functions for the corpor ation;or the manager of one or more manufacturin g,production,or operating facili ties em ploying m ore than 250 persons or having gross annual sales or expend itures exceeding $25 million(in sec ond-quarter 1980 dollars),if authority to sign docu ments has been assigned or de legated to the manager in accordance with corporate procedures. Corporate pro cedures governing authority to sign permit or post-closure order applicati ons may provide for assignment or delegation to applicable corporate positions rather • than to specific individuals. (2) For a partnership or sole proprietorship,the application shall be signed by a general partner or the proprietor,respectively. (3) For a municipality,state,federal,or other public agency,the application shall be signed by either a principal executive officer or a ranking elected official. For purposes of this paragraph,a principal executive officer of a federal agency includes the chief executive officer of the agency,or a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency(e.g.,regional administrator of the EPA). TCEQ-20391 NOC Instructions (07/13/2007) Page 3 Notice of Termination (NOT) TCEQ Office Use Only �, — Permit No.: m`` for Authorizations under RN: `r, TPDES General Permit TXR150000 CN: TCEQ Sign up now for on line NOT.at https://www6 teeq.texas.gov/steers/ y ° Get your NOT Confirmation letter immediately;after submitting the on line NOT form-- _ What is the permit number to be terminated? Processing will be delayed without the permit number. TXR15 A. OPERATOR(applicant) ° 1. What is the Customer Number(CN)issued to this entity? CN 2. What is the full Legal Name of the current permittee? This must be the current permittee of the permit to be terminated. 3. What is the applicant's mailing address as recognized by the US Postal Service? Address: Suite No./Bldg.No./Mail Code: City: State: ZIP Code: Country Mailing Information(if outside USA). Country Code: Postal Code: 4. Phone No.: ( ) Extension: 5. Fax No.: ( ) E-mail Address: 13. = . a REGULATED ENTITY(RE)INFORMATION ON PROJECT OR SITE 1. What is the TCEQ Issued RE Reference Number(RN)? RN 2. Name of Project or Site as currently permitted): Ci."`,(example:phase and name of subdivision or name of project that's unique to the site) 3. Physical Address of Project or Site as currently permitted: (enter in spaces below) Street Number: Street Name: City: ZIP Code: County(Counties if>1): 4. If no physical address(Street Number&Street Name),provide the written location access description to the site: :C. REASON FOR TERMINATION _ -°° - Check the reason for termination: 0 Final stabilization has been achieved on all portions of the site that are the responsibility of the Operator and all silt fences and other temporary erosion controls have either been removed,or scheduled for removal as defined in the SWP3. O Another permitted Operator has assumed control over all areas of the site that have not been finally stabilized,and temporary erosion controls that have been defined in the SWP3 have been transferred to the new Operator. O The activity is now authorized under an alternate TPDES permit. O The activity never began at this site that is regulated under the general permit. D.CERTIFIC-;ATION' _° I, Typed or printed name Title 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. I am aware there are significant penalties for submitting false information,including the possibility of fine and imprisonment for knowing violations. I further certify that I am authorized under 30 Texas Administrative Code§305.44 to sign and submit this document,and can provide documentation in roof of such authorization upon request. ) Signature: Date: (Use blue ink) TCEQ-20023(02/06/2007) Page 1 • Notice-of Termination (NOT) for Authorizations under TPDES General Permit TXR150000 General Information and Instructions GENERAL INFORMATION Where to Send the Notice of Intent(NOI): BY REGULAR U.S.MAIL BY OVERNIGHT/EXPRESS MAIL Texas Commission on Environmental Quality Texas Commission on Environmental Quality Stormwater Processing Center(MC228) Stormwater Processing Center(MC228) P.O.Box 13087 12100 Park 35 Circle Austin,TX 78711-3087 Austin,TX 78753 TCEQ Contact list: . Application Processing Questions relating to the status and form requirements: 512/239-3700 or swpermit@tceq.texas.gov Technical Questions relating to the general permit: , 512/239-4671 Environmental Law Division: 512/239-0600 Records Management for obtaining copies of forms submitted to TCEQ: 512/239-0900 Information Services for obtaining reports from program data bases(as available): 512/239-DATA(3282) Financial Administration's Cashier's office: 512/239-0357 or 512/239-0187 Notice of Termination Process: A Notice of Termination is effective on the date postmarked for delivery to TCEQ. When your NOT is received by the program,the form will be processed as follows: 1. Administrative Review: The form will be reviewed to confirm the following: • co.,,, • the permit number is provided • the permit is active and has been approved • the entity terminating the permit is the current permittee • the site information matches the original permit record - . • the form has the required original signature with.title and date 2. Notice of Deficiency: If an item is incomplete or not verifiable as indicated above,a phone call will be made to the applicant to clear the deficiency. A letter will not be sent to the permittee if unable to process the form. 3. Confirmation of Termination: A Notice of Termination Confirmation letter will lie mailed to the operator. General Permit(Your Permit) Coverage under the general permit begins 48 hours after a completed NOI is postmarked for delivery to the TCEQ. You should have a copy of your general permit when submitting your application. You may view and print your permit for which you are seeking coverage,on the TCEQ web site www.tceq.texas.gov - General Permit Forms The Notice of Intent(NOI),Notice of Termination(NOT),and Notice of Change(NOC)with instructions are available in Adobe Acrobat PDF format on the TCEQ web site www.tceq.texas.gov. Change in Operator An authorization under the general permit is not transferable. If the operator or owner of the regulated entity changes,the present permittee must submit a Notice of Termination and the new operator must submit a Notice of Intent. The NOT and NOI must be submitted not later than 10 days prior to the change in Operator status. TCEQ Central Registry Core Data Form The Core Data Form has been incorporated into this form. Do not send a core data form to TCEQ. After final acknowledgment of coverage under the general permit,the program will assign a Customer Number(CN)and Regulated Entity Number(RN). For Construction Permits,a new RN will be assigned for each Notice of Intent filed with TCEQ,since construction project sites can overlap with other Customers. The RN assigned to your construction project will not be assigned to any other TCEQ authorization. You can find the information on the Central Registry web site at www 12.tccq.texas.gov/crpub/. You can search by the Regulated Entity(RN),Customer Number(CN)or Name(Perriittee),or by your permit number under the search field labeled "Additional ID". Capitalize all letters in the permit number. (01 TCEQ-20023 Instructions(02/06/2007) Page 1 The Customer(Permittee)is responsible for providing consistent information to the TCEQ,and for updating all CN and RN data for all authorzations as changes occur. For General Permits,a Notice of Change form must be submitted to the program area. Annual Water Quality Fee: This fee is assessed to operators with an active authorization under the general permit on September 1 of each year. operator will receive an invoice for payment of the annual fee in November of each year. The payment will be due 30 days from the invoice date. A 5% penalty will be assessed if the payment is received by TCEQ after the due date. Annual fee assessments cannot be waived as long as the authorization under the general permit is active on September 1. It's important for the operator to submit a Notice of Termination(NOT)when coverage under the general permit is no longer required.A NOT is effective on the postmarked date of mailing the form to TCEQ. It is recommended that the NOT be mailed using a method that documents the date mailed and received by TCEQ. •Mailed Payments: You must return your payment with the billing coupon provided with the billing statement. • ePAY Electronic Payment: Go to www6.tceq.texas.gov/enay/ You must enter your account number provided at the top portion of your billing statement. Payment methods include Mastercard,Visa,and electronic check payment(ACH). A transaction over$500 can only be made by ACH. INSTRUCTIONS FOR FILLING OUT THE NOT FORM A.OPERATOR(current permittee.) 1.TCEQ Issued Customer Number(CN) 2. Legal Name of Operator The operator must be the same entity as previously submitted on the original Notice of Intent for the permit number provided. 3.Operator Mailing Address Provide a complete mailing address for receiving mail from the TCEQ. Update the address if different than previously submitted in the Notice of Intent or Notice of Change. 4.Phone Number,Fax Number,and E-mail Address Provide updated contact information. B.REGULATED ENTITY(RE)INFORMATION ON PROJECT OR SITE 1.Regulated Entity Reference Number(RN) 2.Site/Project Name/Regulated Entity Provide the name of the site as previously submitted in the Notice of Intent for the permit number provided. 3.Site/Project(RE)Physical Address Provide the physical address or location access description as previously submitted for the permit number provided. C. REASON FOR TERMINATION Indicate the reason for terminating the permit by checking one of the options. If the reason is not listed then provide an attachment that explains the reason for termination. Please read your general permit carefully to determine when to terminate your permit. Permits will not be reactivated after submitting a termination form. The termination is effective on the date postmarked for delivery to TCEQ. D. CERTIFICATIONS. The certification must bear an original signature of a person meeting the signatory requirements specified under 30 Texas Administrative Code(TAC) §305.44. IF YOU ARE A CORPORATION: The regulation that contro Is who may sign an NOI or similar form is 30 Texas Administrativ e Code§305.44(a)(1)(see below). According to this code provision,any corporate representative may sign an NOI or similar form so long as the authority to sign such a document has been delegated to that person in accordance with corporate procedures. B y signing the NOI or similar form,you are certifying that such authority has been delegated to you. The TCEQ may request documentation evidencing such authority. IF YOU ARE A MUNICIPALITY OR OTHER GOVERNMENT ENTITY: The regulation that controls who may sign an N OI or similar form is 30 Texas Administrativ e Code§305.44(a)(3)(see below). According to this code provision,only a ranking elected official or principal executive officer may sign an NOI or similar form. Persons such as the City Mayor or County Commissioner will be considered ranking elected officials. In order to identify the principal executive officer of your government entity,it be beneficial to consult your city charter,county or city ordinances,or the Texas statute(s)under which your government entity was formed.An N( similar document that is signed by a government official who is not a ranking elected official or principal executive officer does not conform to TCEQ-20023 Instructions(02/06/2007) Page 2 §305.44(a)(3).The signatory requirement may not be delegated to a government representative other than those identified in the regulation.By signing the NOI or similar form,you are certifying that you are either a ranking elected official or principal executive officer as required by the administrative code. Documentation demonstrating your position as a ranking elected official or principal executive officer may be requested by the TCEQ. If you have any questions or need addition al information concerning the signatory requirements discussed above,please contact the Texas Commission on Environmental Quality's Environmental Law Division at 512/239-0600. 30 Texas Administrative Code §305.44. Signatories to Applications. (a) All applications shall be signed as follows. (1) For a corporation,the application shall be signed by a responsible corporate officer. For purposes of this paragraph,a responsible corporate officer means a president,s ecretary, treasurer,or v ice-president of the corpor ation in charge of a principal business function,or any other person who performs similar policy or decision-making functions for the corporation;or the manager of one or more manufacturing,production,or operating facilities employing more than 250 persons or having gross annual sales or expenditures exceeding$25 million(in second-quarter 1980 dollars),if authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures. Corporate procedures governing authority to sign permit or post-closure order applications may provide for assignment or delegation to applicable corporate positions rather than to specific individuals. (2) For a partnership or sole proprietorship,the application shall be signed by a general partner or the proprietor,respectively. (3) For a municipality,state,federal,or other public agency,the application shall be signed by either a principal executive officer or a ranking elected official. For purposes of this paragraph,a principal executive officer of a federal agency includes the chief executive officer of the agency,or a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency(e.g.,regional administrator of the EPA). (11."' TCEQ-20023 Instructions(02/06/2007) Page 3 • Nuir NNW (41.11.\1 %aim IOW • SMALL CONSTRUCTION SITE NOTICE FOR THE Texas Commission on Environmental Quality(TCEQ) Stormwater Program . TPDES GENERAL PERMIT TXR150000 The following information is posted in compliance with Part II.E.2. of the TCEQ General Permit Number TXR150000_for discharges Of stormwater runoff from small construction sites. Additional information regarding the TCEQ stormwater permit program may be found On the intemet at: http://www.tceq.state.tx.us/nav/perinits/wq construction.httnl • Operator Name: Contact Name and Phone Number: • C/111‘,. Project Description: Physical address or description of the site's location, estimated start date and projected end date, or date that disturbed- soils will be stabilized • Location of Stormwater Pollution Prevention Plan: • For Small Construction Activities Authorized Under Part II.E.2. (Obtaining Authorization to Discharge) the following certification must be completed: I (Typed or Printed Name Person Completing This Certification)certify under penalty of law that I have read and understand the eligibility requirements for claiming an authorization under Part II.E.2. of TPDES General Permit TXR150000-and agree to comply with the terms of this permit. A stormwater pollution prevention plan has been developed and will be implemented prior to construction, according to permit requirements. A copy of this signed notice is supplied to the operator of the MS4 if discharges enter an MS4. I am aware there are significant penalties for providing false information or for conducting unauthorized discharges,including the possibility of fine and imprisonment for knowing violations. • Signature and Title Date Date Notice Removed MS4 operator notified per Part II.F.3. �r smor AIM IMO 'CM LARGE CONSTRUCTION SITE NOTICE FOR THE Texas Commission on Environmental Quality(TCEQ) Stormwater Program TPDES GENERAL PERMIT TXR150000 "SECONDARY OPERATOR "NOTICE This notice applies to secondary operators of construction sites operating under Part II.E.3. of the TPDES General Permit Number TXR150000 for discharges of stormwater runoff from construction sites equal to or greater than five acres, including the larger common plan of development. The information on this notice is required in Part III.D.2. of the general permit. Additional information regarding the TCEQ stormwater permit program may be found on the internet at: http://www.tceq.state.tx.us/nav/permits/wq construction.html Site-Specific TPDES Authorization Number: Operator Name: Contact Name and Phone Number: Project Description: Physical address or description of the site's location, and estimated start date and projected end date, or date that disturbed soils will be stabilized. Location of Stormwater Pollution Prevention Plan(SWP3): For Large Construction Activities Authorized Under Part II.E.3. (Obtaining Authorization to Discharge) the following certification must be completed: I (Typed or Printed Name Person Completing This Certification)certify under penalty of law that I have read and understand the eligibility requirements for claiming an authorization under Part II.E.3. of TPDES General Permit TXR150000 and agree to comply with the terms of this permit. A stormwater pollution prevention plan has been developed and will be implemented prior to construction, according to permit requirements. A copy of this signed notice is supplied to the operator of the MS4 if discharges enter an MS4. I am aware there are significant penalties for providing false information or for conducting unauthorized discharges, including the possibility of fine and imprisonment for knowing violations. Signature and Title Date Date Notice Removed MS4 operator notified per Part II.F.3. Mir MEIN uriri � *54 LARGE CONSTRUCTION SITE NOTICE FOR THE Texas Commission on Environmental Quality(TCEQ) Stormwater Program TPDES GENERAL PERMIT TXR150000 "PRIMARY OPERATOR"NOTICE This notice applies to construction sites operating under Part II.E.3. of the TPDES General Permit Number TXR150000 for discharges of stormwater runoff from construction sites equal to or greater than five acres, including the larger common plan of development. The information on this notice is required in Part III.D.2. of the general permit. Additional information regarding .the TCEQ stormwater permit program may be found on_the_internet at: - http:://www.tceq.state.tx.us/nav/permits/wq construction.html Site-Specific TPDES Authorization Number: Operator Name: Contact Name and Phone Number: Project Description: Physical address or description of the site's location, and estimated start date and projected end _ date, or date that disturbed soils will be stabilized Location of Stormwater Pollution Prevention Plan: — immr SMALL CONSTRUCTION SITE NOTICE: LOW POTENTIAL FOR EROSION FOR THE Texas Commission on Environmental Quality(TCEQ) Stormwater Program TPDES GENERAL PERMIT TXR150000 The following information is posted in compliance with Part II.E.1. of the TCEQ General Permit Number TXR150000 for discharges of stormwater runoff from small construction sites automatically authorized based on low rainfall erosivity. Additional information regarding the TCEQ stormwater permit program may be found on the internet at: http://www.tceq.state.tx.us/nav/per nits/wq_construction.html Operator Name: I Contact Name and Phone Number: Project Description: (Physical address or description of the site's location, estimated start date and projected end date,or date that disturbed soils will be stabilized) For Small Construction Sites Authorized Under Part II.E.1., the following certification must be completed: I (Typed or Printed Name Person Completing This Certification)certify under penalty of law that I have read and understand the eligibility requirements for claiming an automatic authorization based on low rainfall erosivity under Part II.E.1. of TPDES General Permit TXR150000 and agree to comply with the terms of this permit. Construction activities at this site shall occur within a time period listed in Appendix A of the TPDES general permit for this county, that period beginning on and ending on . I understand that if construction activities continue past this period, all stormwater runoff must be authorized under a separate provision of the general permit.A copy of this signed notice is supplied to the operator of the MS4 if discharges enter an MS4. I am aware there are significant penalties for providing false information or for conducting unauthorized discharges, including the possibility of fine and imprisonment for knowing violations. Signature and Title Date ,. I Date Notice Removed MS4 operator notified per Part II.F.3. 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 Descriptions of measures and practices, in response to TPDES General Permit TXR 150000, which shall be used on the Work to eliminate or significantly minimize pollutants in discharges into Surface Water in the State by controlling erosion and sediments at their source. B : References to Technical Specifications: 1. Section 01550—Stabilized Construction Exit 2. Section 01562—Waste Material Disposal 3. Section 01500—Temporary Facilities and Controls C Definitions: 1. Potential Water Pollutant- any substance that could potentially alter the physical, thermal, chemical, or biological quality of the Surface Water in the State,rendering the water harmful, detrimental, or injurious to humans, (411*\ animal life, vegetation, or property, or to public health, safety or welfare, or impairs the usefulness or the public enjoyment of the water for any lawful or reasonable purpose. 1.02 MEAUSREMENT AND PAYMENT A Unless indicated as a.Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 2.0 PRODUCTS - Not Used 3.0 EXECUTION 3.01 PREPARATION AND INSTALLATION A Contractor shall conduct all construction operations under this Contract in conformance with the erosion control practices described in the Plans and this Technical Specification. B Erosion and sediment control measures shall be in place prior to the start of any Work that exposes the soil, other than as specifically directed by the Engineer_to allow soil testing and surveying. C The Contractor shall install, maintain, and inspect erosion and sediment control measures and practices that operate effectively and as specified in the Plans and in this or other Technical Specifications. 07/2006 01566- 1 of 5 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION D Equipment and vehicles shall be prohibited by the Contractor from maneuvering on areas outside of the limits of construction or dedicated rights-of-way and easements. Damage caused by construction traffic to erosion and sediment control systems shall be repaired immediately by the Contractor. E The Contractor shall be responsible for collecting, storing, hauling, and disposing of spoil, silt, waste materials, and contaminated material resulting from erosion and sediment control measures as specified in this or other Technical Specifications and in compliance with applicable federal, state, and local rules and regulations. 3.02 EXPOSED SOIL A When soil is exposed as a result of clearing,grading,excavating,stockpiling,or other soil disturbing activities, the Contractor shall implement measures to effectively control erosion and prevent the escape of sediments from the Project Site. B Control measures may include the following practices: 1. Preserve existing vegetation to the extent possible. 2. Construct drainage swales, berms, or sediment basins. 3. Maintain grades to minimize the velocity of sheet flow over disturbed areas and promote evaporation and infiltration of storm water directly into the ground. 4. Install filter fabric fences or barriers, sediment traps, seepage basins, gabions, or storm drain inlet protection devices. 5. Utilize vegetative buffer strips, mulching, or riprap C When the placement of topsoil,bank sand, or other soil material is specified, after an area has been brought to grade and immediately prior to placement, loosen the subgrade discing or by scarifying to a depth of at least 2 inches to permit bonding to the subsoil. D When all soil disturbing activities have been completed, establish a perennial vegetative cover on all areas that are not paved, covered by permanent structures, or otherwise permanently stabilized. 3.03 DUST CONTROL A Implement control measures to minimize 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 measures: 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. 07/2006 01566-2 of 5 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION 5. Barriers using solid board fences, burlap fences, crate walls, bales of hay, or similar materials. C Implement dust control measures immediately whenever dust can be observed blowing on the Project Site. 3.04 DEMOLITION AREAS A Demolition activities which create large amounts of dust with significant concentrations of heavy metals or other potential water pollutants shall use methods described in this Section,3.03"Dust Control",to limit transport of airborne pollutants. However, water or slurry used to control dust contaminated with heavy metals or potential water pollutants shall be retained on the Project Site and shall not be allowed to run directly into watercourses or storm water conveyance systems by the appropriate use of control measures described in this Section. Methods of ultimate disposal of these materials shall be carried out in accordance with applicable local, state, and federal health and safety regulations. 3.05 SEDIMENT TRACKING A Minimize off-site tracking of sediments and the generation of dust by construction vehicles, keeping the streets clean or construction debris and mud, by implementing one or more of the following control measures: 1. Restrict all ingress and egress to stabilized construction exits. 2. Stabilize areas used for staging,parking, storage or disposal. 3. Stabilize on-site vehicle transportation routes. 4. Remove mud and other debris, washing if necessary, from vehicles prior to entrance onto public roadways from the Project Site. 5. Maintain grade to minimize the occurrence of mud on the Project Site. B Construct stabilized construction areas under the provisions of Section 01550 — Stabilized Construction Exists. _ C In addition to Stabilized Construction Exits shovel or sweep the pavement to the extent necessary to keep the street clean. Water-hosing or sweeping of debris and mud off of the street into adjacent areas is not allowed. 3.06 EQUIPMENT MAINTENANCE AND REPAIR A Control equipment maintenance and repair so that oils,gasoline,grease,solvents,and other potential water pollutants cannot be washed directly into receiving streams or storm water conveyance systems. B . Control measures may include the following practices: 1. Confine maintenance and repair of construction machinery and equipment { • to areas specifically designated for that purpose. 2. Provide these areas with adequate waste disposal receptacles for liquid as well as solid waste. 07/2006 01566-3 of 5 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION 3. Clean and inspect maintenance and repair areas daily. 4. Stabilize the area with coarse aggregate. 5. Maintain grade to prevent surface water from flowing over the area. 6. Place plastic matting,packed clay, tar paper, or other impervious material to prevent contamination of soil in the area. 7. Isolate areas of contaminated soil or other materials to facilitate proper removal and disposal. C Where effective control measures are not feasible,equipment shall be taken off-site for maintenance and repair. 3.07 WASTE COLLECTION AND DISPOSAL A Conduct operations in conformance with the plan provided in Section 01562—Waste Material Disposal and utilize such control measures,described in this Section,as may be necessary to eliminate or significantly reduce the discharge of possible water pollutants from the Project Site as a result of waste collection and disposal. 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. 3.08 WASHING AREAS A Vehicles such as concrete delivery 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. Preventative measures may include the following practices: 1. Designate special areas for washing vehicles. 2. 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. 3. Beneath wash areas construct a gravel or rock base to minimize mud production. B Construct washing areas under the provisions of Section 01550 — Stabilized Construction Exists. 3.09 STORAGE AND USAGE OF POTENTIAL WATER POLLUTANTS A Store and use potential water pollutants such as pesticides,fertilizers, distillate fuels, lubricants, solvents, cements, paints, acids, caustics, and other toxic substances in accordance with manufacturers' guidelines, Material Safety Data Sheets, and with local, state, and federal regulations. 07/2006 01566-4 of 5 CITY OF PEARLAND SOURCE CONTROLS FOR EROSION AND SEDIMENTATION ' B Isolate these substances in areas where they are to be stored,opened or used such that they will not cause pollution of runoff from the Project Site. Preventative measures may include the following practices: 1. Stabilize the area with coarse aggregate. 2. Store containers on raised platforms. 3. Place plastic matting,packed clay, tar paper, or other impervious material to prevent contamination of soil in the area. 4. Provide protective cover or weather proof enclosure. 5. Minimize accidental spillage. 6. Keep containers tightly closed. 7. Periodically inspect containers for leakage. 8. Maintain grade to prevent surface water from flowing over the area. 9. Provide berms, filter fabric fences or barriers, or sediment basins. 10. Designate washing areas for containers and other items that have come in contact with potential water pollutants. C Avoid overuse of substances such as pesticides and fertilizers which could produce contaminated runoff. 3.10 SANITARY FACILITIES A Provide the Project Site with adequate portable toilets for workers in accordance with Section 01500—Temporary Facilities and Controls,and applicable health regulations. B Control areas where sanitary facilities are located so that sewage or chemicals will not be washed directly into receiving streams or storm water conveyance systems by using one or more of the following measures. 1. Inspect the facilities daily. 2. Service the facilities as often as necessary to maintain cleanliness and prevent overflows. 3. Stabilize the area with coarse aggregate 4. Maintain grade to prevent surface water from flowing over the area END OF SECTION 07/2006 01566-5 of 5 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 excavation of utilities, excavation of structures, and embankment which fall under provisions of federal, state, or local excavation safety laws. C. References to Technical Specifications: 1. Section 01200—Measurement&Payment Procedures 2. Section 01350—Submittals D. Referenced Standards: 1. Occupational Safety and Health Administration (OSHA) E. Definitions: 1. Trench. 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. 2. 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. 3. 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. 5/2013 01570- 1 of 5 CITY OF PEARLAND TRENCH SAFETY SYSTEM a. Protective System: A method of protecting employees from cave-ins, from material that could fall or roll from an excavation face or into an .I excavation, or from the collapse of an adjacent structure. b. Shoring System: A structure, which supports the sides of an excavation, to prevent cave-ins, maintain stable soil conditions, or to prevent movements of the ground affecting adjacent installations or improvements. c. Special Shoring: A shoring system meeting Special Shoring Requirements for locations identified on the Plans. 4. Competent Person- one who is capable of identifying existing and predictable hazards in the surroundings or working conditions which are unsanitary, hazardous, or dangerous to employees, and who has authorization to take prompt corrective measures to eliminate them. 1.02 MEASUREMENT AND PAYMENT A. Measurement for trench safety systems used on utility excavations is on a linear foot basis, measured along the centerline of the trench. Payment for trench safety systems includes payment for manholes and other line structures. B. Unless indicated in as a Bid Item,no separate payment will be made for shoring systems under this Section. Include cost in Bid Items for trench safety systems. C. If shown on the Plans and included in Section 00300—Bid Proposal as a separate Bid Item, Measurement and Payment for Special Shoring system installation for trench excavation is on a square foot basis, measured and completed in place. D. Unless indicated as a Bid Item, no separate payment will be made for trench safety systems used on structural excavations under this Section. Include cost for trench safety system used on structural excavations in applicable structure installation. E. Unless indicated as a Bid Item, no separate payment will be made for trench safety systems used on roadway excavation or embankment under this Section. Include cost in applicable Sections. F. Refer to Section 01200—Measurement&Payment Procedures. 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B. Submit a safety plan specifically for the construction of trench excavation, excavation of utilities, excavation of structures, and embankment which fall under provisions of 5/2013 01570-2 of 5 CITY OF PEARLAND TRENCH SAFETY SYSTEM CH",„ federal, state, or local excavation safety laws. Design the Trench Safety Plan to be in accordance with OSHA Standards - 29CFR 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 Plans. Include in the plan, submittal of the contact information for the Competent Person. C. Have Shop Drawings for trench safety systems sealed, as required by OSHA, by a Professional Engineer, licensed by the State of Texas, retained and paid by the Contractor. 1.04 REGULATORY REQUIREMENTS A. Install and maintain trench safety systems in accordance with the provision of Excavations,Trenching,and Shoring,OSHA Standards-29 CFR,Part 1926,Subpart P, as amended,including Final Rule,published in the Federal Register Vol.54,No.209 on Tuesday, October 31, 1989. The sections that are incorporated into these Technical Specifications,by reference, include Standard 1926.650—652. B. A reproduction of the OSHA Standards — 29 CFR included in Subpart P — "Excavations"from the Federal Register Vol. 54,No. 209 is available upon request to Contractors bidding on the Work. 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. Include in the Trench Safety Program measures that establish compliance with the standard interpretation of the General Duty Clause,Section 5.(a)(1),of the Occupational Safety and Health Act of 1970=20 USC 654 which states, "Employers must shore or otherwise protect employees who walk/work at the base of an embankment from possible collapse." D. Legislation that has been enacted by the State of Texas with regard to Trench Safety Systems is hereby incorporated, by reference, into these specifications. Under Texas Statutes, refer to Chapter 756 of the Health and Safety .Code, SUBCHAPTER C. TRENCH SAFETY. E. Reference materials, if developed for this Work, will be issued by the Engineer along with the Bid Documents, including the following: 1. Geotechnical information obtained for use in design of the trench safety system. 2. Special Shoring Requirements. 1.05 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 5/2013 01570-3 of 5 CITY OF PEARLAND TRENCH SAFETY SYSTEM 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. C. 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. 2.0 PRODUCTS - Not Used 3.0 EXECUTION 3.01 INSTALLATION A. Install and maintain trench safety systems in accordance with provisions of OSHA Standards—29 CFR. 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. C. Install Special Shoring at the locations shown on the Plans. D. Obtain verification from a Competent Person, defined in this Section and as identified in the Contractor's Trench Safety Program, that trench boxes and other pre- manufactured 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 Standards—29 CFR 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. 5/2013 01570-4 of 5 CITY OF PEARLAND TRENCH SAFETY SYSTEM 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 Work. END OF SECTION (17' 5/2013 01570-5 of 5 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS (4.11.\ 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, fabrication, 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. (.1*", C. Skid-mounted signs shall be relocated as directed bythe CityEngineer 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 Pre-construction Meeting. 1. A linear project is one involving paving, overlay, sewer lines, 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. 05/2007 01580-1 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS 2. Single Site or Building Projects: Provide one project identification sign. 3. Multiple Sites: Provide one project identification sign at each site. 4. Sign Relocation: 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 treated wood posts, sized to fix top of sign at 6 FEET ABOVE GROUND. 2. Sign 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 3/8-inch by 5-1/2-inch button head carriage bolts to attach sign to posts. Secure with nuts and flat head washers at locations as recommended by Sign Manufacturer. c. Cover button heads with white reflective film or paint to match sign background B. Sign and Sign Header: Use medium density overlaid marine plywood, minimum 1/2-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 Primers: White paint used to prime surfaces and to resist weathering shall be an industrial grade, fast-drying, oil-based paint with gloss finish. Paint structural and framing members white on all sides and edges to resist weathering. 05/2007 01580-2 CITY OF PEARLAND PROJECT IDENTIFICATION SIGNS Paint sign and sign header material white on all sides and edges to resist Cla"\ weathering. Paint all sign surfaces with this weather-protective paint prior to adding any sign paint or adhesive applications. D. Colors: Follow criteria established by attached Exhibit 3.0 EXECUTION 3.01 INSTALLATION A. Install project identification signs within 10 calendar days after Date of Commencement. B. Erect signs where designated by the City Engineer at the Pre-construction Meeting or as described in part 1.03 of this Section. 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 a minimum of 30 inches below grade in 10-inch diameter posthole. Stabilize posts with sharp sand or concrete to minimize lateral motion. Leave a minimum of 8 feet of post above existing grade for mounting of (11"N. the sign and header. E. Erect sign so that the top edge of the sign, is no higher than 6 feet above existing grade. 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 05/2007 01580-3 '(-) 7—) (-) First Impression Designers& Manufacturers of Diversified.Signage. qtl°J :r H�vFO III ,' 8315 INDUSTRIAL DRIVE PEARLAND TEXAS 77584 281-648-5500 281-648-4648 FAX `'� dl 11II CITY OF PEARLAND wwwfirstimpressionsign.com LOGO PROJECT: 1��,��All,F �� A", ,v 4 , PROJECT FOR CAPITAL IMPROVEMENTS City of Pearland h'� ) lj`� Ali ��v Capital Improvement PROJECT NO. )O XXJ( Cl4Tllf ,OF�.PEARLAND II°�i q� r���"u�i" tis«�� , :; ADDRESS: 'i li Iw „ CAPITAL PROJECT ,, �-: FOB Shop �� ' hd I` PROJECT SCHEDULE )(XXX XXX XXXX XXX k�"� MAYOR:TOM REID ''r ' .i CRY/STATE: 5 COUNCIL POSITION1:WOODYOWENS{, ;hw BUDGET: $)()(x�)()(x�x�( Pearland, Texas COUNCIL,POSITION 3 SCOTT,SHERMAN , � I a � � IH DATE: 11.20.09 ,COUNCILI�POSITION 3 S7, , ,2 :. u AIL �I I N II , FILENAME: '' uNCIL;PO orim a' uo-„I, ARCHITECT: )O(XX )0000( )()000( � � 6gln� M�AYORPRC�iTEM "� `Y a Icity pearlandcapitalP of improvement ° , COUNCIL POSITION s KEVINECOLE , CONTRACTOR: CITY MANAGER: DILL-EISEN �i� IASST CITY MANAGER JON R DRANSON THISUNPUBLISHED DESIGN ISTHEPROPERTYOF o www.cityofpearland.com/projects ASST CITYMANAGER MINE HODG FIRST IMPRESSION SIGN&DESIGN,BCC.AND I33UBMITTED t n91��M h d dz h. �oldd" FORYOUR PERSONAL USE IN CONNECDONWITHAPROJECT . � " a� n§ans ��-, `> __^ WEARE PLANNING FORYOILITISNOTTOBEMODFlED,COPIED, REPRODUCED,EXHIBITED,DISSEMINATED,OR SHOWN TO ANYONE OS SIDE OFYOUR ORGANRATIONWITHOUTWRIITEN PER MISSION �-�• OFFBISTIMPRESSION SIGNBDESION,INC.VIOLATIONOFTHEABOVE ENTRLES FIRST IMPRESSION TO COLLECT FEES FORARTAND Description: Cr" _� sTAFFTIMEFROMTHECUSTOMER Single sided 1/2" MArine Grade MDO plywood with alkyd enamel finishes. r� (INITIALS) Computer cut premium vinyl lettering lima Alt I 1zovoTT PROVIDlALL SERVICPRIMARY y � -T,E._x A s ELEL.CTRICAL SERVICES TO HIE SIR N Digital full color print logo i UNLESS OTHERWISE SPECIFIED. Install on two 4"x4" treated posts at 24" minimum depth. CLIENT APPROVAL Current City Logo 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. B References to Technical Specifications: 1. Section 01566—Source Controls for Erosion & Sedimentation 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this work is a component. 1.03 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 materials 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 Work. 1.04 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. 1.05 DELIVERY A Arrange deliveries of products to accommodate,the Construction Schedule and in CPPI) ample time to facilitate inspection prior to installation. Avoid deliveries that cause lengthy storage or overburden of limited storage space. 07/2006 01600- 1 of 3 CITY OF PEARLAND MATERIAL AND EQUIPMENT B Coordinate deliveries to avoid conflict with Work and conditions at the Project Site taao and to accommodate the following: 1. Work of other contractors or the Owner. 2. Limitations of storage space. 3. Availability of equipment and personnel for handling products. 4. Owner's use of premises. C Have products delivered to the Project 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. 1.06 PRODUCT HANDLING A Coordinate the off-loading of materials and equipment delivered to the Project Site. If necessary to move stored materials and equipment during construction, Contractor shall relocate materials and equipment at no additional cost to the Owner. B Provide equipment and personnel necessary to handle products, including those provided by the Owner, 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. E Lift heavy components only at designated lifting points. F Handle materials 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. 1.07 STORAGE OF MATERIAL A Store and protect materials in accordance with manufacturer's recommendations and requirements of these Technical Specifications. Control storage of potential water pollutants in conformance with Section 01566 — Source Controls for Erosion & Sedimentation. 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. 07/2006 01600-2 of 3 CITY OF PEARLAND MATERIAL AND EQUIPMENT (gib)"` C 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. D Provide adequately ventilated, watertight storage facilities with floor above ground level for materials and equipment susceptible to weather damage. E Restrict storage to areas available on the construction site for storage of material and • equipment as shown on Plans or approved by the Project Manager. F Provide off-site storage and protection when on-site storage is not adequate. G 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. Damage to lawns,sidewalks,streets or other improvements shall be repaired or replaced to the satisfaction of the Project Manager. H Protect stored materials and equipment against loss or damage. I Store materials in manufacturers'unopened containers. J Materials delivered and stored along the line of the Work shall be not closer than 3 feet to any fire hydrant. Public and private drives and street crossings shall be kept open. K The total length which materials may be distributed along the route of construction at any one time is 1000 lineal feet, unless otherwise approved in writing by the Project Manager. 2.0 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 07/2006 01600-3 of 3 CITY OF PEARLAND PRODUCT OPTIONS AND SUBSTITUTIONS Section 01630 PRODUCT OPTIONS AND SUBSTITUTIONS 1.0 GENERAL 1.01 SECTION INCLUDES A Options for making product or process selections. B Procedures for proposing equivalent construction products or processes,including pre- approved, and approved products or processes C References to Technical Specifications: 1. Section 01350—Submittals 1.02 SUBMITTALS A Make Submittals required by this and related Sections under the provisions of Section 01350—Submittals. 1.03 DEFINITIONS A Product: Means,materials,equipment,or systems incorporated into the Work.Product does not include machinery and equipment used for production,fabrication,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. 1.04 SELECTION OPTIONS A Pre-approved Products: Products of certain manufacturers or suppliers are designated in the Technical Specifications as"pre-approved". Products of other manufacturers or suppliers will not be acceptable under this Contract and will not be considered under the submittal process for approving alternate products. B Approved Products: Products of certain manufacturers or suppliers designated in the Technical Specifications followed by the words "or approved equal". Approval of alternate products not listed in the Technical Specifications may be obtained through provisions of this Section and Section 01350—Submittals. The procedure for approval of alternate products is not applicable to Pre-approved Products. C Product Compatibility: 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. 07/2006 01630- 1 of 3 CITY OF PEARLAND PRODUCT OPTIONS AND SUBSTITUTIONS 1.05 CONTRACTOR'S RESPONSIBILITY A Furnish information the Engineer deems necessary to judge equivalency of the alternate product. B Pay for laboratory testing as well as any other review or examination cost needed to establish the equivalency between products which enables the Engineer to make such a judgment. C If the Engineer determines that an alternate product is not equivalent to that named in the Technical Specifications,the Contractor shall furnish one of the specified products. 1.06 ENGINEER'S REVIEW A Alternate products 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 deemed advantageous to the Owner, and similarly, to reject any product deemed not beneficial to the Owner. 1.07 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 product to be considered as an alternate product along with the product information within fourteen(14)days after the Effective Date of the Agreement. C 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. 07/2006 01630-2 of 3 CITY OF PEARLAND PRODUCT OPTIONS AND SUBSTITUTIONS 3. For construction methods: ril‘\ a. Detailed description of proposed method. b. Shop Drawings illustrating methods. 4. Itemized comparison of proposed substitution with product or method specified. 5. Data relating to changes in Construction Schedule 6. Relationship 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 - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 07/2006 01630-3 of 3 CITY OF PEARLAND FIELD SURVEYING Cib) Section 01720 FIELD SURVEYING 1.0 GENERAL 1.01 SECTION INCLUDES A Requirements for surveyors and surveys. B Procedures pertaining to survey control points and reference points. C . References to Technical Specifications: 1. Section 01350—Submittals 2. Section 01760—Project Record Documents 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 QUALITY CONTROL A Conform to State of Texas laws for surveys requiring licensed surveyors. Employ a land surveyor acceptable to Engineer. 1.04 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit to Engineer the name, address, and telephone number of Surveyor before starting survey work. C Submit documentation verifying accuracy of survey work on request. 1.05 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 01760 — Project Record Documents. 1.06 EXAMINATION A Verify locations of survey control points prior to starting Work. B Notify Engineer immediately of any discrepancies discovered. 07/2006 01720- 1 of 2 CITY OF PEARLAND FIELD SURVEYING 1.07 SURVEY REFERENCE POINTS A Control datum for survey is that established by Owner-provided survey and indicated on Plans. B Locate and protect survey control points, including property corners,prior to starting site work. Use caution to preserve permanent reference points during construction. C The Contractor shall not reset; nor cause to be reset, lost, disturbed, or damaged; control points. Promptly notify Engineer of disturbance or damage to any control point(s). D Notify Engineer 48 hours in advance of need for relocation of reference points due to changes in grades or other reasons. E Report promptly to Engineer the loss or destruction of any reference point. F Any re-staking of control points lost,disturbed,or damaged by Contractor's operations will be provided by Owner at Contractor's expense. G Employ a Registered Public Land Surveyor to reset any missing,disturbed,or damaged monumentation. 1.08 SURVEY REQUIREMENTS A Utilize recognized engineering survey practices. B Establish a minimum of two permanent bench marks on Project 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. 3. Mounumented Baseline. D Verify periodically layouts by same means. 2.0 PRODUCTS - Not Used 3.0 EXECUTION - NotUsed END OF SECTION 07/2006 01720-2 of 2 CITY OF PEARLAND OPERATIONS AND MAINTENANCE MANUALS Section 01740 OPERATIONS AND MAINTENANCE MANUALS PART 1 GENERAL 1.1 SECTION INCLUDES A. This specification was written by Jacobs Engineering Group, Inc. for use in the Hickory Slough Detention Basin at Max Road project in the City of Pearland. B. Requirements for equipment and facility operating and maintenance manuals, associated with the storm water pump station and the grinder pump station. 1.2 MEASUREMENT AND PAYMENT A. No separate payment will be made for Operations and Maintenance Manuals under this Section. 1.3 EQUIPMENT OPERATION AND MAINTENANCE DATA A. Furnish three (3) copies of operation and maintenance data, prepared by the equipment manufacturers for all equipment,for review and approval.Operation and maintenance data must contain all information required for Owner to operate, maintain, and repair equipment. At a minimum Operations and Maintenance data must contain the following: 1. Equipment functions, normal operating characteristics and limiting conditions. - 2. Disassembly, assembly, installation, alignment, adjustment, and checking instructions. 3. Operating instructions for start-up,normal operation,regulations and control, normal shutdown, and emergency shutdown. 4. Manufacturer's recommended lubrication and preventive maintenance procedures and maintenance intervals, given in terms of both calendar time and operation time shall be detailed. The maintenance instructions are to include detailed drawings giving the location of each maintainable part and lubrication point and detailed instructions on disassembly and reassembly of the equipment. 5. Troubleshooting guide. 6. Complete spare parts list with predicted life of parts subject to wear, lists of spare parts recommended on hand for both initial start-up and for normal operating inventory, and local or nearest source of spare parts availability. 7. Outline, cross-section, and assembly drawings; engineering data; wiring diagram. WHXJ2100 . Section 01740 Page 1 of 4 CITY OF PEARLAND OPERATIONS AND MAINTENANCE MANUALS 8. Provide exploded-view assembly drawing(s) of the equipment, clearly showing all parts, including maintainable subassembly parts. Unless the Owner acknowledges, in writing, to the Contractor that a subassembly is disposable, it shall be considered maintainable. All parts shall be identified with a number or letter which references the parts list table which details the following: a. The part reference number or letter from the exploded-view drawing. b. A brief description of the part. c. The manufacturer's part number. d. A standard part description, if applicable (i.e., '/ inch by 3 inch standard hex head bolt. e. The quantity of each part contained in the equipment, assembly, or subassembly along with the predicted life of parts subject to wear. f. The manufacturer's recommendation for stocking of spare parts for each item in the Parts List Table. 9. List any special tools and/or equipment required to comply with the manufacturer's recommended maintenance, overhaul or repair procedures. 10. The manual shall provide the manufacturer's step-by-step procedures for complete disassembly, overhaul, and reassembly of the equipment. 11. The following detailed operating information shall be provided: a. Procedure required for pre-start-up check out. b. Procedure required for start-up. c. Operational checks and procedures required during equipment operations. d. Detailed procedures required by the equipment for routine shut-down, emergency shut-down, or extended shut-down shall be detailed. 12. Safety precautions required to ensure safe operation and maintenance on the equipment shall be detailed. 13. A comprehensive troubleshooting guide that outlines problems, causes, and repair shall be included. 14. In addition to exploded-view, assembly drawings, outline, cross-section(s), engineering data and wiring diagrams shall be included. 15. Test data and performance curves shall be provided, where applicable. 16. Manufacturer's data, including the manufacturer's name, address, and telephone number; size and/or model number of the equipment; and the equipment serial numbers shall be listed. 17. Applicable information from each piece of equipment's nameplate(s)such as h.p.,rpm,volts,amps,watts,phases,hertz,frame,type,Btu/H,cfm,gpm,psi, and other pertinent information shall be included. 18. Additional data as required by equipment specification sections. B. The operations and maintenance data will be reviewed and 1 copy will be returned to the Contractor with comments (if applicable). WHXJ2100 Section 01740 Page 2 of 4 CITY OF PEARLAND OPERATIONS AND MAINTENANCE MANUALS (b.) 1.4 OPERATIONS AND MAINTENANCE MANUAL A. Contractor shall obtain additional copies of all operation and maintenance data submitted by equipment manufacturers and subcontractors and consolidate them into a complete operations and maintenance manual. B. A minimum of 2 hard copies of the final approved operations and maintenance manuals and 2 electronic copies shall be submitted prior to completion of the entire project and release of retainage. C. The operation and maintenance manual shall be submitted in 3 ring binders each labeled with the appropriate volume number. All binders shall be identical and no more than 3 inches thick. The binder cover and spine shall be printed with the following information: 1. Owner 2. Project Name 3. O&M Manual, Vol. of , 4. Date 5. General Contractor 6. Engineer D. Manuals shall be printed on heavy,first quality 8 Y2 by 11 paper.All literature in the manuals shall be legible and reproducible by standard copy machines.Unrelated data shall be marked out by "ziptone" methods. Marking out with ink will not be acceptable. Arrows shall be used to mark equipment being furnished. Do not use "highlighting."Drawings and diagrams shall be reduced to 8 th by 11 or to 11 by 17. Where reduction is not practical, larger drawings shall be folded separately and placed in clear vinyl envelopes that are bound into the manuals.Each envelope shall bear suitable identification on the outside. E. Each piece of equipment shall be separated by tabs and properly indexed.Included in each section shall be the manufacturer's operations and maintenance data along with a sheet identifying the equipment supplier and a contact for warranty and/or maintenance service. Include a copy of each warranty from subcontractors,suppliers and manufacturers. F. A complete table of contents shall be provided for each volume with each product or system description identified. G. The electronic copies shall be burned onto a DVD in PDF format. The PDF shall have bookmarks for each piece of equipment. WHXJ2100 Section 01740 Page 3 of 4 CITY OF PEARLAND OPERATIONS AND MAINTENANCE MANUALS PART 2—PRODUCTS Not Used. PART 3 -EXECUTION Not Used. END OF SECTION WHXJ2100 Section 01740 Page 4 of 4 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: D References to Technical specifications: 1. Section 01350;—Submittals 2. Section 01430—Contractor's Quality Control 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 SUBMITTALS A Make Submittals required bythis Section under the provisions — q of Section 01350 Submittals. B Submit a written report that equipment or system has been properly installed and is functioning correctly. 2.0 PRODUCTS - NotUsed 3.0 EXECUTION 3.01 PREPARATION A Contractor shall conduct all start-up operations under this Contract in conformance with Section 01430—Contractor's Quality Control. B Coordinate schedule for start-up of various equipment and systems. C Notify Engineer 7 days prior to startup of each item. D Verify that each piece of equipment or system has been checked for proper lubrication, drive rotation, belt tension, control sequence, or other conditions which may cause damage. Verify that tests, meter readings, and specified electrical characteristics agree with those required by the equipment or system manufacturer. 07/2006 01750- 1 of 2 CITY OF PEARLAND STARTING SYSTEMS F Verify wiring and support components for equipment are complete and tested. G Execute start-up under Contractor's supervision in accordance with manufacturer's instructions. H 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. 3.02 DEMONSTRATION AND INSTRUCTIONS A Demonstrate operation and maintenance of products to Owner two weeks minimum prior to date of Substantial Completion. B Utilize operation and maintenance manuals as basis for instruction. Review contents of manual with Owner 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 Contractor shall start, test, adjust, balance, and provide reports on all installed equipment as provided for in this section. B Owner may also appoint, employ, and pay for services of an independent firm to perform testing, adjusting, and balancing. Reports will be submitted by the independent firm to the Owner indicating observations and results of the tests and indicating compliance or non-compliance with specified requirements and with the requirements of the Contract Documents. C Owner's employment of an independent firm shall not relieve the Contractor's responsibility under this section. END OF SECTION 07/2006 01750-2 of 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. B References to Technical Specifications: 1. Section 01350—Submittals 2. Section 01770—Contract Closeout 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. 1.03 SUBMITTALS A Make Submittals required by this and related Sections under the provisions of Section 01350—Submittals. (111"\, 1.04 MAINTENANCE OF DOCUMENTS AND SAMPLES A Maintain one copy of Record Documents at the Project Site in accordance with Section 00700— General Conditions of Agreement, 3.02 "Keeping Plans and Specifications Accessible". 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,printed 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. 1.05 RECORDING A Record information concurrently with construction progress. Do not conceal any work until required information is recorded. B Plans, Change Orders, and Shop Drawings: Legibly mark each item to record all actual construction, or "as built" conditions, including: 1. Measured horizontal locations and elevations of underground utilities and appurtenances,referenced to permanent surface improvements. 07/2006 01760- 1 of 2 CITY OF PEARLAND PROJECT RECORD DOCUMENTS 2. Elevations of underground utilities referenced to bench marks utilized for the Work. 3. Field changes of dimension and detail. 4. Changes made by modifications. 5. Details not on original Plans. 6. References to related Shop Drawings and Modifications. C ' Record information with a red pen or pencil on a set of drawings indicated as the Record Document Set, provided by Engineer. 2.0 PRODUCTS - Not Used 3.0 EXECUTION A Deliver Record Documents and Samples to Owner in accordance with Section 01770— Contract Closeout. END OF SECTION 07/2006 01760-2 of 2 CITY OF PEARLAND CONTRACT CLOSEOUT Section 01770 CONTRACT CLOSEOUT 1.0 GENERAL 1.01 SECTION INCLUDES A Closeout procedures including final submittals-such as operation and maintenance data, warranties, and spare parts and maintenance materials. B References to Technical Specifications: 1. Section 01350—Submittals 2. Section 01760=Project Record Documents 1.02 MEASUREMENT AND PAYMENT A. Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for whichthis Work is a component. 1.03 SUBMITTALS ... A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. 1.04 CLOSEOUT PROCEDURES A Comply with Section 00700 — General Conditions of Agreement regarding Final Completion and Final Payment when Work is complete and ready for Engineer's final inspection. B Provide Record Documents under provisions of Section 01760 — Project Record Documents. C Complete or correct items on punch list,with no new items added. Any new items will be addressed during warranty period. D The Owner will occupy portions of the Work as specified in Section 00700—General Conditions of Agreement. E Contractor shall request Final Inspection at least two weeks prior to Final Acceptance. 1.05 FINAL CLEANING A Execute final cleaning prior to final inspection. B Clean debris from drainage Csb' C Clean Project Site; sweep paved areas, rake clean landscaped surfaces. 09/2009 01770- 1 of 2 CITY OF PEARLAND CONTRACT CLOSEOUT D Remove waste and surplus materials, rubbish, and temporary construction facilities : from the Project Site following the final test of utilities and completion of the Work. 1.06 OPERATION AND MAINTENANCE DATA A Submit Operations and Maintenance data under provisions of Section 01350 — Submittals. 1.07 WARRANTIES A Provide one original of each warranty from Subcontractors, Suppliers, and Manufacturers. B Provide Table of Contents and assemble warranties in 3-ring/D binder with durable plastic cover. C Submit warranties prior to Final Application for Payment. 1. Warranties shall commence in accordance with the requirements of Section 00700—General Conditions of Agreement, 1.09 "Substantially Completed". 2.0 PRODUCTS - Not Used 3.0 EXECUTION Contractor shall diligently pursue completion of the items and activities contained in the Contract Close Out and Project Record Document sections of the project manual. Notwithstanding any performance of warranty work,the work of Contract Closeout shall be complete within thirty(30) days of the date of Final Completion and Acceptance of the work. END OF SECTION 09/2009 01770-2 of 2 CITY OF PEARLAND SITE PREPARATION (116N\ Section 02200 SITE PREPARATION 1.0 GENERAL 1.01 SECTION INCLUDES A Removal of topsoil, stripping and stockpiling, clearing and grubbing. B Removal and disposal of waste materials, excess materials, debris and trash. C Removal of obstructions. D Excavation and fill. E Salvaging of designated item. F References to Technical Specifications: 1. Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3. Section 01450—Testing Laboratory Services 4. Section 01500—Temporary Facilities and Controls 5. Section 02255 —Bedding, Backfill and Embankment Material 6. Section 02330—Embankment 7. Section 01140—Contractor's Use of Premises G Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM D 4318, "Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils" 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for which this Work is a component. B If Site Preparation is included as a Bid Item,measurement will be based on the Units shown in Section 00300 — Bid Proposal and in accordance with Section 01200 — Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit embankment material sources and product quality information in accordance this Section. 07/2006 02200- 1 of 4 CITY OF PEARLAND SITE PREPARATION 1.04 TESTING A Testing and analysis of product quality, material sources, or field quality shall be performed by an independent testing laboratory provided by the Owner under the provisions of Section 01450 — Testing Laboratory Services and as specified in this Section. 1.05 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls. 2.0 PRODUCTS 2.01 MATERIALS A Contractor shall provide materials used as embedment, backfill, back-dressing, and embankment identified on the Plans in accordance with Section 02255 — Bedding, Backfill and Embankment Material. 3.0 EXECUTION 3.01 CLEARING AND GRUBBING. A Clear Project Site of trees,shrubs,and other vegetation,except for those designated by Owner to be left standing. B Use only hand methods for grubbing inside drip line of trees designated to remain. C Completely remove stumps,roots,and other debris protruding through ground surface. 1. 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. 2. On areas required for embankment construction, remove 2" diameter limbs, stumps and roots to depth of 2 feet below ground surface 3. 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 D Fill depressions caused by clearing and grubbing operations with satisfactory soil material, unless further excavation or earthwork is indicated. 1. Place fill material in horizontal layers not exceeding 6 inches loose depth,and thoroughly compact to density equal to adjacent original ground. E 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. 1. Blade entire area to prevent ponding of water and to provide drainage,except in areas to be immediately excavated 07/2006 02200-2 of 4 CITY OF PEARLAND SITE PREPARATION Csib\T 3.02 TOPSOIL STRIPPING AND STOCKPILING A Obtain approval of topsoil quality before excavating and stockpiling. B Excavate topsoil for esplanades and areas to receive grass or landscaping from areas to be further excavated. C Topsoil Stripping: 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 intermingling 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. D Topsoil Stockpiling: 1. Stockpile in areas designated on Plans. 2. Construct storage piles to freely drain surface water. 3. Cover storage piles, if required to prevent wind-blown dust. 4. Stockpile topsoil to depth not exceeding 8 feet. Stockpile in a manner to prevent erosion. 3.03 UNSUITABLE MATERIAL A Undercut, remove, 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 as indicated on Plans. 3.04 EXCAVATION AND FILL A Depressed site areas shall be filled using material from high areas, insofar as practicable. B When fill obtained from high areas is exhausted, fill to indicated rough grade elevations under roadways with"Structural Fill"and open areas not under structures or roadways with"General Fill", or as indicated on Plans. C Place and compact fill in accordance with Section 02330—Embankment. 3.05 SALVAGEABLE ITEMS AND MATERIAL A Items designated by 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. 07/2006 02200-3 of 4 CITY OF PEARLAND SITE PREPARATION 3.06 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140—Contractor's Use of Premises. END OF SECTION 07/2006 02200-4 of 4 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES (N'') Section 02317 EXCAVATION AND BACKFILL FOR STRUCTURES 1.0 GENERAL 1.01 SECTION INCLUDES A Excavation, backfilling,and compaction of backfill for structures. B References to Technical Specifications: 1. Section 01200—Measurement and Payment Procedures 2. Section 01350 - Submittals 3. Section 01760—Project Record Documents 4. Section 01450 -Testing Laboratory Services 5. Section 01500—Temporary Facilities and Controls 6. Section 02255—Bedding, Backfill, and Embankment Materials 7. Section 01570 -Trench Safety System 8. Section 01564 - Control of Ground Water and Surface Water 9. Section 02220 - Site Demolition 10. Section 02200—Site Preparation 11. Section 02252 - Cement Stabilized Sand 12. Section 01562-Waste Material Disposal C Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM D 698, "Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort" b. ASTM D 4318, "Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils" c. ASTM D 1556,"Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method" d. ASTM D 2922, "Standard Test Method for Density of Soil and Soil- Aggregate in Place by Nuclear Methods (Shallow Depth)" e. ASTM D 3017, "Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth)" 2. Occupational Safety and Health Administration (OSHA) 3. Texas Department of Transportation(TxDOT) a. Tex-101-E, Preparing Soil and Flexible Base Materials for Testing b. Tex-110-E, Particle Size Analysis of Soils • D Definitions: 1. Backfill - material meeting specified quality requirements, placed and compacted under controlled conditions around pavements, structures and utilities. 07/2006 02317- 1 of 7 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES 2. Foundation Backfill-natural soil or manufactured aggregate meeting Class I :/ requirements and Geotextile fabrics as required to control drainage and material separation placed and compacted where needed to provide stable support for the structure foundation base. Foundation backfill may include crushed aggregate with filter fabric as required, cement stabilized sand, or concrete seal slab. 3. Foundation Base - provides a smooth, level working surface for the construction of the concrete foundation. 4. Foundation Subgrade-the surface of the natural soil which has been excavated and prepared to support the foundation base or foundation backfill, where needed. 5. Over-Excavation - excavation of subgrade soils with unsatisfactory bearing capacity or composed of otherwise unsuitable materials below the foundation as shown on the Plans. 1.02 MEASUREMENT AND PAYMENT UNIT PRICES A Unless indicated as a Bid Item,no separate payment will be made for Excavation and Backfill for Structures under this Section. Include cost in Bid Items for construction of structures. B If Excavation and Backfill for Structures is included as a Bid Item,measurement will be based on the Units shown in Section 00300—Bid Proposal and in accordance with Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350— Submittals. B Submit for each structure a work plan for excavation and backfill with a 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 Plans and Technical Specifications. C Submit product quality,material sources,and field quality information in accordance with this Section. D Submit field red lines documenting location of structures as installed,referenced to survey Control Points, under the provisions of Section 01760 — Project Record Documents, 1.04C. Include location of utilities and structures encountered or rerouted. Give horizontal dimensions, elevations, inverts and gradients. 07/2006 02317-2 of 7 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES 1.04 TESTING A Testing and analysis of product quality, material sources, or field quality shall be performed by an independent testing laboratory provided by the Owner under the provisions of Section 01450 - Testing Laboratory Services and as specified in this Section. 1.05 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall .conduct all construction operations under this Contract in conformance with the practices described in Section 01500 - Temporary Facilities and Controls. 2.0 PRODUCTS 2.01 MATERIALS A Contractor shall provide materials used as embedment,backfill,back-dressing,and embankment identified on the Plans in accordance with Section 02255 —Bedding, Backfill and Embankment Material. 2.02 EQUIPMENT A Perform excavation with equipment suitable for achieving the requirements of this Section. 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 restricted due to weight limitations. 3.0 EXECUTION 3.01 PREPARATION A Employ a Trench Safety Plan as specified in Section 01570-Trench Safety Systems. B Install and operate necessary dewatering and surface water control measures in accordance with requirements of Section 01564 - Control of Ground Water and Surface Water. C Remove existing pavements and structures, including sidewalks and driveways, in accordance with requirements of Section 02220- Site Demolition, as applicable. D Area shall be cleared and grubbed under the provisions of Section 02200 - Site Preparation prior to excavation. 07/2006 02317-3 of 7 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES E Strip and stockpile topsoil under the provisions of Section 02200- Site Preparation F 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. 3.02 EXCAVATION A Perform excavation work so that the underground structure can be installed to depths and alignments shown on Plans Drawings. Use caution during 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. B Avoid settlement of surrounding soil due to equipment operations, excavation procedures, vibration, dewatering, or other construction methods. C Prevent voids from forming outside of sheeting. Immediately fill voids with grout, concrete fill, cement stabilized sand, or other material approved by Engineer. D After completion of the structure, remove sheeting, shoring, and bracing unless Engineer has approved in writing 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. E Immediately fill and compact voids left or caused by removal of sheeting with cement stabilized sand or material approved by Engineer. 3.03 DEWATERING A 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. B Maintain the ground water surface a minimum of two feet below the bottom of the foundation base. 3.04 FOUNDATION EXCAVATION A Notify Engineer at least 48 hours prior 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 Plans Drawings,as needed to provide space for the foundation base, forming a level undisturbed surface, free of mud or soft material. •r"', Remove pockets of soft or otherwise unstable soils and replace with foundation backfill material or a material as directed by the Engineer. Prior to placing material 07/2006 02317-4 of 7 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES over it,re-compact 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 re-compact 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. 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 Plans Drawings,all crushed aggregate,and other free draining Class I materials,shall have a Geo-textile filter fabric 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. 3.05 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 baseand foundation backfill are of the same material,both can be placed in one operation. 07/2006 02317-5 of 7 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES 3.06 BACKFILL A Complete backfill to surface of natural ground or to lines and grades shown on Plans Drawings. Use existing material 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. D Maintain fill material at no less than 2 percent below and no 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 Sand. 3.07 FIELD QUALITY CONTROL A 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 TxDOT Tex-101-E and Tex-110-E. Additional classification tests will be performed whenever there is a noticeable change in material gradation or plasticity. B 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. 07/2006 02317-6 of 7 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR STRUCTURES C 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. D If tests indicate work does not meet specified compaction requirements,recondition, re-compact, and retest at Contractor's expense. 3.08 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140-Contractor's Use of Premises. B In unpaved areas, grade surface as a uniform slope from installed appurtenances to natural grade and stabilize as indicated on Plans. 3.09 PROTECTION OF THE WORK A Maintain excavation and embankment areas until start of subsequent work. Repair and re-compact slides,washouts,settlements,or areas with loss of density at no cost to the Owner Cs' ``'; B Prevent erosion at all times. Do not allow water to pond in excavations. C Distribute construction traffic evenly over compacted areas,where practical,to aid in obtaining uniform compaction. Protect exposed areas having high moisture content from wheel loads that cause rutting. END OF SECTION 07/2006 02317-7 of 7 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, storm sewers including manholes, pipeline structures and other associated appurtenances. B. References to Technical Specifications: 1. Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3. Section 01570—Trench Safety System 4. Section 01564-Control of Ground Water and Surface Water 5. Section 01760-Project Record Documents 6. Section 01450—Testing Laboratory Services 7. Section 01500—Temporary Facilities and Controls (1.1\ 8. Section 02255—Bedding, Backfill, and Embankment Materials 9. Section 02370—Geotextile 10. Section 02220—Site Demolition 11. Section 01140—Contractor's Use of Premises C. Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM D 2321, "Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications" b. ASTM D 698, "Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort" c. ASTM D 558, "Standard Test Methods for Moisture-Density (Unit Weight)Relations of Soil-Cement Mixtures" d. ASTM D 4318, "Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils" e. ASTM D 1556,"Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method" f. ASTM D 2922, "Standard Test Method for Density of Soil and Soil- Aggregate in Place by Nuclear Methods (Shallow Depth)" g. ASTM D 3017,"Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth)" 5/2013 02318- 1 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 2. Texas Department of Transportation (TxDOT) a. Tex-101-E, Preparing Soil and Flexible Base Materials for Testing b. Tex-110-E, Particle Size Analysis of Soils D. Definitions: 1. Excavation - Any man-made cut, cavity, trench, or depression in an earth surface, formed by removal of material. a. Extra Hand Excavation- excavation by manual labor at locations designated by the Engineer, which is not included in other Bid Items. b. Extra Machine Excavation- excavation by machine at locations designated by the Engineer, which is not included in other Bid Items. c. Special Excavation-excavation necessitated by obstruction of pipes, ducts, or other structures, not shown on Plans, 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. 2. 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 Plans, or foundation backfill material placed and compacted in over- excavations. 3. 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. 4. Haunching-the material placed on either side of pipe from top of bedding up to spring-line of pipe and horizontally from one trench sidewall to opposite sidewall. 5. Initial Backfill - the portion of trench backfill that extends vertically from spring-line 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. 6. Pipe Embedment - the portion of trench backfill that consists of bedding, haunching, and initial backfill. 7. 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. 5/2013 02318-2 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 8. Trench Conditions - description of 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. a. 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 (dewatering or depressurization) for trenches extending below ground water level. b. Stable Trench with Seepage: Stable trench in which ground water seepage is controlled by excavation drainage. 1) 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. 2) 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. c. 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,sliding,boiling,heaving or loss of density. 9. Sub-trench - a special case of benched excavation. Sub-trench 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 sub-trench depends upon trench stability and safety as determined by the Contractor. 10. Trench Dam - a placement of low permeability material in pipe embedment zone or foundation to prohibit ground water flow along the trench. 11. Over-Excavation and Backfill - excavation of subgrade soils with unsatisfactory bearing capacity or composed of otherwise unsuitable materials below top of foundation as shown on Plans, and backfilled with foundation backfill material. 12. Foundation Backfill Materials - natural soil or manufactured aggregate of controlled gradation, and geo-textile filter fabrics as required, to control 5/2013 02318-3 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 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. 13. 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. 1.02 MEASUREMENT AND PAYMENT A. Unless indicated as a Bid Item, no separate payment will be made for trench excavation,embedment,and backfill under this Section. Include cost in Bid Items for all excavation and backfill associated with the placement and construction of: underground piping,boxes,manholes and associated appurtenances including conduit, or duct work. B. , If Special Excavation is allowed, based on the Engineer's direction, and indicated in Section 00300—Bid Proposal as an Extra Item,measurement will be 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. Payment for Special Excavation shall include: a. Dewatering 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 ofpipes,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. Placement of material from Special Excavation. f. Geo-textile material and concrete trench dams required to complete the placement of material from Special Excavation. g. Re-sodding required for surface restoration within designated limits of Special Excavation. h. Disposal of excess excavated material not suitable for bedding or backfill, or not required for the Work. 2. The items listed below will not be included in payment for Special Excavation. Include cost in Bid Items for which the Work is a component: 5/2013 02318-4 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 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. C. If Extra Hand Excavation is allowed,based on the Engineer's direction,and indicated in Section 00300—Bid Proposal as an Extra Item,measurement will be on a cubic yard basis, measured in place. 1. Payment for Extra Hand Excavation shall include: a. Dewatering and surface water control. b. Disposal of excess excavated material not suitable for bedding or backfill, or not required for the Work. c. Placement of material from Extra Hand Excavation. d. Re-sodding required for surface restoration within designated limits of Extra Hand Excavation. 2. The items listed below will not be included in payment for Special Excavation. Include cost in Bid Items for which the Work is a component.: Cii"""\ a. Trench safety system including sheeting and shoring. b. Removal and replacement of associated streets, driveways, and sidewalks. D. If Extra Machine Excavation is allowed, based on the Engineer's direction, and indicated in Section 00300—Bid Proposal as an Extra Item,measurement will be on a cubic yard basis, measured in place. 1. Payment for Extra Machine Excavation shall include: a. Dewatering and surface water control. b. Disposal of excess excavated material not suitable for bedding or backfill, or not required for the Work. c. Placement of material from extra machine excavation. d. Re-sodding required for surface restoration within designated limits of Extra Machine Excavation. 2. The items listed below will not be included in payment for Special Excavation. Include cost in Bid Items for which the Work is a component: a. Trench safety system including sheeting and shoring. b. Removal and replacement of associated streets, driveways, and sidewalks. 5/2013 02318-5 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES E. Refer to Section 01200-Measurement and Payment Procedures. No payment will be made for delays in completion of Work resulting from Extra Item Work. 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions of 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 pre-manufactured systems while assuring specified compaction against undisturbed soil. 5. Procedure for installation of Special Shoring at locations identified on the Plans. C. Submit product quality,material sources, and field quality information in accordance with this Section. D. Submit field red lines documenting location of Utilities as installed, referenced to survey Control Points, under the provisions of Section 01760 — Project Record Documents, 1.04C. Include location of utilities and structures encountered or rerouted. Give horizontal dimensions, elevations, inverts and gradients. 1.04 TESTING A. Testing and analysis of product quality, material sources, or field quality shall be performed by an independent testing laboratory provided by the Owner under the provisions of Section 01450 —Testing Laboratory Services and as specified in this Section. 1.05 PROTECTION OF PEOPLE AND PROPERTY A. Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls. 5/2013 02318-6 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 1.06 SPECIAL SHORING DESIGN REQUIREMENTS A. Special Shoring shall be, in accordance with Section 01570—Trench Safety System, designed by a Professional Engineer, licensed by the State of Texas,At Contractor's expense. B. Special Shoring shall be designed to provide support for the sides of the excavations, including soils and hydrostatic ground water pressures as applicable, and to prevent ground movements affecting adjacent installations or improvements such as structures, pavements and utilities. C. Special Shoring may be a pre-manufactured system or a field fabricated system that meets the requirements of the Work. 2.0 PRODUCTS 2.01 MATERIALS A. Contractor shall provide materials used as embedment, backfill, back-dressing, and embankment identified on the Plans in accordance with Section 02255 —Bedding, Backfill and Embankment Material. B. 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 criteria are determined to be satisfactory by testing. C. Geotextile (Filter Fabric): Conform to requirements of Section 02370—Geotextile. D. Concrete for Trench Dams: Concrete backfill or 3 sack premixed(bag) concrete. E. Timber Shoring Left in Place: Untreated oak. 2.02 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. 5/2013 02318-7 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES D. Use Special Shoring systems where required which may consist of braced sheeting, 7 braced soldier piles and lagging, slide rail systems, or other systems meeting the Special Shoring design requirements. 3.0 EXECUTION 3.01 PREPARATION A. Employ a Trench Safety Program as specified in Section 01570 — Trench Safety Systems. B. Install and operate necessary dewatering and surface water control measures conform to Section 01564—Control of Ground Water and Surface Water. C. Remove existing pavements and structures, including sidewalks and driveways, to conform with requirements of Section 02220—Site Demolition, as applicable. D. Area shall be cleared and grubbed under the provisions of Section 02200 — Site Preparation prior to excavation. E. Strip and stockpile topsoil under the provisions of Section 02200—Site Preparation F. 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. 3.02 EXCAVATION A. Except as otherwise specified or shown on the Plans, 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 Plans. 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 minimum trench width plus 24 inches. NOMINAL MINIMUM TRENCH PIPE SIZE, INCHES WIDTH, INCHES Less than 18 O.D. + 18 18 to 30 O.D. +24 �^-� Greater than 30 O.D. +36 } 5/2013 02318-8 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES ("II) 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. 5/2013 02318-9 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 3. When required, place, spread, and compact pipe foundation and bedding 7 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 manner. 3.03 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. 3.04 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 Plans. 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. 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. 5/2013 02318- 10 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 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 spaces,and vibratory-plate compactors or engine-powered jumping jacks in unrestricted spaces. 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. Cjim"'; 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. 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. 3.05 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. Backfill placement and compaction shall apply to all soils excavated for the trench especially including any areas that were "benched" or over-excavated in place of trenched shoring. All disturbed soils generated during excavation,whether inside the trench or associated with it, shall be considered to fall under this requirement. 5/2013 02318- 11 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 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 materials 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 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 Sand, Select Fill, or Random Fill material 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 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. 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 Fill of suitable material may be used in the trench zone. 5/2013 02318- 12 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 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. 3.06 MANHOLES,JUNCTION BOXES AND OTHER PIPELINE STRUCTURES A. Meet the requirements of adjoining utility installations for backfill of pipeline structures, as shown on the Plans. 3.07 FIELD QUALITY CONTROL (lb\ 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 Owner's testing laboratory will provide verification testing on backfill materials,as directed by the Engineer. Samples maybe 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. 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 ("I.\ 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. 5/2013 02318- 13 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES 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 100 linear feet measured along pipe for compacted embedment and for every 100 linear feet measured along pipe for compacted trench zone backfill material. Testing shall be performed for each lift thickness for different backfill material specified in Item 3.05. 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/rejection. 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. Re-compacted placement will be retested at the same frequency as the first test series, including verification tests. G. Recondition,re-compact,and retest at Contractor's expense if tests indicate Work does not meet specified compaction requirements. For Cement Stabilized Sand with nonconforming density,core and test for compressive strength at Contractor's expense. H. Acceptability of crushed rock compaction will be determined by inspection. 3.08 CLEAN-UP AND RESTORATION A. Perform clean-up and restoration in and around construction zone in accordance with Section 01140—Contractor's Use of Premises. 5/2013 02318- 14 of 15 CITY OF PEARLAND EXCAVATION AND BACKFILL FOR UTILITIES (1.11\, 3.09 PROTECTION OF THE WORK A. Maintain excavation and embankment areas until start of subsequent work. Repair and re-compact slides,washouts,settlements,or areas with loss of density at no cost to the Owner B. Prevent erosion at all times. Do not allow water to pond in excavations. C. Distribute construction traffic evenly over compacted areas,where practical,to aid in obtaining uniform compaction. Protect exposed areas having high moisture content from wheel loads that cause rutting. D. Coordinate excavation within 15 feet of existing utilities with utility representative. Excavate by hand to locate existing utility, support utility with methods agreed upon by utility representative. All work shall be subsidiary to bid items in Section 00300 Bid Proposal. No additional cost to City. END OF SECTION (41.1') (1.6 5/2013 02318- 15 of 15 CITY OF PEARLAND EMBANKMENT (gaN4 Section 02330 EMBANKMENT 1.0 GENERAL 1.01 SECTION INCLUDES A Construction of embankments with excess excavated material and borrow. B References to Technical Specifications: 1. Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3. Section 01760—Project Record Documents 4. Section 01570--Trench Safety System 5. Section 01450—Testing Laboratory Services 6. Section 01500—Temporary Facilities and Controls 7. Section 02255—Bedding, Backfill and Embankment Material 8. Section 02910—Topsoil 9. Section 01564—Control of Ground Water and Surface Water 10. Section 01720—Field Surveying 11. Section 02220—Site Demolition 12. Section 02200—Site Preparation 13. Section 01140—Contractor's Use of Premises C Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM D 698, "Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort" b. ASTM D 1556,"Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method" c. ASTM D 2922, "Standard Test Method for Density of Soil and Soil- Aggregate in Place by Nuclear Methods (Shallow Depth)" d. ASTM D 3017,"Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth)" 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for Embankment under this Section. Include cost in Bid Items for which this Work is a component. B If embankment is included as a Bid Item, measurement will be based on the Units shown in Section 00300 — Bid Proposal and in accordance with Section 01200 — Measurement and Payment Procedures. 5/2013 02330- 1 of 5 CITY OF PEARLAND EMBANKMENT 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit product quality,material sources, and field quality information in accordance with this Section. C Submit field red lines documenting location of embankments as installed,referenced to survey Control Points, under the provisions of Section 01760 — Project Record Documents, 1.04C. Include location of utilities and structures encountered or rerouted. Give horizontal dimensions, elevations, inverts and gradients. D Submit a Trench Safety Plan under the provisions of Section 01570—Trench Safety System that included measures that establish compliance with the standard interpretation of the General Duty Clause,Section 5.(a)(1),of the Occupational Safety and Health Act of 1970 — 20 USC 654 which states, "Employers must shore or otherwise protect employees who walk/work at the base of an embankment from possible collapse." 1.04 TESTING A Testing and analysis of product quality, material sources, or field quality shall be performed by an independent testing laboratory provided by the Owner under the provisions of Section 01450 — Testing Laboratory Services and as specified in this Section. 1.05 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls. 2.0 PRODUCTS 2.01 MATERIALS A Contractor shall provide materials used as embedment, backfill, back-dressing, and embankment identified on the Plans in accordance with Section 02255 — Bedding, Backfill and Embankment Material. B Topsoil: Conform to requirements of Section 02910—Topsoil. C Borrow Material: Conform to requirements of intended use. Take borrow material ''1 from sources approved by Engineer. .' 5/2013 02330-2 of 5 CITY OF PEARLAND EMBANKMENT 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 Verify backfill of new or relocated utilities and structures, below future grade, is complete. 3.02 PREPARATION A Employ a Trench Safety Plan as specified in Section 01570—Trench Safety Systems. B Install and operate necessary dewatering and surface water control measures in accordance with requirements of Section 01564 — Control of Ground Water and Surface Water. C Identify required lines, levels, and datum. Coordinate with Section 01720 —Field Surveying. D Remove existing pavements and structures, including sidewalks and driveways, in conformance with requirements of Section 02220—Site Demolition, as applicable. E Area shall be cleared and grubbed under the provisions of Section 02200 — Site Preparation prior to placing embankment or opening borrow source. F Strip and stockpile topsoil under the provisions of Section 02200—Site Preparation. G Backfill test pits, or stump holes and other surface irregularities such as small swales with embankment materials and compact in proper lift depths according to the compaction requirements of this Section. H Areas of unsuitable material shall be removed,backfilled with embankment materials and compacted in proper lift depths according to the compaction requirements of this Section. I Upon discovery of unknown or badly deteriorated utilities, or concealed conditions, discontinue work. Notify Engineer and obtain instructions before proceeding in such areas. 3.03 PLACEMENT AND COMPACTION A Do not conduct placement operations during inclement weather or when existing Cground or embankment materials exceed 3 percent of optimum moisture content. Contractor may manipulate wet material to facilitate drying,by disking or windrowing, at Contractor's expense. 5/2013 02330-3 of 5 CITY OF PEARLAND EMBANKMENT B Do not place embankment material until density and moisture content of previously placed material complies with specified requirements. C Scarify areas to receive embankment to a minimum depth of 4 inches to bond existing and new materials. Mix with first layer of embankment material. D Spread embankment 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 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 embankment. F Layers shall not exceed depth as indicated on the Plans. G Where shown on Plans for steep slopes, cut benches into slope and scarify before placing embankment. 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 re-compact with next layer. I Construct to lines and grades shown on Plans. 3.04 COMPACTION REQUIREMENTS A Maintain moisture content of embankment materials to attain required compaction density. B Compact to minimum densities shown on the Plans with a moisture content of optimum to 3 percent above optimum as determined by ASTM D 698. 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 D 1556 or ASTM D 2922 and ASTM D 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. 5/2013 02330-4 of 5 CITY OF PEARLAND EMBANKMENT (a.%. C If tests indicate work does not meet specified compaction requirements,recondition, re-compact, and retest at Contractor's expense. 3.07 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140—Contractor's Use of Premises. B In unpaved areas, grade surface as a uniform slope from installed appurtenances to natural grade and stabilize as indicated on Plans. 3.08 PROTECTION OF THE WORK A Maintain all embankment areas in good condition until completion of Work. B Repair and re-compact slides, washouts, settlements, areas with loss of density, or excavation damaged by Contractor's operations at no additional cost to Owner. C Distribute construction traffic evenly over compacted areas,where practical,to aid in obtaining uniform compaction. Protect exposed areas having high moisture content from wheel loads that cause rutting. END OF SECTION l 1 5/2013 02330-5 of 5 CITY OF PEARLAND SUBGRADE Section 02335 SUBGRADE 1.0 GENERAL 1.01 SECTION INCLUDES A. Foundation course of lime and Portland Cement stabilized in situ subgrade material. B. References to Technical Specifications: 1. Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3. Section 01450—Testing Laboratory Services 4. Section 01500—Temporary Facilities and Controls 5. Section 01564—Control of Ground Water and Surface Water 6. Section 01720—Field Surveying 7. Section 01140—Contractor's Use of Premises C. Referenced Standards: (1.14\1 1. American Society for Testing and Materials (ASTM) a. ASTM D 4318, "Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils" b. ASTM D 698, "Standard Test Methods for Laboratory Compaction Characteristics,of Soil Using Standard.Effort" c. ASTM D 1556,"Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method" d. ASTM D 2922, "Standard Test Method for Density of Soil and Soil- Aggregate in Place by Nuclear Methods (Shallow Depth)" e. ASTM D 3017,"Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth)" f. ASTM C 150 - Standard Specification for Portland Cement. g. ASTM D 558 - Standard Test Method for Moisture-Density Relations of Soil-Cement-Mixtures. 1.02 MEASUREMENT AND PAYMENT • A. Measurement for subgrade is on a square yard basis. Separate payment will be made for each different required type and thickness of stabilized Subgrade. Limits of measurement shall match actual pavement replaced, but no greater than maximum pavement replacement limits shown on Drawings. Limits for measurement will be extended to include installed stabilized subgrade material that extends 2 foot beyond outside edge of pavement to be replaced, except where proposed pavement section 5/2013 02335- 1 of 10 CITY OF PEARLAND SUBGRADE shares common longitudinal or transverse edge with existing pavement section. No •^") payment will be made for stabilized subgrade in areas beyond these limits. B. Measurement for hydrated lime and quicklime is by the ton of 2,000 pounds dry- weight basis,determined by the area to be covered and the rate of application. Do not include cost of hydrated lime or quicklime in Bid Item for subgrade. C. Measurement for lime slurry is by the ton of 2,000 pounds of lime calculated on the percentage by weight of dry solids for the grade of slurry. Do not include cost of lime slurry in Bid Item for subgrade. D. Measurement for Portland Cement is by the ton of 2,000 pounds of dry weight basis. Do not include cost of Portland Cement in Bid Item for subgrade. E. Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B. Submit certificates stating that hydrated lime, commercial lime slurry and quicklime complies with the requirements in this Section. C. Submit weight tickets,certified by supplier,with each bulk delivery of lime to Project Site. D. Submit manufacturer's description and characteristics for rotary speed mixer and compaction equipment for approval. 1.04 TESTING AND SAMPLING 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 D 4318. C. Sampling and testing of lime slurry shall be in accordance with Tex-600-J. D. Sample mixtures of Portland Cement,hydrated lime or quicklime in slurry form will be tested to establish compliance with the requirements in this Section. E. Soil will be evaluated to establish percent of hydrated lime,quicklime,or lime slurry to be applied to subgrade material. F. Moisture-density relationship will be established on material sample from roadway, after stabilization, in accordance with ASTM D 698. 5/2013 02335-2 of 10 CITY OF PEARLAND SUBGRADE G. Soil will be evaluated to establish ratio of cement to soil to obtain desired stability. Normal range is 6 percent to 10 percent by weight. H. The percentage of moisture in soil, at time of cement application,will be determined by ASTM D 558. Moisture will not be allowed to exceed quantity that will permit uniform, complete mixture of soil and cement during dry mixing operations nor specified optimum moisture content for soil cement mixture, as determined. 1.05 PROTECTION OF PEOPLE AND PROPERTY A. Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls. 1.06 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 may be 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. (11" ' 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-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: 5/2013 02335-3 of 10 CITY OF PEARLAND SUBGRADE 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.) D. Lime shall conform to following requirements: CHEMICAL COMPOSITION TYPE A B C Active lime content, i 2 by weight Ca(OH)2+Ca0 90.0 min 87.0 min - Unhydrated lime content, %by weight Ca0 5.0 max - 87.0 min Free water content, %by weight H2O 5.0 max - - SIZING Wet Sieve, as %by weight residue retained: No. 6 0.2 max 0.2 max2 8.0 max3 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: Maximum 5.0%by weight Ca0 shall be allowed in determining total active lime content. 2 Maximum solids content of slurry. 3 Total active lime content, as CaO, in material retained on the No. 6 sieve shall not exceed 2.0%by weight of original Type C lime. E. Lime Slurry may be delivered to the Project Site as Commercial Lime Slurry,or may - be prepared at the Project Site 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 applied without difficulty. 2.03 PORTLAND CEMENT (ONLY WHEN DIRECTED BY ENGINEER) A. ASTM C 150 Type I,bulk or sacked. 5/2013 02335-4of10 CITY OF PEARLAND SUBGRADE 2.04 SOIL A. Provide soil consisting of approved material free from vegetation or other objectable matter encountered in existing roadbed. 3.0 EXECUTION 3.01 EXAMINATION A. Verify backfill of new or relocated utilities and structures below future grade is complete. B. Verify compacted subgrade is ready to support imposed loads. C. Verify subgrade lines and grades are correct. 3.02 PREPARATION A. Install and operate necessary dewatering and surface water control measures in accordance with requirements of Section 01564 — Control of Ground Water and Surface Water. B. Identify required lines, levels, and datum. Coordinate with Section 01720 — Field Surveying. C. 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. D. 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. E. Upon discovery of unknown or badly deteriorated utilities, or concealed conditions, discontinue work. Notify Engineer and obtain instructions before proceeding in such areas. 3.03 LIME SLURRY APPLICATION A. Mix hydrated lime or quicklime with water to form a slurry of the solids content C1.11 specified. Commercial lime slurry shall have dry solids content as specified. Conform to cautionary requirements in this Section, 1.06C, concerning use of quicklime. 5/2013 02335 -5 of 10 CITY OF PEARLAND SUBGRADE B. Apply slurry with a distributor truck equipped with an agitator to keep lime and water in a consistent mixture. Make successive passes over measured section of roadway to J attain proper moisture and lime content. Limit spreading to an area where preliminary mixing operations can be completed on the same working day. 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 lines and grades. D. Seal subgrade as a precaution against heavy rainfall by rolling lightly with light pneumatic rollers. E. 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 inch sieve; a minimum of 90 percent, excluding non-slaking fractions,passes a 3/4-inch sieve;and a minimum of 65 percent excluding non-slaking 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 MIXING-PORTLAND CEMENT (ONLY WHEN DIRECTED BY ENGINEER) A. Do not place and mix cement when temperature is below 40 degrees F and falling. Place Portland Cement base when temperature taken in shade and away from artificial heat is above 35 degrees F and rising. f 5/2013 02335-6 of 10 CITY OF PEARLAND SUBGRADE B. Spread cement uniformly on soil at rate specified by laboratory. When bulk cement spreader is used,position it by string lines or other approved method to ensure uniform distribution of cement. Apply cement only to area where operations can be continuous and completed in daylight,within 1 hour of application. Amount of moisture in soil at time of cement placement shall not exceed quantity that will permit uniform mixture of soil and cement during dry mixing operations. Do not exceed specified optimum moisture content for soil cement mixture. C. Do not allow equipment other than that used in spreading and mixing, to pass over freshly spread cement until it is mixed with soil. D. Dry mix cement with soil.after cement application. Continue mixing until cement has been sufficiently blended with soil to prevent formation of cement balls when water is applied. Mixture of soil and cement that has not been compacted and finished shall not remain undisturbed for more than 30 minutes. E. Immediately after dry mixing is complete, uniformly apply water as necessary and incorporate it into mixture. Pressurized equipment must provide adequate supply to ensure continuous application of required amount of water to sections being processed within 3 hours of cement application. Ensure proper moisture distribution at all times. After last increment of water has been added, continue mixing until thorough and uniform mix has been obtained. F. Ensure percentage of moisture in mixture,based on dry weights,is within 2 percentage points of specified optimum moisture content prior to compaction. When uncompacted soil cement mixture is wetted by rain indicating that average moisture content exceeds tolerance given at time of final compaction,reconstruct entire section in accordance with this Section at no additional cost to City. 3.07 COMPACTION-LIME SUBGRADE 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 light pneumatic rollers. Begin compaction at the bottom and continue until entire depth is uniformly compacted. E. Do not allow stabilized base to mix with underlying material. Correct irregularities or weak spots immediately by replacing material and re-compacting. 5/2013 02335 -7of10 CITY OF PEARLAND SUBGRADE F. Compact to following minimum densities at a moisture content of optimum to 3 percent above optimum as determined by ASTM D 698,unless otherwise indicated on the Plans: 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 re-compact at areas where hair line cracking develops. H. Contractor shall conduct operations to minimize elapsed time between mixing and compacting stabilized subgrade in order to take advantage of rapid initial set characteristics. Complete compaction within 2 hours of commencing compaction and not more than 6 hours after adding and mixing the last stabilizing agent. 3.08 COMPACTION-PORTLAND CEMENT SUBGRADE(ONLY WHEN DIRECTED BY ENGINEER) A. Prior to beginning compaction, ensure mixture is in loose condition for its full depth. Uniformly compact the loose mixture to specified density, lines and grades. B. After soil and cement mixture is compacted,apply water uniformly as needed and mix thoroughly. Then reshape surface to required lines, grades and cross section and lightly scarify to loosen imprints left by compacting or shaping equipment. C. Roll resulting surface with pneumatic-tired roller and "skin" surface with power grader. Thoroughly compact mixture with pneumatic roller,adding small increments of moisture,as needed. When aggregate larger than No.4 sieve is present in mixture, make one complete coverage of section with flat-wheel roller immediately after skinning operation. When approved by Project Manager, surface finishing methods may be varied from this procedure, provided dense uniform surface, free of surface compaction planes, is produced. Maintain moisture content of surface material at its specified optimum during finishing operations. Compact and finish surface within period not to exceed 2 hours, to produce smooth, closely knit surface, free of cracks, ridges, or loose material, conforming to crown, grade and line shown on Drawings within period not to exceed 2 hours. 3.09 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. 5/2013 02335 -8 of 10 CITY OF PEARLAND SUBGRADE (1116'‘I 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. 3.10 TOLERANCES A. Top of compacted surface:Plus or minus 1/4 inch in cross section or in 16 foot length. 3.11 FIELD QUALITY CONTROL A. A minimum of three 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. B. 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. C. Compaction Testing will be performed in accordance with ASTM D 1556 or ASTM D 2922 and ASTM D 3017 at random locations near depth determination tests. Three (1.6) tests will be performed for each 1000 foot roadway section. Rework and re-compact areas that do not conform to compaction requirements at no cost to the Owner. 3.12 CLEAN-UP AND RESTORATION A. Perform clean-up and restoration in and around construction zone in accordance with Section 01140—Contractor's Use of Premises. B. Fill test pits with new compacted lime stabilized subgrade. C. Completed surface shall be smooth and conform to typical section and established lines and grades. D. In unpaved areas, grade surface as a uniform slope from installed appurtenances to natural grade and stabilize as indicated on Plans. 3.13 PROTECTION OF THE WORK A. Maintain stabilized Subgrade to lines and grades and in good condition until placement of base or surface course. B. Protect the asphalt membrane, if used, from being picked up by traffic. 5/2013 02335-9 of 10 CITY OF PEARLAND SUBGRADE C. Repair settlements, areas with loss of density, or areas of subgrade damaged by Contractor's operations at no additional cost to Owner by replacing and re-compacting material to full depth. D. Distribute construction traffic evenly over compacted areas,where practical,to aid in obtaining uniform compaction. Protect exposed areas having high moisture content from wheel loads that cause rutting. END OF SECTION 5/2013 02335 - 10 of 10 CITY OF PEARLAND GEOTEXTILE Section 02370 GEOTEXTILE 1.0 GENERAL 1.01 SECTION INCLUDES A Geotextile, also called filter fabric, in applications such as under a granular fill, as a pipe embedment wrap,around the exterior of a tunnel liner,or around the foundations of pipeline structures. B References to Technical Specifications: 1. Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals C Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM D 4632, Standard Test Method for Grab Breaking Load and Elongation of Geotextiles" b. ASTM D 4533,"Standard Test Method for Trapezoid Tearing Strength of Geotextiles" c. ASTM D 4833, "Standard Test Method for Index Puncture Resistance of Geotextiles, Geomembranes, and Related Products" d. ASTM D 3786,"Standard Test Method for Hydraulic Bursting strength of Textile Fabrics" e. ASTM D 4751, "Standard Test Method for Determining Apparent Opening Size of a Geotextile" f. ASTM D 4491, "Standard Test Method for Water Permeability of Geotextiles by Permittivity" 2. American Association of State Highway• and Transportation Officials (AASHTO) 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,;no separate payment will be made for work performed under this Section. Include cost in Bid Items for Work requiring geotextile. B If Geotextile is included as a Bid Item,measurement will be based on the Units shown in Section 00300—Bid Proposal and in accordance with Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit the standard manufacturer's catalog sheets and other pertinent information,for approval, prior to installation. 07/2006 02370- 1 of 2 CITY OF PEARLAND GEOTEXTILE C Submit installation methods,as a part of the work plan for tunneling or for excavation . 1 and backfill for utilities. Obtain approval from Engineer for Geotextile material 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 this Section, 2.02 "Properties". 2.02 PROPERTIES A Material: Non-woven,non-biodegradable,fabric consisting only of continuous chain polymer filaments or yarns, at least 85 percent by weight poly-olefins, polyesters or polyamide, formed into a dimensionally stable network. 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 Trapezoidal Tear Strength 50 lbs ASTM D 4533 Puncture Strength 80 lbs ASTM D 4833 Mullen Burst Strength 290 psi ASTM D 3786 Apparent Opening Size(1) 0.25 mm ASTM D 4751 Permittivity(sec-1) 0.2 ASTM D 4491 (1) Maximum average roll value 3.0 EXECUTION - Notused END OF SECTION 07/2006 02370-2 of 2 CITY OF PEARLAND WATER METERS (111.1. 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. B References to Technical Specifications: 1. Section 01200—Measurement and Payment 2. Section 02510—Water Mains 3. Section 02541 —Water and Wastewater Line Valves 1.02 MEASUREMENT AND PAYMENT A Measurement for installation of water meters furnished by the Owner is on an each basis for each meter type and size. Payment includes all labor and materials required for installation of water meters furnished by the Owner as indicated on Plans. B Refer to Section 01200—Measurement and Payment Procedures. 2.0 PRODUCTS 2.01 GENERAL A Water meters shall be furnished by the Owner. 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. 03/2008 02511 - 1 of 2 CITY OF PEARLAND WATER METERS 3.0 EXECUTION 3.01 TAPPING AND SERVICE LINE INSTALLATION A Refer to Section 02541—Water and Wastewater Line Valves for tapping requirements. END OF SECTION 03/2008 02511 -2 of 2 CITY OF PEARLAND POLYETHYLENE WRAP Section 02512 POLYETHYLENE WRAP 1.0 GENERAL 1.01 SECTION NCLUDES 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 Plans. B References to Technical Specifications: 1. Section 01350—Submittals C Referenced Standards: 1. American Water Works Association (AWWA) a. AWWA C105 American National Standard for Polyethylene Encasement for Ductile-Iron Pipe Systems 2. American Society of Testing and Materials (ASTM) a. ASTM D 1248, "Standard Specification for Polyethylene Plastics Extrusion Materials for Wire and Cable" 1.02 MEASUREMENT AND PAYMENT : A Unless indicated as a Bid Item, no separate payment will be made for polyethylene wrap. Include cost of polyethylene wrap in unit price for items wrapped. 1.03 SUBMITTALS. A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit manufacturer's 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 C105,2.5 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 material conforming to the following requirements of ASTM.D 1248. a. Raw material. 1) Type : I ..., 2) Class: C (black) 3) Grade: E-5 07/2006 02512- 1 of 4 CITY OF PEARLAND POLYETHYLENE WRAP 4) Flow rate (formerly melt index): 0.4 g/10 minute, maximum 5) Dielectric strength: Volume resistivity, 10'5 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. 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 affect 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 bridges 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. 07/2006 02512-2 of 4 CITY OF PEARLAND POLYETHYLENE WRAP 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. 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,centering 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. 07/2006 02512-3 of 4 CITY OF PEARLAND POLYETHYLENE WRAP 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. 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 minimum clear distance of 3 feet away from cast or ductile iron pipe. END OF SECTION 07/2006 02512-4 of 4 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. B References to Technical Specifications: 1. Section 01200—Measurement and Payment Procedures 2. Section 02318 -Excavation and Backfill for Utilities 3. Section 02520—Valve Boxes, Meter Boxes, and Meter Vaults C Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM B 88, "Stand Specification for Seamless Copper Water Tube" 2. American Water Works Association (AWWA) a. AWWA C800 Standard Underground Service Line Valves and Fittings b. AWWA C900 Polyvinyl Chloride (PVC) Pressure Pipe, 4"— 12" for Water Distribution D Definitions: 1. Short Side Connection - service line connecting proposed curb stop, located inside water meter box, to water main on same side of street. 2. 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. 1.02 MEASUREMENT AND PAYMENT A Measurement for installation of 1 inch water taps and service lines is on a per each basis. Separate measurements will be made for "Short Side" and "Long Side" connections. B Measurement for installation of 2 inch water taps and service lines is on a per each basis. Separate measurements will be made for "Short Side" and "Long Side" connections. C Payment for installation of water taps and service lines includes locating water main, tap installation and connection to meter,restoring site, excavation,bedding,backfill, compaction,push-unders,etc., and all other labor and materials required to complete installation as indicated on Plans. (1°11 D Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS 04/2009 02515- 1 of 6 CITY OF PEARLAND WATER TAP AND SERVICE LINE INSTALLATION A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit manufacturer's product data for approval. 2.0 PRODUCTS 2.01 MATERIALS A Copper Tubing: 1. Provide Type K annealed, seamless, copper tubing, 1-inch to 2-inch in diameter conforming to requirements of ASTM B 88. 2. Furnish 1 inch tubing in straight stock of a minimum 20 feet in length. Furnish 2 inch tubing in coils 40 feet in length. 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 pack joint 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: Pack joint type fitting for use with type-K, soft copper. 04/2009 02515-2 of 6 CITY OF PEARLAND WATER TAP AND SERVICE LINE INSTALLATION D Provide taps for various water main types and sizes in accordance with following schedule: PIPE TAPPING SCHEDULE WATER MAIN SERVICE SIZE TYPE AND DIAMETER 1'' 2" 4" Cast Iron or Ductile: DSS,'WBSS DSS, WBSS Iron 4" Asbestos Cement WBSS DSS, WBSS 4" PVC (AWWA DSS, WBSS DSS,WBSS C900) 6" and 8" Cast Iron or DSS,WBSS DSS, WBSS Ductile Iron 6" and 8" Asbestos DSS, WBSS DSS, WBSS Cement 6" and 8" Cast Iron or DSS,WBSS DSS, WBSS Ductile Iron 6" and 8" PVC DSS,WBSS DSS, WBSS (AWWA C900) 12" Cast Iron or Ductile DSS, WBSS DSS, WBSS Iron 12" Asbestos Cement DSS,WBSS DSS, WBSS 12" PVC (AWWA DSS, WBSS DSS, WBSS C900) 16" and Up Cast Iron or DWBSS DWBSS Ductile Iron 16" and.Up Asbestos DWBSS DWBSS Cement 16" and Up PVC DWBSS DWBSS (AWWA C900) DSS —Dual Strap Saddles WBSS --Wide Band Strap Saddles DWBSS—Dual Wide Band Strap Saddles *Mueller H-15092, or equal E Dual Strap Saddles: Red brass body and straps; ductile-iron; vinyl-coated body and straps; or ductile-iron, nylon-coated strap (Romac 101N or equivalent) 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 04/2009 02515-3 of 6 CITY OF PEARLAND WATER TAP AND SERVICE LINE INSTALLATION 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: Pack joint 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 1 inch stops and 2-hole flange on 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 pack joint connection. 1. Outlet for 1-inch size: Meter swivel nut with saddle support. 2. Outlet for 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. 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. Pack joint tube fittings shall have 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 springline unless otherwise approved by Engineer. B For service lines and lateral connections larger than those allowed in this Section,Part 2.01C, branch connections must be used. 04/2009 02515-4 of 6 CITY OF PEARLAND WATER TAP AND SERVICE LINE INSTALLATION 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 tapson pressurized water mains: Use tapping machine manufactured for pressure tapping purposes. E Install service lines in open-cut trench in accordance with Section 02318—Excavation and Backfill for Utilities except that service lines under all paved roadways, other paved areas and areas indicated on Plans shall be installed in bored hole as specified in this Section. 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 pack joint type union is only permitted if Contractor cannot span underneath pavement with a full length of tubing. Contractor is allowed one pack joint type union for each full length of tubing,provided it is not under the pavement. H Maintain service lines free of dirt, coupons and foreign matter at all times. I Install service lines per City of Pearland. Standard Details. J Locate water meters in accordance with City of Pearland Standard Details. 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 1 inch tubing shall be in multiples of 60 feet and for 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 pack joint 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 crimps 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. 04/2009 02515-5 of 6 CITY OF PEARLAND WATER TAP AND SERVICE LINE INSTALLATION 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 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—Excavation and Backfill for Utilities. 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 —Excavation and Backfill for Utilities. F Install meter box centered over meter with top of lid 3-inches above finished grade for grasses or landscaped areas,and flush with finished grade for paved areas. Meter box: Refer to Section 02520—Valve Boxes, Meter Boxes, and Meter Vaults. END OF SECTION 04/2009 02515-6 of 6 CITY OF PEARLAND VALVE BOXES,METER BOXES, C.) AND METER VAULTS Section-02520 VALVE BOXES,METER BOXES,AND METER VAULTS 1.0 GENERAL 1.01 SECTION INCLUDES A Valve boxes for water service. B Meter boxes for water service. C Meter vaults for water service. D References to Technical Specifications: 1. Section 01200—Measurement and Payment Procedures 2. Section 01350 Submittals 3. Section 03300—Cast-in-Place Concrete 4. Section 02542—Concrete Manholes and Accessories 5. Section 02318 —Excavation and Backfill for Utilities 6. Section 01140—Contractor's Use of Premises lik ' 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for valve boxes under this Section. Include cost in Bid Items for which this Work is a component. B No separate payment will be made for installation of meter boxes furnished by the Owner under this Section. Include cost of installation of meter boxes in Bid Items for which the Work is a component. C Measurement for installation of meter vaults is on a per each basis for each meter vault type and size,complete in place. Payment includes all labor and materials required to complete installation as indicated on Plans. D Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions 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. Clib) 3. Each type of meter vault frame and cover. 02/2008 02520- 1 of 4 CITY OF PEARLAND VALVE BOXES,METER BOXES, AND METER VAULTS Submit Shop Drawings for cast-in-place meter vaults for approval if proposed ''`! construction varies from Plans. D Submit manufacturer's certification that meter boxes purchased for Work meet the requirements of this Section. 2.0 PRODUCTS 2.01 VALVE BOXES A Provide 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 the word "WATER" into lid, 1/2 inch in height and raised 3/32 inch, for valves serving potable water lines. C Coat boxes, bases, and lids by dipping in hot bituminous varnish. D Provide 6-inch PVC, Class 150, DR 18, riser 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 A Refer to City of Pearland Standard Details or contact the Public Works Department for list of acceptable materials. 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 Plans. B Concrete for meter vaults: Class A concrete, conforming to requirements of Section 03300—Cast-in-Place Concrete,with minimum compressive strength of 4000 psi at 28 days. C Reinforcing steel for meter vaults: Conform to requirements of Section 03300—Cast- in-Place Concrete. 1. Grates and Covers: Conform to requirements of Section 02542 — Concrete Manholes and Accessories. 02/2008 02520-2 of 4 CITY OF PEARLAND VALVE BOXES,METER BOXES, AND METER VAULTS 3.0 EXECUTION 3.01 EXAMINATION A Obtain approval from the Engineer for location of meter vault. B Verify lines and grades are correct. C Verify compacted subgrade will support loads imposed by vaults. 3.02 VALVE BOXES A Provide riser pipe with suitable length for depth of cover indicated on Plans 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 riser 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 riser pipe. C Paint covers of new valve boxes as directed by the Owner. 3.03 METER BOXES A Install plastic boxes in accordance with manufacturer's instructions. B Construct concrete meter boxes to dimensions shown on Plans. C Adjust top of meter boxes to conform to cover elevations specified in this Section, 3.05 "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 Plans. Do not cast in presence of water. Make bottom as uniform as practicable. B Precast Meter Vaults: 1. Install precast vaults in accordance with manufacturer's recommendations. Set level on a minimum 3 inch thick bed of sand conforming to the requirements of Section 02318—Excavation and Backfill for Utilities. 2. Seal lifting holes cement-sand mortar or non-shrink grout. C Meter Vault Floor Slab: Cisib\ 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 Plans. Install 02/2008 02520-3 of 4 CITY OF PEARLAND VALVE BOXES,METER BOXES, AND METER VAULTS 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 Plans. 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 Diamond Plate Aluminum as follows: 1. In unpaved areas,set top of meter box or meter vault cover 2 to 3 inches above natural grade. 2. In sidewalk areas,set top of meter box or meter vault cover 1/2 to 1 inch above adjacent concrete. 3.06 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140—Contractor's Use of Premises B Backfill and compact in accordance with Section 02318—Excavation and Backfill for Utilities. C In unpaved areas, slope backfill around meter boxes and vaults to provide a uniform slope 1 to 5 from top to natural grade. D In sidewalk areas slope concrete down from meter boxes to meet adjacent concrete. END OF SECTION 02/2008 02520-4 of 4 CITY OF PEARLAND SANITARY SEWER SERVICE LEADS OR RECONNECTIONS r Section 02531 SANITARY SEWER SERVICE LEADS 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. C References to Technical Specifications: 1. Section 01350—Submittals 2. Section 01760-Project Record Documents 3. Section 01500—Temporary Facilities and.Controls 4. Section 01570—Trench Safety System • 5. Section 01564—Control of Ground Water and Surface Water 6. Section 02318—Excavation and Backfill for Utilities 7. Section 02530—Gravity Sanitary.Sewers 8. Section 01140=Contractor's Use of Premises D Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM D 1784,"Standard Specification for Rigid Poly Vinyl Chloride (PVC) Compounds and Chlorinated Poly Vinyl Chloride (CPVC) Compounds" b. ASTM D 3034, "Standard Specification'for Type PSM Poly Vinyl Chloride (PVC) Sewer Pipe and Fittings" c. ASTM D 3212,"Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals" 1.02 MEASUREMENT AND PAYMENT A Measurement for single, near-side service leads is on a per each basis, complete in place. B Measurement for double, near-side service leads is on a per each basis, completed in place. C Measurement for single,far-side service leads is on a per each basis,complete in place. D Measurement for double,far-side service leads is on a per each basis, complete in place. 02/2008 02531 - 1 of 6 CITY OF PEARLAND SANITARY SEWER SERVICE LEADS OR RECONNECTIONS E Payment for service leads includes service connections, couplings, clean-outs, adapters, disconnecting existing services, reconnecting new service, fittings, excavation, backfill, and testing. F Measurement for sanitary sewer stacks up to 3 vertical feet is on a per each basis, complete in place. Payment includes riser pipe,service connections,couplings,clean- outs, adapters, disconnecting existing services, reconnecting new service, fittings, excavation, backfill, and testing. G Measurement for extra depth sanitary sewer stacks greater than 3 vertical feet is on a vertical foot basis from the top of the receiving sewer to the invert of the service connection, measured and complete in place. Payment includes excavation, pipe, bedding, and backfill for that portion of the stack in excess of 3 feet. H Measurement for sanitary sewer service reconnections with stacks located within 5 feet of the sanitary sewer main centerline shall be per each reconnection,complete in place. I Measurement for sanitary sewer service reconnections without stacks located within 5 feet of the sanitary sewer main centerline shall be per each reconnection, complete in place. J Payment for sanitary sewer service reconnections includes include service connections, couplings, clean-outs, adapters disconnecting existing services, reconnecting new service, fittings, excavation, backfill, and testing. K Augered pipe for service leads will be paid as provided in Section 02415—Augering Pipe or Casing for Sewer. L 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 single family units per reconnection. M Measurement for abandonment of service connection is on a per each basis. No additional payment will be made for abandonment of service connection unless excavation is required beyond new or replacement sewer or service lead trench zone. No separate payment will be made for excavation of sanitary sewer services within the new or replacement sewer trench. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit product data for each pipe product, fitting, coupling and adapter. C Submit field red lines documenting location of sanitary sewer stubs and reconnections as installed,referenced to survey Control Points,under the provisions of Section 01760 02/2008 02531 -2 of 6 CITY OF PEARLAND SANITARY SEWER SERVICELEADS OR RECONNECTIONS C.6‘) — Project Record Documents, 1.04C. Include location of utilities and structures encountered or rerouted. Give horizontal dimensions, elevations, inverts and gradients. Record the exact distance from each service connection to the nearest downstream manhole. 1.04 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls. 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 gasketjointed with gasket conforming to ASTM D3212. C Provide service connection pipe in sizes shown on the Plans. 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. 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. (1112.) 02/2008 02531 -3 of 6 CITY OF PEARLAND SANITARY SEWER SERVICE LEADS OR RECONNECTIONS 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 Plans. 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 Plans. 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 Accurately field locate service connections, whether in service or not, as pipe laying progresses from downstream to upstream. B Properly disconnect existing connections from the sewer and reconnect to the new sewer, as described in this Section. C 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. 02/2008 02531 -4 of 6 • CITY OF PEARLAND SANITARY SEWER SERVICE LEADS OR RECONNECTIONS } D Connect services 8 inches in diameter and larger to the sewer by construction of a manhole. 3.02 PREPARATION A Employ a Trench Safety Plan as specified in Section 01570—Trench Safety System. B Install and operate necessary dewatering and surface water control measures in accordance with requirements of Section 01564 — Control of Ground Water and Surface Water. C Provide a minimum of 48 hours notice to customers whose sanitary sewer service will potentially be interrupted. D Schedule Work so that reconnection of service lines can be completed within 24 hours after disconnection. E Where sewers are existing,field locate existing service connections,whether in service or not. Use existing service locations for reconnection of service lines to new liner or new sanitary sewer main. F For new parallel and replacement sanitary sewer mains, complete testing and ,,may acceptance of downstream sewers as applicable. 3.03 EXCAVATION AND BACKFILL A Excavate and backfill in accordance with Section 02318-Excavation and Backfill for Utilities. 3.04 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 Plans. 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 Plans. Place and compact trench zone backfill in compliance with Section 02318—Excavation and Backfill for Utilities. 02/2008 02531 -5 of 6 CITY OF PEARLAND SANITARY SEWER SERVICE LEADS OR RECONNECTIONS 3.05 INSTALLATION OF NEW SERVICE LEADS A Install the new service connections on the new sanitary sewer main for.each service connection. Provide the length of stub indicated on the Plans. Install plug or cap on the upstream end of the service stub as needed. B Test service connections before backfilling. C Embed the service connection and service line as specified for the new sanitary sewer main at this location, and as shown on the Plans. Place and compact trench zone backfill in compliance with Section 02318 —Excavation and Backfill for Utilities. 3.06 FIELD QUALITY CONTROL A Test service reconnections and service stubs. Follow applicable procedures given in Section 02530—Gravity Sanitary Sewers. 3.07 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140—Contractor's Use of Premises. 3.08 PROTECTION OF THE WORK A Protect and maintain all installations good condition until completion of Work. B Replace installations by Contractor's operations at no cost to Owner. C Do not allow sand, debris or runoff to enter sewer system. END OF SECTION 02/2008 02531 -6 of 6 CITY OF PEARLAND PVC PIPE C** Section 02534 PVC PIPE 1.0 GENERAL 1.01 SECTION INCLUDES 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. D. References to Technical Specifications: 1. Section 01350—Submittals 2. Section 02634 Ductile Iron Pipe and Fittings 3. Section 02533 =Sanitary Sewage Force Mains 4. Section 02512—Polyethylene Wrap 5. Section 02510•—Water Mains 6. Section 02530—Gravity Sanitary.Sewers 7. Section 02731 —Sanitary Sewage Force Mains 8. Section 02630—Storm Sewers 9. Section 02318—Excavation and Backfill for Utilities E. Referenced Standards: 1. American Water Works Association(AWWA) a. AWWA C900 Polyvinyl Chloride (PVC) Pressure Pipe, 4"— 12"for Water Distribution. b. AWWA C905 Polyvinyl Chloride (PVC) Water Transmission Pipe, Nominal Diameters, 14in. Through 36 in. c. AWWA C110 Ductile-Iron and Gray Iron Fittings for Water. 2. American Society for Testing and Materials (ASTM) a. ASTM D 1784,"Standard Specification for Rigid Poly Vinyl Chloride (PVC) Compounds and Chlorinated Poly Vinyl Chloride (CPVC) Compounds" b. ASTM F 477,"Standard Specification for Elastomeric Seals(Gaskets) for Joining Plastic Pipe" 05/2013 02534- 1 of 7 CITY OF PEARLAND PVC PIPE c. ASTM D 3139,"Standard Specification for Joints for Plastic Pressure -""•‘ Pipes Using Flexible Elastomeric Seals" d. ASTM D 3034, "Standard Specification for Type PSM Poly Vinyl Chloride (PVC) Sewer Pipe and Fittings" e. ASTM F 949, "Standard Specification for Poly Vinyl Chloride(PVC) Corrugated Sewer Pipe with a Smooth Interior and Fittings" f. ASTM D 794,"Standard Specification for Poly Vinyl Chloride(PVC) Profile Gravity Sewer Pipe and Fittings Based on Controlled Inside Diameter" g. ASTM F 679, "Standard Specification for Poly Vinyl Chloride(PVC) Large-Diameter Plastic Gravity Sewer Pipe and Fittings" h. ASTM D 2241,"Standard Specification for Poly Vinyl Chloride(PVC) Pressure-Rated Pipe (SDR Series)" i. ASTM D 3212,"Standard Specification for Joints for Drain and Sewer Plastic Pipes Using Flexible Elastomeric Seals" j. ASTM D 2444, "Standard Test Method for Determination for the Impact Resistance of Thermoplastic Pipe and Fittings by Means of a Tup (Falling Weight)" k. ASTM D 1248, "Standard Specification for Polyethylene Plastics Extrusion Materials for Wire and Cable" 1. ASTM D 2321, "Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications" 3. American National Standards Institute (ANSI) a. ANSI A21.10 Cast Iron and Ductile Iron Fittings,2 thru 48 in./Water. b. ANSI A21.11 Rubber Gasket Joints Cast and Ductile Iron Press Pipe. 1.02 MEASUREMENT AND PAYMENT A. Unless indicated as a Bid Item,no separate payment will be made for PVC pipe under this Section. Include cost in Bid Items for Water Mains, Gravity Sanitary Sewer,and Sanitary Sewage Force Mains. 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions 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. 05/2013 02534-2 of 7 CITY OF PEARLAND PVC PIPE 1.04 QUALITY CONTROL A. Submit manufacturer's certifications that PVC pipe and fittings meet requirements of this Section and AWWA C900 or AWWA C905 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 C900 or AWWA C905 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. 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 joining 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 lines. 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. 05/2013 02534-3 of 7 CITY OF PEARLAND PVC PIPE CONTAMINANT GASKET MATERIAL REQUIRED Petroleum(diesel, gasoline) 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: AWWAC900, Class 150, DR 18; nominal 20-foot lengths; cast iron equivalent outside diameters. B. Pipe 16-inch: AWWA C905; 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. D. Make curves and bends by deflecting the joints. Do not exceed maximum deflection recommended by the pipe manufacturer. Submit details of other methods ofproviding curves and bends for review by the Engineer. E. Hydrostatic Test: AWWA C900, AWWA C905, 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: 05/2013 02534-4 of 7 CITY OF PEARLAND PVC PIPE WALL PRODUCT ASTM SDR(MAX.)/ DIAMETER TYPE MANUFACTURER OPTIONS DESIGNATION STIFFNESS(MIN.) SIZE RANGE Solid J-M Pipe Approved D3034 SDR 26/PS 115 6"to 15" CertainTeed Approved F679 SDR 26/PS 115 18"to 48" Can-Tex Approved AWWA C900 DR 18/N/A*** 4"to 12" Carlon Diamnnd Approved AWWA C905 DR 18/N/A*** 14"to 36" Profile* Contech A-2000** Only when F949 N/A/50 psi 12"to 36" included in the ETI Ultra-Rib Bid Schedule F794 N/A/46 psi 12"to 48" Lamson Vylon F794 N/A/46 psi 21"to 48" * Allowed to be used where there are no service taps. ** Allowed to be used to maximum depth of 10' only. ***For water-seer separation requirements unless specifically noted in Bid Schedule. 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. (11°N. 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. E. ASTM 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 D 2444. 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 ring 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. 05/2013 02534-5 of 7 CITY OF PEARLAND PVC PIPE C. Fittings: Provide ductile iron fittings as per this Section,2.03 "Bends and Fittings for ;- "b) PVC Pressure Pipe", 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. E. Hydrostatic Tests: Hydrostatically test pressure rated pipe in accordance with this Section, 2.02E. 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. 3.02 INSTALLATION A. Conform to requirements of Section 02510—Water Mains, Section 02530—Gravity Sanitary Sewers, Section 02731—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. 05/2013 02534-6 of 7 CITY OF PEARLAND PVC PIPE (01"N, 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 Plans. 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 C1111".‘ C 05/2013 02534-7 of 7 CITY OF PEARLAND TAPPING SLEEVES & VALVES Section 02540 TAPPING SLEEVES & VALVES 1.0 GENERAL 1.01 SECTION INCLUDES A Tapping sleeves and valves for connections to existing water system. B References to Technical Specifications: 1. Section 01200—Measurement&Payment Procedures 2. Section 01350—Submittals 3. Section 02541—Water&Wastewater Line Valves 4. Section 02520-Valve Boxes, Meter Boxes, &Meter Vaults 5. Section 02512—Polyethylene Wrap 6. Section 02318—Excavation &Backfill for Utilities C Referenced Standards: 1. American Water Works Association (AWWA) a. AWWA C500 Gate Valves, 3 Through 48 in. NPS, for Water and Sewage Systems. b. AWWA C110 Ductile-Iron and Gray Iron Fittings for Water c. AWWA C207 Steel Pipe Flanges for Waterworks Service—Sizes 4 In. Through 144 In. 1.02 MEASUREMENT AND PAYMENT A Measurement for installation of tapping sleeves and valves is on a per each basis. Payment includes all labor and materials required for installation as indicated on Plans. B Refer to Section 01200 Measurement&Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. 1.04 QUALITY CONTROL A Provide manufacturer's affidavit that all valves purchased for tapping of existing waterlines conform to Section 02541 — Water & Wastewater Line Valves and to applicable requirements of AWWA C500 and that they have been satisfactorily tested in accordance with AWWA C500. 02/2008 02540- 1 of 3 CITY OF PEARLAND TAPPING SLEEVES & VALVES 2.0 PRODUCTS 2.01 MATERIALS A Tapping Sleeves: 1. Tapping Sleeve Bodies: Stainless steel; in two sections to be bolted together with high-strength,corrosion-resistant,low-alloy,steel bolts;mechanical joint ends. a. 12 inch and smaller: stainless steel; JCM 432, Romac, or approved equal. b. 16 inch and larger: epoxy coated ductile iron;JCM,or approved equal. 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&Wastewater Line Valves with following exceptions: 1. Inlet Flanges: a. AWWA C 110; 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. 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, &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. 02/2008 02540-2 of 3 CITY OF PEARLAND TAPPING SLEEVES &VALVES ('"\, 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. H Request inspection of installation prior to backfilling. I Backfill in accordance with Section 02318 —Excavation &Backfill for Utilities. END OF SECTION 02/2008 02540-3 of 3 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES Cimh Section 02542 CONCRETE MANHOLES AND ACCESSORIES 1.0 GENERAL 1.01 SECTION INCLUDES A. Pre-Cast Concrete Manholes for sanitary. B. Pre-Cast and Cast-in-Place Manholes for storm sewer. C. 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. D. Ring grates. E. References to Technical Specifications: 1. Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3. Section 01500—Temporary Facilities and Controls 4. Section 03300—Cast-in-Place Concrete 5. Section 02255 —Bedding,Backfill, and Embankment Materials 6. Section 02318-Excavation and Backfill for Utilities 7. Section 02530—Gravity Sanitary Sewers 8: Section 01140—Contractor's Use of Premises F. Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM C 478,"Standard Specification for Precast Reinforced Concrete Manhole Sections" b. ASTM C 443,"Standard Specification for Joints for Concrete Pipe and Manholes, Using Rubber Gaskets" c. ASTM C 270, "Standard Specification for Mortar for Unit Masonry" d. ASTM C 923, "Standard Specification for Resilient Connectors Between Reinforced Concrete Manhole Structures,Pipes and Laterals" e. ASTM C 1107,"Standard Specification for Packaged Dry,Hydraulic- Cement Grout(Nonshrink)" f. ASTM A 48, "Standard Specification for Gray Iron Castings" g. ASTM A 615, "Standard Specification for Deformed and Plain Carbon-Steel Bars for.Concrete Reinforcement" h. ASTM D 698, "Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort" 05/2013 02542- 1 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 2. American Association of State Highway and Transportation Officials ,'") (AASHTO) 3. American Water Works Association(AWWA) 4. American Welding Society(AWS) a. AWS D12.1, "Reinforcing Steel Welding Code" 5. Texas Commission on Environmental Quality(TCEQ) a. Chapter 217.55 "Minimum Clear Opening" G. Definitions: 1. Shallow Depth Manholes-manholes having a depth of 4 feet or less measured from the top of cover to sewer invert. 2. Normal Depth Manholes-manholes having a depth of greater than 4 feet and up to 8 feet measured from top of cover to sewer invert.- 3. Extra Depth Manholes- manholes having a depth of greater than 8 feet measured from the top of cover to sewer invert. 4. Corrosion Resistant Manholes- concrete manholes incorporating additional material, such as liners or coatings, which make them more resistant to corrosion than typical concrete manholes. 5. Standard Manholes Drops- drops of up to 3 vertical feet measured from the invert of the T-fitting to the sewer invert. 6. Extra Depth Manhole Drops-drops in excess of 3 vertical feet measured from the invert of the T-fitting to the sewer invert. 1.02 MEASUREMENT AND PAYMENT A. Measurement for Normal Depth Manholes and/or Normal Depth Corrosion Resistant Manholes shall be per each. B. Measurement for Shallow Depth Manholes and/or Shallow Depth Corrosion Resistant Manholes shall be per each. C. Measurement for Extra Depth Manholes and/or Extra Depth Corrosion Resistant Manholes is on a vertical foot basis for each foot of depth greater than 8 feet. D. Payment for Manholes under this Section shall be for complete installation including riser, frames, grates, adjustment rings, stainless steel inflow preventers, cut-in work, (Th covers,penetrations,other appurtenances,and be in accordance with Section 01200— Measurement and Payment Procedures. 05/2013 02542-2 of 15 CITY OFPEARLAND CONCRETE MANHOLES AND ACCESSORIES E. Measurement for Standard Manhole Drops shall be per each. F. Measurement for Extra Depth Manhole Drops is on a vertical foot basis for each foot of Drop greater than 3 feet. G. Payment for Drops under this Section shall be for assembly components,encasement, other appurtenances, and be in accordance with Section 01200 —Measurement and Payment Procedures. H. Payment for Air Release Manhole with Valves and Fittings installed is on a unit price basis for each manhole with air release valves,fittings and appurtenances installed and in accordance with Section 01200 Measurement and Payment Procedures. 1.03 PERFORMANCE REQUIREMENTS A. Perform work needed to make manholes structurally sound, improve flow, prevent entrance of inflow or groundwater, prevent entrance of soil or debris, and provide protection against hydrogen sulfide gas attack. B. Manufacturer's Product Support. 1. Through the Contractor,manufacturers of wall sealing or lining systems shall '`\' submit to Engineer for'review and approval a detailed description of the l..__ proposed coating installation process. Describe surface preparation, independent laboratory test results, mix design procedures and method of controlling uniform thickness. 2. A representative employed by the manufacturer and having technical training in epoxy or cementitious liner shall be named and available for consultation by telephone during business hours and on site upon 48 hours notice. 3. Manufacturer's representative on concrete lining systems shall provide technical assistance to applicators to ensure proper usage of dispensing equipment and accurate proportions of admixtures. 1.04 SUBMITTALS A. Make Submittals required by this Section under the provisions 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,rings, and covers. 2. Materials to be used in fabricating drops. 05/2013 02542-3 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 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 criteria as established in this Section, 2.03E, "Design Loading Criteria". 8. Product data, materials and procedures for corrosion resistant liner and coatings, if required. For coating and resistant liner systems requiring 10-yr manufacturer warranty, submit specific coating system including product, thickness, and application for Engineer's approval. 9. Manufacturer's data for pre-mix(bag)concrete,if used for channel inverts and benches. D. Installer Qualifications: Installers of liners and wall repair systems shall submit qualifications to Engineer at least 14 days prior to start of any material application. Submittal shall consist of: 1. Manufacturer's approved equipment list, by name and model number for application of product and contractor's equipment list showing approved equipment available for use in product application. 2. List of contractor's personnel who have satisfactorily completed manufacturer's training in product application within previous two years. Include date of certification for each person. E. 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 MATERIALS A. Concrete shall conform to requirements in Section 03300 - Cast-In Place Concrete. B. Minimum concrete compressive strength of 4000 psi. 05/2013 02542-4 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES C. Reinforcing Steel shall conform to requirement in Se ction 03300-Cast-In Place Concrete. D. Mortar shall conform to requirements of ASTM C 270,Type S using Portland cement. 2.02 PRECAST CONCRETE MANHOLES A. Use manhole sections and base sections conforming to ASTM C 478. Use base riser 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 Plans. 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 this Section,2.03E,"Design Load Criteria",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 30-inch cast iron frames and covers, unless indicated otherwise. Use tops designed to support an AASHTO H-20 loading. D. Where the Plans 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 Criteria: 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 Plans and the following design criteria: 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. 05/2013 02542-5 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 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 0-ring gaskets conforming to ASTM C 443. G. Do not incorporate manhole steps in manhole sections. H. Do not use brick masonry in construction of sanitary sewer manholes. 2.03 MISCELLANEOUS METALS A. Provide cast-iron frames, grates, rings, covers, and stainless steel inflow preventers conforming to requirements of this Section and the City of Pearland Standard Construction Details. 2.04 DROPS A. Drops shall conform to the same pipe material requirements used in the main pipe, unless otherwise indicated on the Plans. 2.05 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: a. Type 304 stainless steel. 2. Internal, expandable clamps on standard manholes: a. Type 304 stainless steel, 11 gage minimum. 3. Internal, expandable clamps on corrosion-resistant manholes: a. Type 316 stainless steel, 11 gage minimum. b. Type 304 stainless steel, 11 gage minimum, coated with minimum 16 mm 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 Plans, use polyethylene-isoprene water-stop meeting the physical property requirements of ASTM C 923,Press-Seal WS Series, or equal. 05/2013 02542-6 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES C. Storm sewer pipe connections: ("1"`,, 1. Connections acceptable for sanitary sewers. 2. Line pipe grouted in place with mortar. Rehabilitate. 2.06 WALL CLEANING MATERIAL A. Cleaners: Detergent or muriatic acid capable of removing dirt, grease, oil and other matter which would prevent a good bond of sealing material to wall. Refer to sealing material manufacturer's recommendations. 2.07 SEALANT MATERIALS A. Sealing materials between precast concrete adjustment ring and manhole cover frame shall be Adeka Ultraseal P201, or approved equal. 2.08 WALL REPAIR MATERIALS A. Hydraulic Cements:Use a blend of cement powders or hydraulic cement to stop active leaks in the manhole structure. B. Quickset Mortar: Use.a quickset mortar to repair wide cracks, holes or disintegrated mortar. 2.09 CORROSION RESISTANT MANHOLE MATERIALS A. Provide one of the following as indicated on the Plans: 1. Precast cylindrical Portland cement concrete sanitary sewer manhole sections, base sections, and cone sections with one of the following factory applied internal coatings or approved equal: a. NeoPoxyTM NPR-5300 Series "PureEpoxy" spray on epoxy liner and other required fillers/sealants per manufacturer's recommendations: b. NeoPoxy NPR-3501 high tensile elongation epoxy elastomeric gout and sealant. c. NeoPoxy NPR-5305 trowelable epoxy filler, grout and sealant, (1111\' d. Chemical and cementitious rapid set hydraulic grouts such as Strong-Plug, Strong-Seal QSR, Quadex Hyperform and Quadex Hydro-Plug, or other equivalents pre-approved by the engineer. 05/2013 02542-7 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES e. NeoPoxy P-88 ultraviolet light resistant topcoat. I f. EMACO liner(contact City of Pearland Public Works Department for specific type). g. Raven liner(contact City of Pearland Public Works Department for specific type). h. SewperCoat 100% Calcium aluminate by KerneosTM Aluminate Technologies. 2. Type I Coating: The manufacturer of these applied products shall provide a minimum 10-year material and labor warranty. A 10-year manufacturer warranty shall be applicable for the following sanitary sewer manholes: a. Manholes that receive force main discharge. b. Manholes within the lift/pump station site including last manhole before wet well. c. Manholes with 5 feet diameter and larger or manholes that receive discharge from 15" or larger diameter gravity sewer. d. Manholes as determined by City Engineer. 3. Type II Coating: All other sanitary sewer manholes shall be coated with minimum 125 mil thick coating of products specified in Section 2.09.1.a-d,or approved equal. 2.10 BACKFILL MATERIALS A. Backfill materials shall conform to the requirements of Section 02255 — Bedding, Backfill, and Embankment Materials. 2.11 NON-SHRINK GROUT A. For non-shrink grout,use prepackaged,inorganic,flowable,non-gas-liberating,non- metallic, cement-based grout requiring 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. 05/2013 02542-8 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 2.12 CASTINGS (11"‘\ A. Castings for frames, grates, rings and covers shall conform to City of Pearland Standard Construction Details and shall be ASTM A 48, Class 30. Provide locking covers if indicated on Plans. 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 Plans. 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 bearing is provided for any position in which the casting may be seated in the frame. CII") 2.14 SPECIAL FRAMES AND COVERS A. Where indicated on the Plans,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 East Jordan Iron Works, or approval equal. B. Where personnel entry is anticipated, minimum clear openings of 30-inches is required. • 2.15 FABRICATED RING GRATES A. Ring grates shall be fabricated from reinforcing steel conforming to ASTM A 615. B. Welds connecting the bars shall conform to AWS D12.1. 2.16 INFLOW PREVENTERS A. Provide stainless steel inflow preventers with air release vents on all sanitary sewer manholes. 05/2013 02'542-9 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 3.0 EXECUTION 3.01 EXAMINATION I A. Verify lines and grades are correct. B. Determine if the subgrade,when scarified and re-compacted, 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 PLACEMENT OF PRECAST MANHOLES A. Install precast manholes to conform to locations and dimensions shown on Plans. B. Place manholes at points of change of alignment, grade, size,pipe intersections, and end of.sewer. 3.03 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. 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 Plans, shall be provided under the manhole base, when indicated by the Engineer. 3.04 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. ,1 05/2013 02542- 10 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES D. Where PVC liners are required, seal joints between sections in accordance with manufacturers recommendations. 3.05 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 precast manhole base with factory installed Fernco type connections and pipe stubouts at least two (2) feet outside manhole wall. Manhole shall be cut-in to existing pipe. No "horseshoe" or"dog house"type connections will be permitted. 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 Plans. Install approved stub plugs at interior of manhole. F. Test connection for watertight seal before backfilling. 3.06 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: Pipes smaller than 15-inches: one-half largest pipe diameter Pipes 15 to 24-inches: three-fourths the largest pipe diameter 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 Plans. B. Form invert channels with class A concrete if not integral with manhole base. For direction changes of mains, construct channels tangent to mains with maximum possible radius of curvature. Provide curves for side inlets and smooth invert fillets for flow transition between pipe inverts. 05/2013 02542- 11 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 3.07 DROPS FOR SANITARY SEWERS A. Construct Drops with same materials used in main pipe unless otherwise indicated on Plans or approved by the Engineer. Install a Drop when a sewer line enters a manhole higher than 30-inches above the invert of the manhole. All drops must be interior drops. B. 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. 3.08 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 ring 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-shrink 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 Plans. 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. 3.09 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 Utilities. 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 spring-line of the pipe with Class B concrete or flowable fill. 3.10 MANHOLE WALL CLEANING A. The floor and interior walls of the manhole shall be thoroughly cleaned and made free of all foreign materials including dirt, grit, roots, oils, grease, sludge, incompatible existing coatings,waxes,form release,curing compounds,efflorescence,sealers,salts, or other contaminants which may affect the performance and adhesion of the coating to the substrate. 05/2013 02542- 12 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES (I") 1. High pressure water blasting with a minimum of 3,500 psi shall be used to clean free all foreign material within the manhole 2. When grease and oil are present within the manhole,an approved detergent or muriatic acid shall be used integrally with the high pressure cleaning water. 3. All materials resulting from the cleaning of the manhole shall be removed prior to application of the coating. 4. All loose grout, ledges, steps and protruding ledges shall be removed to provide an even surface prior to application of coating. B. Prevent any foreign material from entering the adjoining pipes. Remove droppings of foreign and wall sealant materials before they harden on the bottom of the manhole. C. No separate pay shall be made for this item. Include cost for sealing in the unit price for manholes. - D. Manufacturer's representative shallbe available at all times on site to answer questions and approve manhole preparation work prior to lining. 3.11 MANHOLE WALL SEALING '4 A. Seal active leaks in the manhole structure by using non-shrink grout. B. Remove loose or defective wall material. Wipe or brush surface clean prior to the application of hydraulic cement C. Drill weep holes at bottom of manhole walls to relieve hydrostatic pressure to stop leaks. Plug pressure relief holes after leaks are stopped using hydraulic cement materials. Lead wool may also be used to plug large leaks. D. Repair wide cracks,or holes with quickset mortars. Follow manufacturer's application procedures. E. Shape manhole inverts before wall sealing work. Apply concrete to cleaned manhole benches as specified in Section 03300. F. After all active leaks have been stopped, clean and prepare walls for application of selected liner material. G. Properly apply the sealing compound to provide the minimum required uniform coating to the wall surface. H. Prevent any foreign material from entering the adjoining pipes. Remove droppings of foreign and wall sealant materials before they harden on the bottom of the manhole. 05/2013 02542- 13 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES I. Strictly follow product manufacturer's published technical specifications and . recommendations for surface preparation, application and proportioning. 3.12 FIELD QUALITY CONTROL A. Conduct leakage testing of manholes in accordance with requirements of Section 02530—Gravity Sanitary Sewers. Vacuum test shall be completed prior to coating of the manhole. 3.13 INSPECTION A. After manhole wall sealing has been completed, visually inspect the manhole in the presence of Engineer. Check for cleanliness and for elimination of active leaks. B. At completion of manhole construction, assist Engineer in verifying installation of minimum coating thickness of concrete liner. Test several points on the manhole wall. Repair verification points prior to final acceptance for payment. C. During application of corrosion resistant liner, a wet film thickness gauge, meeting ASTM D4414, shall be used. Measurements shall be taken,documented and attested by the Contractor for submission to the Owner. D. At completion of manhole construction, assist Engineer in inspection of installation. 3.14 TESTING A. After the coating product(s)have set in accordance with manufacturer's instructions, all surfaces shall be inspected for holidays with high-voltage holiday detection equipment. Reference NACE RPO 188-99 for performing holiday detection. All detected holidays shall be marked and repaired by abrading the coating surface with grit disk paper or other hand tooling method. After abrading and cleaning,additional coating can be hand applied to the repair area. All touch-up/repair procedures shall follow the coating manufacturer's recommendations. Documentation on areas tested, results and repairs made shall be provided to Owner by Contractor. B. Visual inspection shall be made by the Project Engineer and/or Inspector. Any deficiencies in the finished coating shall be marked and repaired according to the procedures set forth herein by Contractor. 3.15 CLEAN-UP AND RESTORATION A. Perform clean-up and restoration in and around construction zone in accordance with Section 01140—Contractor's Use of Premises. 05/2013 02542- 14 of 15 CITY OF PEARLAND CONCRETE MANHOLES AND ACCESSORIES 3.16 PROTECTION OF THE WORK A. Protect Manholes from damage until subsequent work has been accepted. B. Repair or replace damaged elements of Manholes at no additional cost to the Owner. C. In unpaved areas,provide positive drainage away from manhole frame to natural grade. END OF SECTION ("IN' 05/2013 02542- 15 of 15 CITY OF PEARLAND FRAMES, GRATES, RINGS,AND COVERS Section 02603 FRAMES, GRATES,RINGS,AND COVERS 1.0 GENERAL 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. C. References to Technical Specifications: 1. Section 01200—Measurement and Payment Procedures 2. Section 01350 - Submittals D. Referenced Standards: 1. American Society for Testing and Materials (ASTM) `1 a. ASTM A 48, "Standard Specification for Gray Iron Castings" 4 b. ASTM A 615, "Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement" c. ASTM C 270, "Standard Specification for Mortar for Unit Masonry" 2. American Association of State Highway and Transportation Officials (AASHTO) a. AASHTO M 306, "Drainage, Sewage,Utility, and Related Castings" 3. American Welding Society(AWS) a. AWS D12.1, "Reinforcing Steel Welding Code" 4. Texas Commission on Environmental Quality(TCEQ) a. Chapter 217.55 "Minimum Clear Opening" 1.02 MEASUREMENT AND PAYMENT A. Unless indicated as a Bid Item,no separate payment will be made for frames, grates, rings, covers, and seals under.this Section. Include cost in Bid Items for which this Work is a component. B. If frames,grates,rings,covers,and seals are included as a Bid Items,measurement will be based on the Units shown in Section 00300—Bid Proposal and in accordance with Section 01200—Measurement and Payment Procedures. 5/2013 02603- 1 of 3 CITY OF PEARLAND FRAMES, GRATES, RINGS,AND COVERS 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions of 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 A 48,Class 35B and AASHTO M 306. Provide locking covers if indicated on Plans. 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 Plans. 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. 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 Plans,provide stainless steel 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 Frames and Covers, Model R-1916 manufactured by Neenah Foundry Company, Model V-2420 by East Jordan Iron Works, or approval equal. 5/2013 02603 -2 of 3 CITY OF PEARLAND FRAMES, GRATES, RINGS, AND COVERS B. Where personnel entry is anticipated,minimum clear opening of 30-inches is required. 2.04 FABRICATED RING GRATES A. Ring grates shall be fabricated from reinforcing steel conforming to ASTM A 615. B. Welds connecting the bars shall conform to AWS D12.1. 2.05 MORTAR A. Conform to requirements of ASTM C 270, Type S using Portland cement. 3.0 EXECUTION 3.01 INSTALLATION A. All installations that have an elevation difference between the final elevation of the manhole cover and the surrounding finished grade greater than 18 inches will be required to be hinged, lift assist gasketed ring and cover. (alb\ B. Install castings according to approved Shop Drawings, instructions given in related Sections, and applicable directions from the manufacturer's printed materials. C. 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. D. Ring grates shall be fabricated in accordance with Plans and shall be set in mortar in the mouth of the pipe bell. END OF SECTION 5/2013 02603-3 of 3 CITY OF PEARLAND STORM SEWERS Section 02630 STORM SEWERS 1.0 GENERAL 1.01 SECTION INCLUDES A. Storm sewers and appurtenances. B. References to Technical Specifications: 1. Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3. Section 01450—Testing Laboratory Services 4. Section 03300—Cast-in-Place Concrete 5. Section 02255 —Bedding, Backfill, and Embankment Materials 6. Section 02318—Excavation and Backfill for Utilities 7. Section 02415—Augering Pipe or Casing for Sewers 8. Section 01140 Contractor's Use of Premises 9. Section 02629 - Safety End Treatments C°11 , C. Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM C 76,"Standard Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe b. ASTM C 443,"Standard Specification for Joints for Concrete Pipe and Manholes, Using Rubber Gaskets" c. ASTM C 506, "Standard Specification for Reinforced Concrete Arch Culvert, Storm Drain, and Sewer Pipe" d. ASTM C 877,"Standard Specification for External Sealing Bands for Concrete Pipe,Manholes, and Precast Box Sections" e. ASTM C 507, "Standard Specification for Reinforced Concrete Elliptical Culvert, Storm Drain, and Sewer Pipe" f. ASTM C 655, "Standard Specification for Reinforced Concrete D- Load Culvert, Storm Drain, and Sewer Pipe" g. ASTM D 3350, "Standard Specification for Polyethylene Plastic Pipe and Fittings Materials" h. ASTM C 1433, "Standard Specification for Precast Reinforced Concrete Box Sections for Culverts, Storm Drains, and Sewers" i. ASTM B 633, "Standard Specification for Electrodeposited Coatings of Zinc on Iron and Steel" j. ASTM A 760, "Standard Specification for Corrugated Steel Pipe, } Metallic-Coated for Sewers and Drains" 5/2013 02630- 1 of 12 CITY OF PEARLAND STORM SEWERS 2. American Association of State Highway and Transportation Officials (AASHTO) 1.02 MEASUREMENT AND PAYMENT A. Measurement for storm sewers is on a linear foot basis taken along the center line of the pipe from center line to center line of manholes or from end to end of culverts, measured and complete in place. Separate measurement will be made for each type and size of pipe installed. B. Payment for storm sewer includes pipe, earthwork,connections to existing manholes and pipe,accessories,equipment and execution required are incidental to storm sewer work. C. Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B. Submit manufacturer's literature for product specifications and installation instructions. C. Submit product quality,material sources,and field quality information in accordance with this Section. 1.04 TESTING A. Testing and analysis of product quality, material sources, or field quality shall be performed by an independent testing laboratory provided by the Owner under the provisions of Section 01450 — Testing Laboratory Services and as specified in this Section. 1.05 QUALITY ASSURANCE A. The condition for acceptance will be a storm sewer that is watertight both in pipe-to- pipe, box-to-box joints and in pipe-to-manhole connections and in box connections. 5/2013 02630-2 of 12 CITY OF PEARLAND STORM SEWERS 1.06 PRODUCT DELIVERY, STORAGE AND HANDLING A. Comply with manufacturer's recommendations. B. Handle pipe, fittings, and accessories 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 interiors of pipe and fittings completely free of dirt and foreign matter. 2.0 -PRODUCTS . 2.01 MATERIAL A. Materials for storm sewers shall be of the sizes and types indicated on the Plans. B. Materials for pipe and fittings, other than those specified or referenced, may be considered for use in storm sewers. (1"\; 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 C 76, for Class III wall thickness. Joints shall be rubber gasketed conforming to ASTM C 443. B. Reinforced concrete arch pipe shall conform to the requirements of ASTM C 506 for Class A-III. Joints shall conform to ASTM C 877. C. Reinforced concrete elliptical pipe, either vertical or horizontal, shall conform to the requirements of ASTM C 507 for Class VE-III for vertical or Class HE-III for horizontal. Joints shall be rubber gaskets'conforming to ASTM C 877. D. Reinforced concrete D-load pipe shall conform to the requirements of ASTM C 655. C6N, 5/2013 02630-3 of 12 CITY OF PEARLAND STORM SEWERS 2.03 PRECAST AND CAST-IN-PLACE REINFORCED CONCRETE BOX SEWERS A. All box sewer sections shall conform to ASTM C1433. 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— Cast-in-Place Concrete with minimum compressive strength of 4000 psi. 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. E. Make test specimens in test cylinders at the same time and in the same manner as the box sections they represent. Make a minimum of 4 test cylinders for each day's production run and each mix design. Cure test cylinders in the same manner and for the same times as the boxes they represent. The producer must furnish all equipment required for testing concrete for boxes produced in a precasting plant. F. For precast boxes,provide no more than 4 lifting holes in each section. Lifting holes may be cast, cut into fresh concrete after form removal, or drilled. Provide lifting holes of sufficient size for adequate lifting devices based on the size and weight of the box section. Do not use lifting holes larger than 3 in. in diameter. Do not cut more than 1 longitudinal. G. Rubber gaskted joints for precast reinforced concrete box culverts and sewers may be selected in lieu of boxes with preformed,flexible,mastic gasket material.When rubber gasket joints are selected, they shall meet the requirements of ASTM C 1677 for design of the joints, performance and joint tolerances. When selecting the rubber gasket joint for box, neither filter fabric nor external joint wrap shall be required. 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 Plans and conforming to the following: Galvanized Steel AASHTO M218 Aluminized Steel AASHTO M274 Aluminum AASHTO M197 Precoated Galvanized Steel AASHTO M246 1. Reference to gauge of metal is to U.S. Standard Gauge for uncoated sheets. Tables in AASHTO M218 and AASHTO M274 list thicknesses for coated ,.. sheets in inches. The tables in AASHTO M197 list thicknesses in inches for clad aluminum sheets. 5/2013 02630-4 of 12 CITY OF PEARLAND STORM SEWERS B. Coupling bands and other hardware for galvanized or aluminized steel pipe shall conform to requirements of AASHTO M36 for steel pipe and AASHTO M196 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 %z 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. 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 electro-galvanized per ASTM B 633, Type RS. Lt ' 5/2013 02630-5 of 12 CITY OF PEARLAND STORM SEWERS 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 M190. 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 Plans,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. D. 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 Plans 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 Plans. 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 Plans. 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 materials with a coating of bituminous material meeting requirements of AASHTO M 190. Extend coating a minimum distance of one foot beyond area of contact. 5/2013 02630-6 of 12 CITY OF PEARLAND STORM SEWERS Cimk 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 Plans. 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 Plans. 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 do 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 to requirements of these specifications. 2.07 BEDDING, BACKFILL,AND TOPSOIL MATERIAL A. Bedding and Backfill Material: Conform to Plans and requirements of Sections 02255 —Bedding, Backfill, and Embankment Materials. 5/2013 02630-7of12 CITY OF PEARLAND STORM SEWERS 3.0 EXECUTION 3.01 PREPARATION A. Conform to requirements of Section 02318 —Excavation and Backfill for Utilities, 3.02 "Preparation". 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 Plans. 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 Plans and Specifications. 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 materials, 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 materials 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 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. 5/2013 02630-8 of 12 CITY OF PEARLAND STORM SEWERS H. During backfilling, obtain uniform backfill material and uniform compacted density throughout length of structure so that unequal pressure will be avoided. Provide proper backfill under structure. I. 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. C°I\ 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 Plans, 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" 1' 2" 2 24" 1, 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"— 120" 3' 5" 10 & Over E. Where extensions are attached to, existing structures, install a proper connection between structure and existing as indicated on Plans, coat the connection with bituminous material when required. ( F. When existing headwalls and aprons are indicated for reuse on the Plans,sever portion to be reused from the existing culvert, and relocate to prepared position. Damaged 5/2013 02630-9 of 12 CITY OF PEARLAND STORM SEWERS 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 Plans and pipe manufacturer's recommendations and as specified in this Section. 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 material 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. 5/2013 02630- 10 of 12 CITY OF PEARLAND STORM SEWERS (111^`, 3.06 PRECAST AND CAST-IN-PLACE CONCRETE BOX SEWERS INSTALLATION A. Placement of Boxes: when precast boxes are used to form multiple barrel structures, place the box sections in conformance with the plans or as directed. Place material to be used between barrels as shown on the plans or as directed. Unless otherwise authorized, start the laying of boxes on the bedding at the outlet end and proceed toward the inlet end with the abutting sections properly matched. Fit,match, and lay the boxes to form a smooth,uniform conduit true to the established lines and grades. For trench installations, lower the box sections into the trench without damaging the box or disturbing the bedding and the sides of the trench. Carefully clean the ends of the box before it is placed. Prevent the earth or bedding material from entering the box as it is laid. Remove and re-lay, without extra compensation, boxes that are not in alignments or that show excessive settlement after laying. Form and place cast-in- place boxes in accordance with Section 03300-Cast-in-Place Concrete. B. Connections and Stub Ends: Make connections of boxes to existing boxes, pipes, storm drains,or storm drain appurtenances as shown on the plans. Mortar or concrete the bottom of existing structures if necessary to eliminate any drainage pockets created by the connections. Connect boxes to any required headwalls,wingwalls, safety end treatments or riprap, or other structures as shown on the plans or as directed. Repair any damage to the existing structure resulting from making the connections. Finish stub ends for connections to future work not shown on the plans by installing watertight plugs into the free end of the box. C. For precast boxes,fill lifting holes with mortar or concrete and cure. Precast concrete or mortar plugs may be used. 3.07 INSTALLATION OTHER THAN OPEN CUT A. For installation of pipe by augering,boring,,or jacking pipe,conform to requirements of Section 02415 - Augering Pipe or Casing for Sewers. B. Design pipe and box sewers for jacking,boring or tunneling considering the specific installation conditions such as the.soil conditions, installation methods, anticipated deflection angles and jacking pressures. When requested, provide design notes and drawings signed by a Texas licensed professional engineer. 3.08 CONNECTIONS A. Connect inlet leads to the inlets as shown on the Plans. Use non-shrink grout jointing material as shown on the Plans Drawing or as approved. Make connections water tight. 5/2013 02630- 11 of 12 CITY OF PEARLAND STORM SEWERS 3.09 FINISHES '"" A. Cut off inlet leads neatly at the inside face of inlet wall. Point up with mortar or field galvanizing. B. When the box section of the inlet has been completed,shape the floor of the inlet with mortar to conform to the detailed Plans. C. Finish concrete surfaces in accordance with requirements of Section 03300—Cast-in- Place Concrete. 3.10 BACKFILL A. Backfill the trench only after pipe and box sewer 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 Plans. C. Backfill and compact soil in accordance with Section 02318—Excavation and Backfill for Utilities. 3.11 INSPECTION A. Remove and replace all nonconforming work at no additional cost to City. 3.12 SAFETY END TREATMENTS (SET) A. Install safety end treatments in accordance with Section 02629 and as indicated on the plans. Use only approved pre-cast SET's with cross bars. 3.13 CLEAN-UP AND RESTORATION A. Perform clean-up and restoration in and around construction zone in accordance with Section 01140—Contractor's Use of Premises. B. In unpaved areas,grade surface as a uniform slope to natural grade as indicated on the Plans. END OF SECTION 5/2013 02630- 12 of 12 CITY OF PEARLAND PRECAST INLETS,HEADWALLS, AND WINGWALLS (111\i Section 02631 PRECAST 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. C. References to Technical Specifications: 1. Section 0.1200—Measurement and Payment Procedures 2. Section 01350—Submittals 3. Section 01630—Product Options and Substitution 4. Section 03300—Cast-in-Place Concrete 5. Section 02542—Concrete Manholes and Accessories 6. Section 02318—Excavation and Backfill for Utilities Cibk\ D. Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM C 76,"Standard Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe b. ASTM C 270, "Standard Specification for Mortar for Unit Masonry" E. Definitions: 1. 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. 2. Normal Depth Type BB Inlet - depth of 2.55 feet (2' 6% ") plus pipe inside diameter when measured from curb beam to flow line of inlet lead. 3. Extra Depth Inlet- specified depth exceeding normal depth for the type inlet used. 5/2013 02631 - 1 of 5 CITY OF PEARLAND PRECAST INLETS, HEADWALLS, AND WINGWALLS 1.02 MEASUREMENT AND PAYMENT A. Measurement for normal depth inlets is on a per each basis, complete in place. B. When extra depth is specified on the Plans,measurement for extra depth inlets is on a vertical foot basis for each foot in excess of normal depth,measured and complete in place. C. Measurement for headwalls and wingwalls is on a per each basis, complete in place. D. Payment for inlets and for culvert headwalls and wingwalls includes connection of lines, and furnishing and installing frames, grates,rings and covers. E. Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B. Submit Shop Drawings for approval of design and construction details for precast concrete inlets, headwalls and wingwalls. . C. Submit proposals for using equivalent construction products or processes according to Section 01630—Product Options and Substitution. D. Submit manufacturer's data and details for frames, grates,rings, and covers. 1.04 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. 2.0 PRODUCTS 2.01 MATERIALS A. Concrete: Concrete for precast machine-made units meeting requirements of ASTM C 76 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 — Cast-in-Place Concrete. Place reinforcing steel to conform to details shown on Plans and as follows: 5/2013 02631 -2 of 5 CITY OF PEARLAND PRECAST INLETS, HEADWALLS, AND WINGWALLS 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 Plans shall be maintained. 2. Welding of reinforcing steel is not permitted unless noted on the Plans. 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-Concrete Manholes and Accessories. 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 Plans.. 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. (1"In`; C. Rejection: Precast units maybe 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 according to requirements of these specifications. 5/2013 02631 -3 of 5 CITY OF PEARLAND PRECAST 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 Plans. B. Excavate in accordance with requirements of Section 02318—Excavation and Backfill for Utilities. C. Bed precast concrete units on cement stabilized sand on foundations of firm, stable material 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 Plans 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 Plans. Use non-shrink jointing material as shown on the Plans or as approved. Make connections water tight. 5/2013 02631 -4 of 5 CITY OF PEARLAND PRECAST INLETS, HEADWALLS, AND WINGWALLS 3.06 BACKFILL A. Backfill the area of excavation surrounding each completed inlet, headwall or wingwall according to the requirements of Section 02318—Excavation and Backfill for Utilities. END OF SECTION 5/2013 02631 -5 of 5 CITY OF PEARLAND CAST-IN-PLACE INLETS, HEADWALLS,AND WINGWALLS Section 02632 CAST-IN-PLACE INLETS, HEADWALLS,AND WINGWALLS 1.0 GENERAL 1.01 SECTION INCLUDES A. Cast-in-place inlets for storm or sanitary sewers,including cast iron frame and plate or grate. B. Cast-in-place headwalls and wingwalls for storm sewers. C. References to Technical Specifications: 1. Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3. Section 03300—Cast-in-Place Concrete 4. Section 02603 —Frames, Grates, Rings, and Covers 5. Section.02318—Excavation and Backfill for Utilities D. Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM C 270, "Standard Specification for Mortar for Unit Masonry" E. Definitions: 1. 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. 2. Normal Depth Type BB Inlet - Depth of 2.55 feet (2' 6%") plus pipe inside diameter when measured from curb beam to flow line of inlet lead. 3. Extra Depth Inlet- Specified depth exceeding normal depth for the type inlet used. 1.02 MEASUREMENT AND PAYMENT A. Measurement for normal depth inlets is on a per each basis, complete in. B. Measurement for extra depth inlets is on a vertical foot basis for each foot in excess of normal depth,measured and complete in place. C. Measurement for headwalls and wingwalls is on a per each basis, complete in place. 5/2013 02632- 1 of 3 CITY OF PEARLAND CAST-IN-PLACE INLETS, HEADWALLS,AND WINGWALLS ---� D. Payment for inlets and for culvert headwalls and wingwalls includes connection of lines and furnishing and installing frames, grates,rings and covers. E. Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B. Submit Shop Drawings for approval of design and construction details for cast-in-place units which differ from units shown on Plans. C. Submit manufacturer's data and details for frames, grates,rings, and covers. 2.0 PRODUCTS 2.01 MATERIALS A. Concrete: Class A concrete with minimum compressive strength of 4000 psi conforming to requirements of Section 03300 — Cast-in-Place Concrete, unless otherwise indicated on Plans or approved by the Engineer. B. Reinforcing steel: Conform to requirements of Section 03300 — Cast-in-Place Concrete. C. Mortar: Conform to requirements of ASTM C 270, Type S using Portland cement. D. Miscellaneous metals: Cast-iron frames, grates, rings, and covers conforming to requirements of Section 02603 —Frames, Grates, Rings, and Covers. 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. Construct inlets,headwalls,and wingwalls complete in place to the dimensions,lines and grades as shown on Plans. 5/2013 02632-2 of 3 CITY OF PEARLAND CAST-IN-PLACE INLETS, HEADWALLS,AND WINGWALLS (10`N. B. Excavate in accordance with requirements of Section 02318—Excavation and Backfill for Utilities. C. The box section of inlet may be constructed of Class A concrete. D. Forms will be required for both the outside and inside faces of concrete inlet walls, however,if the nature of the material excavated for the inlet is such that it can be hand trimmed to a smooth vertical face,the outside forms may be omitted with approval of the Engineer. E. Place reinforcing steel to conform to details shown on the Plans. Provide a positive means for holding steel cages in place during concrete placement. Welding of reinforcing steel is not permitted unless noted on the Plans. 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 Plans shall be maintained. F. Chamfer exposed edges unless otherwise indicated on Plans. 3.03 FINISHES Cirak\, A. Cut off inlet leads neatly at the inside face of inlet wall. Point up with mortar. B. When the box section of the inlet has been completed,shape the floor of the inlet with mortar to conform to the detailed Plans. C. Finish concrete surfaces in accordance with requirements of Section 03300—Cast-in- Place Concrete. 3.04 INLET WATERTIGHNESS A. Verify that inlets are free of visible leaks. Repair leaks in an approved manner. 3.05 BACKFILL A. Backfill the area of excavation surrounding each completed inlet according to the requirements of Section 02318—Excavation and Backfill for Utilities. END OF SECTION 5/2013 02632-3 of 3 CITY OF PEARLAND ADJUSTING MANHOLES,INLETS,AND VALVE BOXES Section 02633 ADJUSTING MANHOLES,INLETS,AND VALVE BOXES 1.0 GENERAL 1.01 SECTION INCLUDES A Adjusting elevation of manholes, inlets, and valve boxes to new grades. B References to Technical Specifications: 1. Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3. Section 03300—Cast-in-Place Concrete 4. Section 02542—Concrete Manholes and Accessories 5. Section 02318 —Excavation and Backfill for Utilities 6: Section 02910—Topsoil 7. Section 02921 —Hydromulch Seeding C Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM C 270, "Standard Specification for Mortar for Unit Masonry" 1.02 MEASUREMENT AND PAYMENT A Measurement for adjusting utility structures to grade is on a lump sum basis for: 1. Adjusting manholes. 2. Adjusting inlets. 3. Adjusting valve boxes. B Refer to Section 01200-Measurement and Payment Procedures. C Make Submittals required by this Section under the provisions of Section 01350 — Submittals. 2.0 PRODUCTS 2.01 CONCRETE MATERIALS A For cast in place concrete, refer to Section 03300—Cast-in-Place Concrete. B For precast concrete manhole sections and adjustment rings,refer to Section 02542— Concrete Manholes and Accessories. C For mortar mix, conform to requirements of ASTM C 270, Type S using Portland cement. 07/2006 02633- 1 of 3 CITY OF PEARLAND ADJUSTING MANHOLES,INLETS,AND VALVE BOXES 2.02. CAST IRON ADJUSTING RINGS A For cast iron adjusting rings, refer to Section 02542 — Concrete Manholes and Accessories. 2.03 PIPING MATERIALS A For riser pipes and fittings, refer to applicable piping materials specifications in Sections 02542—Concrete Manholes and Accessories. 3.0 EXECUTION 3.01 EXAMINATION A Examine existing structure, valve box,frame and cover or inlet box,frame and cover or inlet,and piping and connections for damage or defects that would affect adjustment to grade. Report such damage or defects to the Engineer. 3.02 ESTABLISHING GRADE A Coordinate grade related items with existing grade and finished grade or paving, and relate to established bench mark or reference line. 3.03 ADJUSTING MANHOLES AND INLETS A Elevation of manhole or inlet can be raised using precast concrete rings or metal adjusting rings. Use of brick for adjustment to grade is prohibited. Elevation of manhole or inlet can be lowered by removing existing masonry,adjusting rings or the top section of the barrel below the new elevation and then rebuilding or raising the elevation to the proper height. B Grout inside and outside adjusting ring joints. C Salvage and reuse cast iron frame and cover or grate. D Protect or block off manhole or inlet bottom using wood forms shaped to fit so that no debris or soil falls to the bottom during adjustment. E Set the cast iron frame for the manhole cover or grate in a full mortar bed and adjust to the established elevation. In streets, adjust covers to be flush to 1/8 inch above pavement. F Verify that manholes and inlets are free of visible leaks as a result of reconstruction. Repair leaks in a manner subject to the Engineer's approval. 3.04 ADJUSTING VALVE BOXES A If usable, salvage and reuse valve box and surrounding concrete block. 07/2006 02633-2 of 3 CITY OF PEARLAND ADJUSTING MANHOLES,INLETS,AND VALVE BOXES B Remove and replace 6 inch ductile iron riser pipe with suitable length for depth of cover required to establish the adjusted elevation to accommodate actual finish grade. C Reinstall in-kind adjustable valve box and riser piping plumbed in vertical position. Provide minimum 6 inches telescoping freeboard space between riser pipe top butt end and interior contact flange of valve box for vertical movement damping. D After valve box has been set, aligned, and adjusted so that top lid is level with final grade, pour a 24 inch by 24 inch by 8 inch thick concrete pad around valve box. Center valve box horizontally within concrete slab. 3.05 BACKFILL AND GRADING A Backfill the area of excavation surrounding each adjusted manhole, inlet, and valve box and compact according to requirements of Section 02318 — Excavation and Backfill for Utilities. B Grade the ground surface to drain away from each manhole and valve box. Place earth fill around manholes to the level of the upper rim of the manhole frame. Place earth fill around the valve box concrete block. C In unpaved areas,grade surface at a uniform slope of 1 to 5 from the manhole frame to natural grade. Provide a minimum of 4 inches of topsoil conforming to requirements of Section 02910—Topsoil and seed in accordance with Section 02921—Hydromulch Seeding. END OF SECTION 07/2006 02633-3 of 3 CITY OF PEARLAND DUCTILE IRON PIPE AND FITTINGS Section 02634 DUCTILE IRON PIPE AND FITTINGS 1.0 GENERAL 1.01 SECTION INCLUDES A. Ductile iron pipe and fittings for water mains,wastewater force mains,gravity sanitary sewers, and storm sewers. B. References to Technical Specifications: 1. Section 01350—Submittals 2. Section 02676—Hydrostatic Testing of Pipelines 3. Section 02533 —Sanitary Sewage Force Mains 4. Section 02630—Polyethylene Wrap 5. Section 02510—Water Mains 6. Section 02530—Gravity Sanitary Sewers C. Referenced Standards: (1.1\ 1. American National Standards Institute (ANSI) a. ANSI A21.51,Ductile-Iron Pipe Centrifugal Cast, in Metal Molds b. ANSI A21.11,Rubber Gasket Joints Cast and Ductile Iron Press Pipe c. ANSI A21.15, Flanged Cast and Ductile Iron d. ANSI A21.50, Thickness Design of Ductile Iron Pipe e. ANSI A21.10,Cast Iron and Ductile Iron Fittings,2 thru 48 in./Water f. ANSI B16.1, Cast Iron Pipe Flanges and Flanged Fittings g. ANSI A21.53,Ductile-Iron Compact Fittings for Water Service h. ANSI A21.4, Cement-Mortar lining/Cast and Ductile Iron Pipe and Fittings 2. American Water Works Association (AWWA) a. AWWA C 111 Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings b. AWWA C 110 Ductile-Iron and Gray Iron Fittings for Water c.. AWWA C153 Ductile-Iron Compact Fittings for Water Service d. AWWA C600 Installation for Ductile-Iron Water Mains and Their Appurtenances 3. Steel Structures Painting Council(SSPC) a. SSPC-SP 6, Commercial Blast Cleaning 4. American Society for Testing and Materials (ASTM) 5/2013 02634- 1 of 5 CITY OF PEARLAND DUCTILE IRON PIPE AND FITTINGS a. ASTM G 62,"Standard Test Method for Holiday Detection in Pipeline Coatings" b. ASTM D 1248, "Standard Specification for Polyethylene Plastics Extrusion Materials for Wire and Cable" 1.02 MEASUREMENT AND PAYMENT A. Unless indicated as a Bid Item,no separate payment will be made for ductile iron pipe and fittings under this Section. Include cost in Bid Items for Water Mains, Sanitary Sewage Force Mains, Gravity Sanitary Sewers, and Storm Sewers. 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions 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 Plans. 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. 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. C. Unless otherwise shown on Drawings,use minimum Pressure Class 250 for waterlines or thickness Class 52 for waterlines in casing or augered hole. Provide minimum thickness Class 52 for sanitary sewers. Provide minimum Pressure Class 350 for flanged pipe. 5/2013 02634-2 of 5 CITY OF PEARLAND DUCTILE IRON PIPE AND FITTINGS 2.02 JOINTS (11116'% 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 Plans or required by these specifications.For bolted joints,bolts shall conform to requirements ofAWWA C111. B. Where restrained joints for buried service are required by Plans, provide one of the following, or Approved 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. 4. EBAA IRON MEGALUG Mechanical Joint Restraint. 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 02676 - Hydrostatic Testing of Pipelines or 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 Plans to provide electrical continuity along entire pipeline, except where insulating flanges are required by Plans. 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,Nitrile Rubber, FKM Viton Type Gasket(ASTM 1418) Other contaminants As recommended by the pipe manufacture 5/2013 02634-3 of 5 CITY OF PEARLAND DUCTILE IRON PIPE AND FITTINGS 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. 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 02630—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 G 62, Method B for voids and holidays; provide written certification. 4. Acceptable Lining Materials: a. Virgin polyethylene conforming to ASTM D 1248, with inert fillers and carbon black to resist ultraviolet degradation during storage heat bonded to interior surface of pipe and fittings;"Polyline"by American Cast Iron Pipe Company; or Approved 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 lined with high density polyethylene liner pipe or cured-in-place liner,provide cement-lined with seal coat in accordance with ANSI A21.4. For pipes which will not be provided with named liner, provide pipe as specified in this Section, 2.05B "Sanitary Sewer and Force Main Interiors". 5/2013 02634-4 of 5 CITY OF PEARLAND DUCTILE IRON PIPE AND FITTINGS CH') D. Exterior: Prime coat and outside asphaltic coating conforming 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 Approved 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. 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 Cibh\ 3.01 INSTALLATION A. Conform to installation requirements of Section 02510—Water Mains,Section 02530 —Gravity Sanitary Sewers,and Section 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 Plans,install ductile iron pipe for water service to clear utility lines with following minimum cover: DIAMETER DEPTH OF COVER (INCHES) (FEET) 16 and 24 5 12 and smaller 4 (1111.'? END OF SECTION 5/2013 02634-5 of 5 CITY OF PEARLAND : CONCRETE PAVEMENT rih\' Section 02751 CONCRETE PAVEMENT 1.0 GENERAL 1.01 SECTION INCLUDES A Portland Cement Concrete Pavement for Concrete Streets,Driveways and Sidewalks; Joints and Curing Materials. B References to Technical Specifications: 1. Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3. Section 01450—Testing Laboratory Services C Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM C 150, "Standard Specification for Portland Cement" b. ASTM C 94, "Standard Specification for Ready-Mixed Concrete" c. ASTM C 33, "Standard Specification for Concrete Aggregates" d. ASTM C 131, "Standard Test Methods for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine" e. ASTM C 136, "Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates" f. ASTM C 40, "Standard Test Method for Organic Impurities in Fine Aggregates for Concrete" g. ASTM C 260 h. ASTM C 494, "Standard Specification for Chemical Admixtures for Concrete" i. ASTM A 615, "Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement" j. ASTM D 994,"Standard Specification for Preformed Expansion Joint Filler for Concrete(Bituminous Type)" k. ASTM D 1751,"Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction(Nonextruding and Resilient Bituminous Type) 1. ASTM D 6690, "Standard Specification for Joint and Crack Sealants, Hot-Applied, for Concrete and Asphaltic Pavements" m. ASTM C 39, "Standard Test Method for Compressive Strength of Concrete" n. ASTM C 31,"Standard Practice for Making and Curing Concrete Test Specimens in the Field" (4111 o. ASTM C 143,"Standard Test Method for Slump of Hydraulic Cement Concrete" 07/2006 02751 - 1 of 15 CITY OF PEARLAND CONCRETE PAVEMENT p. ASTM C 138, "Standard Test Method for Density(Unit Weight),Yield, and Air Content (Gravimetric) of Concrete" q. ASTM C 231,"Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method" r. ASTM C 171, "Standard Specification for Sheet Materials for Curing Concrete" s. ASTM C 309,"Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete" t. ASTM C 42,"Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete" 2. Texas Department of Transportation (TxDOT) a. Tex-406-A, "Material Finer than 75-µm (No. 200) Sieve in Mineral Aggregates (Decantation Test for Concrete Aggregates) b. Tex-203-F, "Sand Equivalent Test" c. Standard Specifications for Construction and Maintenance of Highways, Streets and Bridges, 2004 Adoption 1) Item 438 "Cleaning and Sealing Joints and Cracks (Rigid Pavements and Bridge Decks)" 1.02 MEASUREMENT AND PAYMENT A Measurement for concrete paving is on square yard basis. Separate measurement will be made for each different required thickness of pavement. B Payment includes all labor and materials required for installation of concrete paving, joints and curing material, as indicated on Plans. C Refer to Section 01200—Measurement and Payment Procedures. D Refer to this Section,3.26"Noncomforming Pavement"for unit price adjustments for deficient thickness. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. 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 compressive 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. 07/2006 02751 -2 of 15 CITY OF PEARLAND CONCRETE PAVEMENT Cm" 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. 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 verify compliance with Standards of ASTM C 150, 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. B Water: Conform to requirements for water in ASTM C 94. C Coarse Aggregate: Gravel or crushed stone, or combination thereof, which is clean, hard, durable, conforms to requirements of ASTM C 33, and has abrasion loss not more than 45 percent by weight when subjected to Los Angeles Abrasion Test(ASTM C 131). 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-pm(No. 200) sieve: Concrete subject to abrasion. 3.0* 07/2006 02751 -3 of 15 CITY OF PEARLAND CONCRETE PAVEMENT All other concrete. 5.0* Coal and lignite: Where surface appearance of concrete is of 0.5 importance. All other concrete. 1.0 * In case of manufactured sand, if material finer than 75-1.1m(No. 200) sieve consists of dust of fracture, essentially free from clay or shale, these limits may be increased to 5 and 7 percent, respectively. 2. Coarse aggregate(size 1 1/2 inch to No.4 sieve)shall conform to requirements of ASTM C 33. Gradation shall be within following limits when graded in accordance with ASTM C 136: 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 primarily 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 C 33. Gradation shall be within following limits when graded in accordance with ASTM C 136: SIEVE DESIGNATION (PERCENTAGE BY WEIGHT) (SQUARE OPENINGS) 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 07/2006 02751 -4 of 15 CITY OF PEARLAND CONCRETE PAVEMENT 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 C 40), 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 Plans. E Air Entraining Agent: Furnish an air entraining agent conforming to requirements of ASTM C 260. F Water Reducer: Water reducing admixture conforming to requirements of ASTM C 494 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. G Reinforcing Steel: 1. Provide new billet steel manufactured by open hearth process and conforming to ASTM A 615,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 Plans,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 material conforming to ASTM D 994 and ASTM D 1751. C Joint Sealing Compound: 1. Hot poured rubber-asphalt compound meeting the requirements of ASTM D 6690. 2. When indicated on Plans, self-leveling Low Modulas Silicone sealant single component meeting the requirements of TxDOT Specification 438. D Load Transmission Devices: 07/2006 02751 -5 of 15 CITY OF PEARLAND CONCRETE PAVEMENT 1. Smooth, steel dowel bars conforming to ASTM A 615, Grade 60. When indicated on Plans,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 A 615, 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 C 94. 2.04 MIXING A Employ and pay certified testing laboratory to prepare mix designs. Compressive strength shall be as specified using test specimens prepared in accordance with ASTM C 31 and tested in accordance with ASTM C 39. 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 Plans. B Mix design to produce concrete which will have a minimum compressive strength of 2500 psi at 7days and 3500 psi at 28 days. When high-early-strength cement is used,it shall reach a minimum compressive strength of 3500 psi at 7 days and 4000 at 28 days. Slump of concrete shall be at least 2 inch,but no more than 5 inches, when tested in accordance with ASTM C 143. 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 C 138. 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 C 231. 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. 07/2006 02751 -6 of 15 CITY OF PEARLAND CONCRETE PAVEMENT (11111\, 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 C 171. 2. Waterproofed Paper: Paper conforming to requirements of ASTM C 171. 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 C 309. 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 Plans, slip form paving methods shall be used. B Subgrade Planer and Template: 1. Use subgrade planer with adjustable cutting blades to trim subgrade to exact Club' section shown on Plans. Select planer mounted on visible rollers which ride on forms. Planer frame must have sufficient weight so that it will remain on form 07/2006 02751 -7 of 15 CITY OF PEARLAND CONCRETE PAVEMENT 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 Texturing Equipment 1. Carpet Drag a. Provide a carpet drag mounted on a work bridge or a moveable support system. Provide a single piece of carpet of sufficient transverse length of carpet is in contact with the concrete being placed to produce the desired texture. D Machine Finisher: Provide a power-driven,transverse finishing machine designed and operated to strike off and consolidate 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. E 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 ride on forms and span pavement for finishing expansion and dummy joints. Provide floats and necessary edging and finishing tools. F Vibrators: Furnish mechanically operated synchronized vibrators mounted on tamping bar which rides on forms and hand-manipulated mechanical vibrators. Furnish vibrators with frequency of vibration to provide maximum consolidation of concrete without segregation. 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. 07/2006 02751 -8 of 15 CITY OF PEARLAND CONCRETE PAVEMENT 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 driveways, wood forms of good grade and quality may be used. 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 of placing, 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 Cilmk 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 Plans. 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 during placing and finishing of concrete. Accurately cut header boards,joint filler and other material 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. 07/2006 02751 -9 of 15 CITY OF PEARLAND CONCRETE PAVEMENT 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 rising. 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 a maximum of 3 inches. 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 little 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 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 of material 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. 07/2006 02751 - 10 of 15 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. . 3.08 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, spalling or cracks. 3.09 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. 3.10 EXPANSION JOINTS A Place 3/4 inch expansion joints at locations shown on.Plans. 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 Plans. Seal with joint sealing compound. 3.11 CONTRACTION JOINTS A Place contraction joints .at.same locations as in adjacent pavement or at spaces indicated on.Plans. Maximum spacing of contraction/construction joints,20 feet. Seal groove with joint sealing compound. 3.12 LONGITUDINAL WEAKENED PLANE JOINTS A Place longitudinal weakened plane joints at spaces indicated on Plans. Seal groove with joint sealing compound. } 07/2006 02751 - 11 of 15 CITY OF PEARLAND CONCRETE PAVEMENT 3.13 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. 3.14 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. 3.15 JOINTS FOR CONCRETE DRIVEWAYS A Provide 3/4 inch expansion joints conforming to ASTM D 1751 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. 3.16 JOINT SEALING A Seal joints only when surface and joints are dry, ambient temperature is above 50 degrees F but less than 85 degrees F, and weather is not foggy or rainy. 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. 07/2006 02751 - 12 of 15 CITY OF PEARLAND CONCRETE PAVEMENT (1.1D 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. 3.17 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. 3.18 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 during 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. CIN""\ 3.19 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 curing period shall be immediately repaired by cementing patches over defects. 3.20 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. 07/2006 02751 - 13 of 15 CITY OF PEARLAND CONCRETE PAVEMENT 3.21 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. 3.22 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 bridge 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. 3.23 FIELD QUALITY CONTROL A Testing will be performed under provisions of Section 01450 — Testing Laboratory Services. B Test Specimens: Four test specimen cylinders for compressive strength tests 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 C 31 and ASTM C 39. C Yield test will be made in accordance with ASTM C 138 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. 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 C 42. The 28 day compressive strength of each core tested shall be a minimum of 3000 pounds per square inch. 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. 07/2006 02751 - 14 of 15 CITY OF PEARLAND CONCRETE PAVEMENT rh\ 3.24 NONCONFORMING PAVEMENT A Remove and replace areas of pavement found by cores to be deficient in thickness by more than 10 percent, or that fail compressive strength tests, with new concrete pavement of thickness shown on Plans at no cost to the Owner. B Areas of concrete pavement found by cores to be deficient in thickness by less than 10 percent shall be remedied at the Owner's direction by one of the following methods: 1. Remove and replace using new concrete pavement of thickness shown on Plans and in accordance with the requirements of this Section at no cost to Owner. 2. Reduce the Unit Price by the ratio of the average thickness (as determined by cores) to the thickness required. C No adjustments will be made for excess thickness. 3.25 PAVEMENT MARKINGS A Restore pavement markings to match those existing in accordance with City of Pearland Standard Details and the Engineer's requirements. 3.26 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. C Maintain concrete paving in good condition until completion of Work. D Repair defects by replacing concrete to full depth. END OF SECTION 07/2006 02751 - 15 of 15 CITY OF PEARLAND CONCRETE SIDEWALKS Section 02771 CONCRETE SIDEWALKS 1.0 GENERAL 1.01 SECTION INCLUDES A. Portland Cement Concrete Pavement for Concrete Sidewalks. B. References to Technical Specifications: 1. Section 01200,-Measurement and Payment Procedures 2. Section 01350 - Submittals 3. Section 01450 -Testing Laboratory Services 4. Section 02751 - Concrete Pavement C. Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM C 150, "Standard Specification for Portland Cement" b. ASTM C 94, "Standard Specification for Ready-Mixed ribh\. c. ASTM C 33, "Standard Specification for Concrete Aggregates" d. ASTM A 615, "Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement" e. ASTM D 994, "Standard Specification for Preformed Expansion Joint Filler for Concrete (Bituminous Type)" f. ASTM D 1751, "Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Non extruding and Resilient Bituminous Type) g. ASTM D 6690, "Standard Specification for Joint and Crack Sealants, Hot-Applied, for Concrete and Asphaltic Pavements" h. ASTM C 39, "Standard Test Method for Compressive Strength of Concrete" i. ASTM C 31, "Standard Practice for Making and Curing Concrete Test Specimens in the Field" j. ASTM C 138, "Standard Test Method for Density (Unit Weight),Yield, and Air Content(Gravimetric) of Concrete" k. ASTM C 231,"Standard Test Method for Air Content of Freshly Mixed'Concrete by the Pressure Method" 1. ASTM C 42, "Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete" 2. Texas Accessibility Standards of Architectural Barriers Act, Article 9102, C.14\ Texas Civil Statues 5/2013 02771 - 1 of 5 CITY OF PEARLAND CONCRETE SIDEWALKS 1.02 MEASUREMENT AND PAYMENT A. Measurement for concrete sidewalks is on square foot basis. B. Payment includes all labor and materials required for installation of concrete sidewalks,joints and curing material. No payment will be made for work in areas where sidewalk has been removed for contractor's convenience. C. Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A. Submittals shall conform to requirements of Section 01350 - Submittals. 2.0 PRODUCTS 2.01 MATERIALS A. Concrete: Conform to material and proportion requirements for concrete of Section 02751 - Concrete Paving. B. Reinforcing Steel: conform to material requirements of Section 02751 - Concrete Paving for reinforcing steel. Use No. 4 reinforcing bars. C. Preformed Expansion Joint Material: Conform to material requirements for preformed expansion joint material of Section 02751 - Concrete Paving. D. Expansion Joint Filler: Conform to material requirements for expansion joint material of Section 02751 - Concrete Pavement. E. Forms: Use straight, unwarped wood or metal forms with nominal depth equal to or greater than proposed sidewalk thickness. F. Sand Bed: Conform to material requirements for bank run sand. 3.0 EXECUTION 3.01 REPLACEMENT A. Replace sidewalks which are removed or damaged during construction with thickness and width equivalent to one removed or damaged unless otherwise shown on Drawings. Finish surface (exposed aggregate, brick pavers, etc.) to match existing sidewalk. B. Provide replaced and new sidewalks with wheelchair ramps when sidewalk intersects curb at street. 5/2013 02771 -2 of 5 CITY OF PEARLAND CONCRETE SIDEWALKS 3.02 PREPARATIONCi`D\ A. Identify and protect utilities which are to remain. B. Protect living trees, other plant growth and features designated to remain. C. Conduct clearing and grubbing operations in accordance with Section 02200 - Site Preparation. D. Determine sidewalk horizontal and vertical alignment to facilitate drainage and prevent ponding. Location and slopes must be in compliance with Texas Accessibility Academy Standards latest edition and revisions. E. Excavate subgrade 6 inches beyond outside lines of sidewalk. Shape to line, grade and cross section. Compact 6 inches of select fill to minimum of 95% maximum dry density at optimal or above optimal moisture content as per ASTM D698. For soils with plasticity index above 40 percent, stabilize soil with lime in accordance with Section 02335 - Subgrade. Compact subgrade to minimum of 90 percent maximum dry density at optimum to 3 percent above optimum moisture content, as determined by ASTM D 698. No separate pay for this requirement. This work shall be subsidiary to sidewalk square foot unit pricing. F. Immediately after subgrade is prepared, cover with compacted sand bed to depth as shown on Drawings. Lay concrete when sand is moist but not saturated. 3.03 PLACEMENT A. Setting Forms: Straight, unwarped wood or metal forms with nominal depth 1/2" greater than proposed sidewalk thickness. Securely stake forms to line and grade. Maintain position during concrete placement. B. Reinforcement: 1. Install No. 4 reinforcing bars. 2. Install reinforcing steel as shown on the Drawings. Lay longitudinal bars in walk continuously through expansion joints. Reinforcing bars shall not vary from plan placement by more than 1/4 inch. 3. Use sufficient number of chairs to support reinforcement in manner to maintain reinforcement in center of slab vertically during placement. 4. Drill dowels into existing paving, sidewalk and driveways, secure with epoxy and provide headers as required. C. Expansion Joints: Install expansion joints with load transfer units in accordance with Section 02751 -Concrete Pavement. 5/2013 02771 -3 of 5 CITY OF PEARLAND CONCRETE SIDEWALKS D. Place concrete in forms to specified depth and tamp thoroughly with "jitterbug" .rTh tamp, or other acceptable method. Bring mortar to surface. E. Strike off to smooth finish with wood strike board. Finish smoothly with wood hand float. Brush across sidewalk lightly with fine-haired brush. F. Apply coating to wheelchair ramp with contrasting color. G. Unless otherwise indicated on Drawings, mark off sidewalk joints 1/2 inch deep, at spacing equal to width of walk. Use joint tool equal in width to edging tool. H. Finish edges with tool having 3/8 inch radius. I. After concrete has set sufficiently, refill space along sides of sidewalk to 1 inch from top of walk with suitable material. Tamp until firm and solid, place sod as applicable. Dispose of excess material. Repair driveways and parking lots damaged by sidewalk excavation in accordance with Section 02980 - Pavement Repair and Resurfacing. 3.04 CURING A. Conform to requirements of Section 02751 - Concrete Pavement. 3.05 FIELD QUALITY CONTROL A. Testing will be performed under provisions of Section 01450 - Testing Laboratory Services. B. Compressive Strength Test Specimens: Four test specimens for compressive strength test will be made in accordance with ASTM C 31 for each 30 cubic yards or less of sidewalk that is placed on one day. Two specimens will be tested at 7 days. Remaining two specimens will be tested at 28 days. Specimens will be tested in accordance with ASTM C 39. Minimum compressive strength: 2500 psi at 7 days and 3500 psi at 28 days. C. Yield test for cement content per cubic yard of concrete will be made in accordance with ASTM C 138. When 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. D. If the Contractor places concrete without notifying the City, Contractor will have the concrete tested by means of core test as specified in ASTM C 42. When concrete does not meet specification, cost of test will be deducted from payment. Contractor will replace the cored section of sidewalk at no cost to City. E. Sampling of fresh concrete shall be in accordance with ASTM C 172. 5/2013 02771 -4 of 5 CITY OF PEARLAND CONCRETE SIDEWALKS F. Take slump tests when cylinders are made and when concrete slump appears excessive. G. Concrete shall be acceptable when average of two 28 day compression tests is equal to or greater than minimum 28 day strength specified. H. If either of two tests on field samples is less than average of two tests by more than 10 percent, that entire test shall be considered erratic and not indicative of concrete strength. Core samples will be required of in-place concrete in question. I. If 28 day laboratory test indicates that concrete of low strength has been placed,test concrete in question by taking cores as directed by Project Manager. Take and test at least three representative cores as specified in ASTM C 42 and deduct cost from payment due. 3.06 NONCONFORMING CONCRETE A. Remove and replace areas that fail compressive strength tests, with concrete of thickness shown on Drawings. B. Replace nonconforming sections at no additional cost to City. Replacement section shall be no less in length than the width of sidewalks. 3.07 PROTECTION A. Maintain newly placed concrete in good condition until completion of Work. B. Replace damaged areas at no cost to City. END OF SECTION 5/2013 02771 -5 of 5 CITY OF PEARLAND CONCRETE DRIVEWAYS (11.14' Section 02775 CONCRETE DRIVEWAYS 1.0 GENERAL 1.01 SECTION INCLUDES A. Portland Cement Concrete Pavement for Driveways. B. References to Technical Specifications: 1. Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3. Section 01450—Testing Laboratory Services 4. Section 02751 - Concrete Pavement C. Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM C 94, "Standard Specification for Ready-Mixed Concrete" b. ASTM C 33, "Standard Specification for Concrete Aggregates" c. ASTM C 260 d. ASTM A 615, "Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement" e. ASTM D 994, "Standard Specification for Preformed Expansion Joint Filler for Concrete(Bituminous Type)" f. ASTM D 1751, "Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Type) g. ASTM. D 6690, "Standard Specification for Joint and Crack Sealants,Hot-Applied for Concrete and Asphaltic Pavements" h. ASTM C 39, "Standard Test Method for Compressive Strength of Concrete" i. ASTM C 31, "Standard Practice for Making and Curing Concrete Test Specimens in the Field" j. ASTM C 143, "Standard Test Method for Slump of Hydraulic Cement Concrete" k. ASTM C 231,"Standard Test Method for Air Content of Freshly Mixed Concrete'by the Pressure Method" 1. ASTM C 171, "Standard Specification for Sheet Materials for Curing Concrete" m. ASTM C 309, "Standard Specification for Liquid Membrane- Forming Compounds for Curing Concrete" n. ASTM C 42, "Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete" 5/2013 02775- 1 of 8 CITY OF PEARLAND CONCRETE DRIVEWAYS 1.02 MEASUREMENT AND PAYMENT A. Measurement for concrete driveways is on square yard basis and includes removal of existing driveway, driveway curbs, select fill subgrade and reinforcement dowels. B. Payment includes all labor and materials required for installation of concrete driveways,joints and curing material. No payment will be made for work in areas where driveway has been removed for contractor's convenience. C. Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A. Make Submittals required by this Section under the provisions 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 compressive strength obtained from design mixes at required test ages. C. Submit product data for joint sealing compound and proposed sealing equipment for approval. D. Submit samples of dowel cup, metal supports, and deformed metal strip for approval. 2.0 PRODUCTS 2.01 MATERIALS A. Concrete: Conform to material and proportion requirements for concrete of Section 02751 - Concrete Paving. B. Reinforcing Steel: Conform to material requirements for reinforcing steel of Section 02751 - Concrete Paving. Use No. 4 reinforcing bars. C. Subgrade Materials: Conform to subgrade material requirements of Section 02335 - Subgrade. D. Joints: Conform to concrete joint requirements of Section 02751 - Concrete Paving. 5/2013 02775-2 of 8 CITY OF PEARLAND CONCRETE DRIVEWAYS 3.0 EXECUTION 3.01 EXAMINATION A. Verify compacted subgrade is ready to support imposed loads and meets compaction requirements. B. Verify lines and grades are correct. 3.02 PREPARATION A. When removing existing concrete, all sawcuts shall be full depth unless otherwise approved by City. B. Properly prepare, shape and compact each section of subgrade before placing forms, reinforcing steel or concrete. C. Excavate subgrade 6 inches beyond outside lines of driveway. Shape to line, grade and cross section. Place compacted select fill as needed to bring grade up. Select fill shall be compacted to minimum of 95% maximum dry density at optimal or above optimal moisture content as per ASTM D698. Stabilize top 8" of subgrade with lime in accordance with Section 02335 - Subgrade. Compact subgrade to minimum of 90 percent, maximum dry density at optimum to 3 percent above optimum moisture content, as determined by ASTM D 698. No separate pay for this requirement. This work shall be subsidiary to driveway square yard unit pricing. 3.03 FORMS A. Side Forms: Use clean 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 (f."\. 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 5/2013 02775-3 of 8 CITY OF PEARLAND CONCRETE DRIVEWAYS 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 driveways, wood forms of good grade and quality may be used. 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 of placing, 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. 3.04 REINFORCING STEEL AND JOINT ASSEMBLIES A. Accurately place reinforcing steel and joint assemblies and position them securely. 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 during placing and finishing of concrete. Accurately cut header boards, joint filler and other material 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. 3.05 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 rising. 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 4 inches. 5/2013 02775-4 of 8 CITY OF PEARLAND CONCRETE DRIVEWAYS 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 little rehandling as possible. Where hand spreading is necessary, distribute concrete with shovels or by other approved methods. Use only concrete rakes in handling concrete. 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. 3.06 FINISHING A. Finish concrete driveway 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 of material 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. B. On narrow strips and transitions, finish concrete driveway 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. 3.07 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. 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 5/2013 02775-5 of 8 CITY OF PEARLAND CONCRETE DRIVEWAYS 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. C. 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. D. Provide 3/4 inch expansion joints conforming to ASTM D 1751 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. E. Seal joints only when surface and joints are dry, ambient temperature is above 50 degrees F but less than 85 degrees F, and weather is not foggy or rainy. F. 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. G. 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. H. 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. I. Install the first expansion joint at Right-of-Way. The expansion joint shall be spaced at intervals same as the width of driveway. Expansion joint shall be placed at half of the width of the driveway if the width of driveway exceeds 20'. 3.08 CONCRETE CURING A. Concrete driveway 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. 5/2013 02775-6 of 8 CITY OF PEARLAND CONCRETE DRIVEWAYS C. Cotton Mat Curing: 1. 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. 2. 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. D. Liquid Membrand-Forming Compounds: 1. Immediately after finishing surface, and after concrete has taken its initial set, apply liquid membrane-forming compound in accordance with manufacturer's instructions. 3.09 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 and longitudinal to center of driveway. Correct any (fillb"\. depressions and all high spots. 3.10 FIELD QUALITY CONTROL A. Testing will be performed under provisions of Section 01450—Testing Laboratory Services and Section 02751 - Concrete Paving. 3.11 PAVEMENT MARKINGS A. Restore pavement markings to match those existing in accordance with City of Pearland Standard Details and the Engineer's requirements. 3.12 PROTECTION A. Barricade pavement section from use until concrete has attained minimum design strength. B. On those sections of driveway to be opened to traffic, seal joints, clean pavement and place earth against pavement edges before permitting use by traffic. Such opening of driveway to traffic shall not relieve Contractor from his responsibility for Work. { d C. Maintain concrete paving in good condition until completion of Work. 5/2013 02775-7 of 8 CITY OF PEARLAND CONCRETE DRIVEWAYS D. Repair defects by replacing concrete to full depth and limits as directed by Project Manager. Replace nonconforming work at no additional cost to City. END OF SECTION . 1 5/2013 02775-8 of 8 CITY OF PEARLAND— SUPPLEMENTAL SPECIFICATION LANDSCAPE IRRIGATION Csk;:' Section 02811 S LANDSCAPE IRRIGATION The following supplement modifies specification Section 02811 —Landscape Irrigation Standard Specification. Where a portion of the Specification is modified or deleted by this Supplementary Specification, the unaltered portions of the Specification shall remain in effect. The text in BOLD shall be added. The text shown below with a STRIKE THROUGH shall be removed. 2.0 PRODUCTS 2.01 PIPE MATERIALS E. Sleeve material: 8", 6", and 4" schedule 40 PVC. 2.03 VALVES C. Backflow Preventers: FLBCO 765 860 Bronze body construction, reduced pressure zone or pressure vacuum braker type. 2.04 CONTROLLER (11.11‘\ A. Manufacturers or approved equal: 1. Hunter Model ACC-99DPP END OF SUPPLEMENTAL WHXJ2100 02811-1 of 1 CITY OF PEARLAND LANDSCAPE IRRIGATION (lib\ Section 02811 LANDSCAPE IRRIGATION 1.0 GENERAL 1.01 SECTION INCLUDES A Pipe and fittings, valves, sprinkler heads and accessories. B Control system. C References to Technical Specifications: 1. Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3. Section 02931 —Landscape and Tree Planting 4. Section 01310—Coordination and Meetings D Referenced Standards: 1. American Society for Testing and Materials (ASTM) a. ASTM D 2564, "Standard Specification for Solvent Cements for Poly (Vinyl Chloride) (PVC)Plastic Piping Systems 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item, no separate payment will be made for landscape irrigation under this Section. Include cost in Bid Items for which this Work is a component. B If landscape irrigation is included as a Bid Item, measurement will be based on the Units shown in Section 00300—Bid Proposal and in accordance with Section 01200— Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit manufacturer's data and details for landscape irrigation system. 1.04 SYSTEM DESCRIPTION A Electric solenoid controlled underground irrigation system. B Source Power: 120 volt 1.05 QUALIFICATIONS A Manufacturer: Companyspecializing in performingthe work of this section with P g minimum three years documented experience. 07/2006 02811 - 1 of 5 CITY OF PEARLAND LANDSCAPE IRRIGATION B Installer: Installer must be a licensed irrigator. �y 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. 1.08 COORDINATION A Coordinate work under provisions of Section 02931 —Landscape and Tree Planting. B Coordinate the work with site landscape grading and delivery of plant life. 1.09 EXTRA MATERIALS A Furnish extra components listed as Extra Items in Section 00300—Bid Proposal. 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: 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 D 2564 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 designating degree of arc and arrow indicating center of spray pattern. 07/2006 02811 -2 of 5 CITY OF PEARLAND LANDSCAPE IRRIGATION (.11 ) C Spray Type Sprinkler Head: Pop-up head with full circle, half circle, third circle, quarter circle and square pattern. 2.03 VALVES A Manufacturers or approved equal: 1. Rainbird Model PEB Series B Gate Valves: Bronze construction, non-rising stem, and sized to line. C Backflow Preventers: FLBCO 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. Rainbird Model RC1260C B Valves: Electric solenoid wiring including required fittings and accessories. 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. B Trench size: 1. Minimum Cover Over Installed Supply Piping: 18 inches. 2. Minimum Cover Over Installed Branch Piping: 12 inches. 07/2006 02811 -3 of 5 CITY OF PEARLAND LANDSCAPE IRRIGATION 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. 3.08 DEMONSTRATION A Provide system demonstration. '"") 07/2006 02811 -4 of 5 CITY OF PEARLAND LANDSCAPE IRRIGATION 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 (1111bh' 07/2006 02811 -5 of 5 CITY OF PEARLAND— SUPPLEMENTAL SPECIFICATION TOPSOIL Section 02910 S TOP SOIL The following supplement modifies specification, Section 02910 — Top Soil Standard Specification. Where a portion of the Specification is modified or deleted by this Supplementary Specification, the unaltered portions of the Specification shall remain in effect. The text in BOLD shall be added. The text shown below with a STRIKE THROUGH shall be removed. 3.0 EXECUTION 3.03 PREPARATION Contractor shall provide for removal of vegetation growth on site including invasive Chinese Tallow growth. Contractor shall treat Chinese Tallow with a post- emergent herbicide at onset of construction and as necessary through construction to ensure the effective removal of Chinese Tallow. Herbicide for treatment of Chinese Tallow shall have Triclopyr as active ingredient; acceptable products include Brush Begone, Brushkiller, or approved equal. Apply herbicide per manufacturer's specifications. Contractor shall submit product data on herbicide for approval of owner's representative prior to application. fs' 3.04 3443. PLACEMENT 3.05 3,04 PROTECTION OF THE WORK END OF SUPPLEMENTAL WHXJ2100 02921 -1 of 1 CITY OF PEARLAND TOPSOIL ("k\' Section 02910 TOPSOIL 1.0 GENERAL 1.01 SECTION INCLUDES A Furnishing and placing topsoil for finish grading and for seeding, sodding, and planting. B References to Technical-Specifications: 1. Section 01200-Measurement and Payment Procedures 2. Section 01350—Submittals - 3. Section 01450—Testing Laboratory Services 4. Section 01500—Temporary Facilities and Controls - 5. Section 02200—Site Preparation 6. Section 01140 Contractor's Use of Premises 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for topsoil under this Section. Include cost in Bid Items for which topsoil is a component. B If topsoil is included as a Bid Item,measurement will be based on the units shown in Section 00300—Bid Proposal and in accordance with Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit product quality,material sources,and field quality information in accordance with this Section. 1.04 TESTING A Testing and analysis of product quality, material sources, or field quality shall be performed by an independent testing laboratory provided by the Owner under the provisions of Section 01450 —Testing Laboratory Services and as specified in this Section. 1.05 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls. 07/2006 02910- 1 of 3 CITY OF PEARLAND TOPSOIL 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 litter 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 I lines and grades. 3.02 TOPSOIL STRIPPING AND SOTCKPILING A Conform to topsoil stripping and stockpiling requirements of Section 02200 — Site Preparation. 3.03 PLACEMENT A Contractor shall conduct erosion control practices described in Section 01566-Source Controls for Erosion and Sedimentation during topsoil placement operations. B 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 Plans. Remove any vegetation and foreign inorganic material. Place 4 inches of topsoil on the loosened material and roll lightly with an appropriate lawn roller to consolidate the topsoil. C Increase depth of topsoil to 6 inches when placed over cement stabilized sand used as bedding and backfill material. D For areas to receive bushes or trees,excavate existing material and place topsoil to the depth and dimensions shown on the Plans. 07/2006 02910-2 of 3 CITY OF PEARLAND TOPSOIL E Remove spilled topsoil from curbs, gutters, and, paved areas and dispose of excess topsoil in accordance with requirements of Section 01140 — Contractor's Use of Premises. 3.04 PROTECTION OF THE WORK A Protect and maintain topsoil until a vegetative cover is established. B Repair areas damaged by Contractor's operations at no cost to Owner. END OF SECTION 07/2006 02910-3 of 3 CITY OF PEARLAND— SUPPLEMENTAL SPECIFICATION HYDROMULCH SEEDING Section 02921 S HYDROMULCH SEEDING The following supplement modifies specification Section 02921 —Hydromulch Seeding Standard Specification. Where a portion of the Specification is modified or deleted by this Supplementary Specification, the unaltered portions of the Specification shall remain in effect. The text in BOLD shall be added. The text shown below with a STRIKE THROUGH shall be removed. 3.0 EXECUTION 3.01 PREPARATION C. Level with Bank Sand or Topsoil, as approved by the Engineer. 3.05 PROTECTION OF THE WORK A. Protect, mow and maintain grassed areas in accordance with Park Facility requirements a minimum of 90 days, or until substantial completion whichever comes later . (1"bs' END OF SUPPLEMENTAL • WHXJ2100 02921-1 of 1 CITY OF PEARLAND HYDROMULCH SEEDING (4011,, Section 02921 HYDROMULCH SEEDING 1.0 GENERAL 1.01 SECTION INCLUDES A Seeding, fertilizing, mulching, and maintaining areas of commercial, industrial, or undeveloped land disturbed during construction and not paved or designated to be paved, or as indicated on Plans: B References to Technical Specifications: 1. Section 01200—.Measurement and Payment Procedures 2. Section 01350—Submittals 3. Section 01500—_Temporary Facilities and Controls 4. Section 02910—Topsoil 5. Section 02255:-Bedding,Backfill, and Embankment Materials 6. Section 01140—Contractor's Use of Premises 1.02 MEASUREMEN AND PAYMENT A Measurement for hydromulch seeding is on a per acre basis,measured and complete in place. (.11\, B Payment for hydromulch seeding shall include all labor, materials, equipment, and preparation necessary for application and maintenance. C No payment shall be made for hydromulch seeding used in restoration of areas disturbed by Contractor outside the limits of construction. D Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions 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. 1.04 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls. 07/2006 02921 - 1 of 4 CITY OF PEARLAND HYDROMULCH SEEDING 2.0 PRODUCTS 2.01 MATERIALS A Topsoil: Conform to material requirements of Section 02910—Topsoil. B Bank Sand: Conform to material requirements of Section 02255—Bedding,Backfill, and Embankment Materials. C 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. D Fertilizer:Dry and free flowing,inorganic,water soluble commercial fertilizer,which is uniform in composition. Deliver 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 E 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. F Soil Stabilizer: "Terra Tack" 1 or approved equal. G Weed control agent: Pre-emergent herbicide for grass areas, "Benefin" or approved equal. 3.0 EXECUTION 3.01 PREPARATION A Do not start or perform work under conditions that are not satisfactory to perform tasks due to inclement or impending inclement weather. B After the areas to receive hydromulch seeding have been brought to grade,rake out any foreign organic or inorganic material, including stones, hard clay lumps, and other debris. 07/2006 02921 -2 of 4 CITY OF PEARLAND HYDROMULCH SEEDING C Level with Bank Sand or Topsoil, as approved by the Engineer. (11"b\: D Loosen the subgrade by discing or by scarifying to a depth of at least 4 inches. E Place and compact a layer of topsoil in accordance with requirements of Section 02910 —Topsoil. F Surface of topsoil shall be smooth and free of weeds,rocks,and other foreign material immediately before applying hydromulch seeding. 3.02 APPLICATION A Seed: Apply uniformly at the following rates for type of seed and planting date: APPLICATION PLANTING TYPE RATE 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 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 stabilizer: Apply uniformly at a rate of 40 pounds per acre. E Weed control agent: Apply at manufacturer's recommended rate prior to Hydromulching. 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 by watering,fertilizing,weeding,and trimming as required to establish and sustain 70% acceptable vegetative cover. B For areas seeded in the fall, continue maintenance the following spring until an acceptable lawn is established. 3.04 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with `' Section 01140—Contractor's Use of Premises. 07/2006 02921 -3 of 4 CITY OF PEARLAND HYDROMULCH SEEDING 3.05 PROTECTION OF THE WORK A Protect and maintain grassed areas a minimum of 90 days, or as required to establish an acceptable lawn. B Once a lawn is established, protect and maintain it until completion of the Work. C Replace seeded areas damaged by Contractor's operations at no cost to Owner. END OF SECTION 07/2006 02921 -4 of 4 CITY OF PEARLAND- SUPPLEMENTAL SPECIFICATION SODDING Section 02922 S SODDING The following supplement modifies specification Section 02922 - Sodding Standard Specification. Where a portion of the Specification is modified or deleted by this Supplementary Specification, the unaltered portions of the Specification shall remain in effect. The text in BOLD shall be added. The text shown below with a STRIKE THROUGH shall be removed. 2.0 PRODUCTS 2.02 SOD A. Species: Common Bermuda (Cynodon Dactylan) and TIFF 419, Buffalo or as directed. C. Size: 16 12 inch wide strips, uniform in thickness (2 inch minimum with clean- cut edges or big roll sod as directed.) 3.0 EXECUTION 3.02 PREPARATION F. S.,ffead-2-i1eh4W224-1-Eiyer-e-f-B-Emk---S-and-aver-prepared topsoil. The sod must be installed a minimum of 30 days prior to substantial completion. 3.03 MAINTENANCE A. Maintenance Period: 1. Begin maintenance immediately after each section of grass sod is installed and continue for a 60 3-0-day period from date of Substantial Completion. 3.05 PROTECTION OF THE WORK A. Protect and maintain sod in good condition until 60 30 days after Substantial Completion. END OF SUPPLEMENTAL WHXI2100 02922-1 of 1 Addendum 2 CITY OF PEARLAND SODDING Section 02922 SODDING 1.0 GENERAL 1.01 SECTION INCLUDES A Sodding areas of residential lawns disturbed during construction and not paved or designated to be paved, or as indicated on Plans. B References to Technical Specifications: 1. Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3. Section 01500—Temporary Facilities and Controls 4. Section 02910—Topsoil 5. Section 02255—Bedding, Backfill, and Embankment Materials 6. Section 01140—Contractor's Use of Premises C Definitions: 1. Lawn- ground covered with fine textured grass kept neatly mowed. 2. Sod- blocks, squares, strips of turf grass, and adhering soil used for vegetative planting. (1" ' 1.02 MEASUREMENT AND PAYMENT A Unless indicated as a Bid Item,no separate payment will be made for Work performed under this Section. Include cost in Bid Items for utility or paving. B If sodding is included as a Bid Item,measurement will be based on the units shown in Section 00300—Bid Proposal and in accordance with Section 01200—Measurement and Payment Procedures. C No payment shall be made for sodding of restoration areas disturbed by Contractor outside the limits of construction. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit material sources and product quality information in accordance with this Section. C Submit a certificate stating that fertilizer complies with these specification requirements and the requirements of the Texas Fertilizer Law. • 07/2006 02922- 1 of 4 CITY OF PEARLAND SODDING 1.04 PROTECTION OF PEOPLE AND PROPERTY A Contractor shall conduct all construction operations under this Contract in conformance with the practices described in Section 01500—Temporary Facilities and Controls. 2.0 PRODUCTS 2.01 MATERIALS A Topsoil: Conform to material requirements of Section 02910—Topsoil. B Bank Sand: Conform to material requirements of Section 02255—Bedding,Backfill, and Embankment Materials. C Fertilizer: 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. D Weed and Insect Treatment: 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 E Water: Potable, available on-site through Contractor's water trucks. Do not use ' private resident's water. 2.02 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 materials. C Size: 12 inch wide strips,uniform in thickness(2 inch minimum 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. 3.0 EXECUTION 3.01 PREPARATION A Do not start work until conditions are satisfactory. Do not start work during inclement or impending inclement weather. Perform Sodding only when weather and soil conditions are deemed by Engineer to be suitable for proper placement. 07/2006 02922-2 of 4 CITY OF PEARLAND SODDING B After the areas to receive sod are brought to grade, rake out any foreign organic or inorganic materiai,,including stones, hard clay lumps and other debris. C Level with Bank Sand or Topsoil, as approved by the Engineer. D Loosen the subgrade by discing or by scarifying to a depth of at least 4 inches. E Place and compact topsoil in accordance with requirements of Section 02910 — Topsoil. Top soil shall be free of weeds and foreign material immediately before sodding. F Spread 2-inch (±1") layer of Bank Sand over prepared topsoil. G Prior to placing sod,rake areas smooth,free from unsightly variations,bumps,ridges, or depressions, and completely free from stones,hard clay lumps and other debris. H 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 Engineerfor approval, prior to construction. 3.03 MAINTENANCE A 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. Re-sod 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. 4. Notify Engineer 10 days before end of maintenance period for inspection. B Watering: C.ak 1. Water lawn areas once a day with minimum 1/2 inch water for the first 3 weeks after area is sodded. 07/2006 02922-3 of 4 CITY OF PEARLAND SODDING 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. C 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. D 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 CLEAN-UP AND RESTORATION A Perform clean-up and restoration in and around construction zone in accordance with Section 01140- Contractor's Use of Premises. 3.05 PROTECTION OF THE WORK A Protect and maintain sod in good condition until 30 days after Substantial Completion. B Replace sod damaged by Contractor's operations at no cost to Owner. END OF SECTION 07/2006 02922-4 of 4 CITY OF PEARLAND- SUPPLEMENTAL SPECIFICATION LANDSCAPE AND TREE PLANTING Cgmb Section 02931 S LANDSCAPE AND TREE PLANTING The following supplement modifies specification Section 02931 -Landscape and Tree Planting Standard Specification. Where a portion of the Specification -is modified or deleted by this Supplementary Specification, the unaltered portions of the Specification shall remain in effect. The text in BOLD shall be added. The text shown below with a STRIKE THROUGH shall be removed. 1.0 GENERAL 1.06 DELIVERY AND STORAGE OF MATERIALS C. Provide a platform from all B&B root balls over 24 inches in diameter. 1.14 QUALITY ASSURANCE A. Landscaper Landscape Contractor shall be a firm specializing in landscape and planting work. 2.0 PRODUCTS 2:03 ADDITIVES E. Concrete Gravel. Provide clean, crushed stone consisting of hard, durable, pieces. Usc gravel which conforms to ASTM C33. T eve-si nl be 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. gre r„bber at least 3 inch diameter. 3 Turnba des will be--gals red, :t,, 3 ; „�, length. so o „d fitted with screw eyes. B. Stakes: Tree Stake Solutions Root Anchor . - - 1. - For use in identifying trcc and shrub locations. a. Use 1 inch x 2 inch pine, or equivalent, 18 inch 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 -inch es ivirg-ccrxa^` buri t. WHXJ2100 02931-1 of 3 CITY OF PEARLAND— SUPPLEMENTAL SPECIFICATION LANDSCAPE AND TREE PLANTING �"� 3. For supporting guyed trees, use stakes that are of at least 2 inches x I inches stock, 36 inches long. Notch stakes for guy wires 2 inches from the top. '1. Use tree stakes that of sound and durable aboveground and underground conditions either "T" Post or Treated Lodge Poles. C. Edging: 1. Provide '/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. F. Materials for Flagging Trees: 1. Marked guyed trees with surveyors white plastic tape. 2.06 PLANT CHARACTERISTICS D. Balled, bare root, and container-grown plants will conform to the definition given in American Standards for Nursery Stock. 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. 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. 2.16 PLANTING PROCEDURES A. Temporary Nursery. A temporary-nursery may be used to store plants, but no more than 5 days before planting. Keep plants will watered and protected. 1. Immediately upon delivery, heel in balled and burlapped (B&B) plants and-spray all plants with an antitranspirant: . . . 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 wirt, „ ear of stimulant .Fain.,vitanii B B. Digging and Handling 3. Dig bare root plants when fully dormant. Keep all of the root system intact; do not prune the reot system. However, any roots that arc broken, crushed, or bruised must be cleanly cut back to sound wood. Make the cut r � WHXJ2100 - - 02931-2 of 3 CITY OF PEARLAND— SUPPLEMENTAL SPECIFICATION LANDSCAPE AND TREE PLANTING on an angle so that the exposed end faces downward. Seal any cut root exceeding 3/inch in diameter with an approved tree wound dressing. 1. 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 3.0 EXECUTION 3.02 PREPARATION OF PLANTING SOIL B. Strip and utilize 4 inch layer , 02921 Hydromulch Seeding, for planting soil mixture. 3.03 PLANTING A. Excavate pits, beds, or trenches with vertical sides and with bottom of excavation raised a minimum of 4 6 inches at center for proper drainage. Provide following minimum widths: 2. 1- and 5-gallon containers, 4 6 inches wider than diameter of root ball. (11 C. Deliver trees and shrubs after preparation for planting have been completed and plant immediately. . . . F. Dish top of backfill to allow for mulching. Mulch pits, trenches and planted areas. . . . I. Guy-and stake trees immediately after planting. 3.04 PLANTING GRASS C. Sod: 1. Use Common Bermuda, Buffalo, or TIFF 419 St. Augustine sod in accordance with 2.11A. 3.06 CLEANING AND MAINTENANCE A. Contractor shall maintain trees and shrubs during planting operations and for a period of 12 months after completion of planting. END OF SUPPLEMENTAL Clik\ WHXJ2100 02931-3 of 3 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING Section 02931 LANDSCAPE AND TREE PLANTING 1.0 GENERAL 1.01 SECTION 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. B References to Technical Specifications: 1. Section 01200—Measurement and Payment Procedures 2. Section 01350—Submittals 3. Section 02910- Topsoil 4. Section 02921 —Hydromulch Seeding 5. Section 01562—Waste Material Disposal 1.02 MEASUREMENT AND PAYMENT A Measurement for Landscape Planting is on a Lump Sum. B Payment for Tree Planting is on lump sum basis for each tree planted. C Refer to Section 01200—Measurement and Payment Procedures. 1.03 SUBMITTALS A Make Submittals required by this Section under the provisions of Section 01350 — Submittals. B Submit samples of the plants and grasses to be used for approval prior to installation. Inspection will be done on the project site. C Provide materials from the same source and of the same quality and variety as those inspected and approved. D Soils and/or compost materials must be approved at their source prior to delivery. 1.04 REFERENCES A ANSI Z 60.1 - Nursery Stock. B Federal Specification Q-P-166E-Peat, Moss;Peat, Humus; and Peat, Reed-Sedge. 1.05 SCHEDULE A The plant schedule gives quantities, scientific. names, common names, sizes, and CI"L special remarks. 07/2006 02931 - 1 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 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 American Association of Nurserymen, Inc. C In case of discrepancies between the plant list and drawings, the working drawings shall govern. 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. D Store plants on the site as directed. E Spray with anti-transpirant at time of delivery in warm season months. Apply at rates in accordance with manufacturer's recommendations. F Ship trees with Certificates of Inspection as required by governing authorities. Label 'h 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. G 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. H Materials 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. 07/2006 02931 -2 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING B Upon Contractor's request,final approval will be made within 15 working days of date Calk\ 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. 1.09 WARRANTY A Provide 1-year warranty on all:plants and grasses. The warranty period 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 materials 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 during warranty period. Remove and replace trees which are in doubtful condition at end of warranty period,or if approved by the Engineer, extend warranty period 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. 07/2006 02931 -3 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 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. 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 temporarily 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 materials 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 fertilizer: Use material recommended by nursery for establishment of healthy stock after replanting. Moss shall conform to requirements of Federal Specification Q-P-166E. 07/2006 02931 -4 of 15 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 0 0 0 (glis`\ 5.1 - 6.0 50 75 100 <5.0 100 125 175 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 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 (11°' diameter. - 07/2006 02931 -5 of 15 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. 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. 07/2006 02931 -6 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 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,Eptain,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 material 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. ( i 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. 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. CombNI, 07/2006 02931 -7 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 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 line will be furnish. Measure trees by average caliper 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 caliper. 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. 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. 07/2006 02931 -8 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 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 Delivery: 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. 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. Caliper 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. 07/2006 02931 -9 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 2. Free of disease, insects, eggs, larvae; and free of defects such as knots, sun- scald,injuries, 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,prior 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 authorization before resuming work. 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 07/2006 02931 - 10 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 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 cleanlycut 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 w4w 4. Balled and burlappedithanapproved plantstree must have ound the rootdressing.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. 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. ri"k' 2. Do not raise or lower the grade around an existing tree in any way unless so directed. 07/2006 02931 - 11 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 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. 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 ripping. 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. 07/2006 02931 - 12 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING Strip and utilize 4-inch layer of top soil,placed on esplanades under Section 02921— C.11') - 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. 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 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. 07/2006 02931 - 13 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 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. 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. 07/2006 02931 - 14 of 15 CITY OF PEARLAND LANDSCAPE AND TREE PLANTING 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. 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 OF THE WORK 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 07/2006 02931 - 15 of 15 TILII SRO I. iiingooim• FUGRO CONSULTANTS, INC. GEOTECHNICAL STUDY PUMP STATION, PAVEMENTS & STRUCTURES PEARLAND SPORTS COMPLEX PEARLAND, TEXAS JACOBS ENGINEERING, INC. HOUSTON, TEXAS (11.‘\ de a.• _____-.-.7--.--. ' Alligninii .. .. _L,, ..„,.--- r.,----: -,, --Mr-,1----t ..,,,,,, 1 k a MA,..,1••7,-Willi Mat.1.FAUN!:i- i , .1.t..f. aL 4=1: . r '_---- - �CMI FUGRO CONSULTANTS, INC. 6100 Hillcroft(77081) Report No. 04.12110023R1 P.O.Box 740010 Houston,Texas 77274 May 31, 2012 Tel:(713)369-5400 Fax:(713)369-5518 THE CITY OF PEARLAND do Jacobs Engineering, Inc. 5995 Rogerdale Road Houston, Texas 77072 Attention: Mr. Vernon H. Webb II, P.E. Sr. Project Manager Geotechnical Study Pump Station, Pavements &Structures Pearland Sports Complex Pearland, Texas Fugro Consultants Inc. (Fugro) is pleased to present this revised report of our geotechnical study for the above-referenced project. Mr. Vernon H. Webb II, P.E. with Jacobs Engineering, Inc. (Jacobs) requested our services during a phone conversation with Mr. Scott Marr, P.E., LEED AP with Fugro on September 29, 2010. Our services were authorized through the issuance of a Letter of Acceptance dated March 9, 2011. We performed our services in general accordance with the revised Fugro Proposal No. 0401-9950-0096-Revision 1, dated September 29, 2010. Mr. Webb requested this revised report via an email sent to Mr. Scott Marr, P.E., LEED AP on May 21, 2012. This revised report contains a summary of our field exploration, laboratory testing, and geotechnical recommendations for the construction of Phase 1 of the New Pearland Sports Complex. A draft report for the Pearland Sports Complex was sent to Jacobs on July 27, 2011. After receiving comments back from Jacobs, we issued our final Report No. 04.12110023, Pearland Soccer Complex, to Jacobs on October 3, 2011. The report was followed by the issuance of Addendum No. 04.12110023-LR1, dated November 11, 2011. The addendum addressed items discussed during communication with Jacobs on October 18, 2011. Fugro also performed the geotechnical study for the proposed Hickory Slough — Detention Basin and presented the results under Fugro Report No. 0415-1605, Hickory Slough — Max Road Detention Basin, dated October 23, 2006. This report incorporates the recommendations provided in the previous Fugro Report No. 0415-1605 and the Addendum No. 04.12110023-LR1, and also addresses the comments we received from Jacobs on our draft report. This report includes our final recommendations and supersedes all previously provided geotechnical information. A member of the Fugro group of companies with offices throughout the world. :TUGFRO Report No.04.15110023R1 We appreciate the opportunity to be of continued service to The City of Pearland and Jacobs Engineering, Inc. Please call us if you have any questions or comments concerning this revised report, or if we may be of further assistance. Sincerely, FUGRO CONSULTANTS, INC. TBPE Firm Registration No. F-299 William M. Martin, P.E. Senior Project Professional Scott A. Marr, P.E., LEED AP Project Manager Copies Submitted:Addressee (4) WMM/SAM(W:\04120\2011 Projects\0001-0099\0412-11-0023\Reporting\Revised Report\04.12110023R1.doc) �Report No.04.12110023R1 ORO CONTENTS PAGE 1.0 INTRODUCTION 1-1 1.1 Project Description 1-1 1.2 Purposes and Scope 1-1 1.3 Applicability of Report 1-2 2.0 FIELD EXPLORATION 2-1 2.1 General 2-1 2.2 Drilling Methods 2-1 2.3 Sampling Methods 2-1 2.4 Depth-to-Water Observations 2-2 2.5 Cone Penetrometer Testing 2-2 2.6 Borehole/CPT Completion 2-2 3.0 LABORATORY TESTING 3-1 3.1 Classification Tests 3-1 (i1116\: 3.2 Undrained Shear Strength Tests 3-1 3.3 Summary 3-1 4.0 GENERAL SITE CONDITIONS 4-1 4.1 Site Description 4-1 4.2 Subsurface Conditions 4-1 4.3 Depth-to-Water Conditions 4-1 4.4 Variations in Subsurface Conditions 4-2 5.0 SHALLOW FOUNDATION RECOMMENDATIONS 5-1 5.1 General 5-1 5.2 Spread Footing Foundation Recommendations 5-1 5.2.1 Foundation Depth 5-1 5.2.2 Allowable Net Bearing Pressure 5-2 5.2.3 Resistance to Uplift Loads 5-3 5.2.4 Resistance to Overturning Loads 5-3 5.2.5 Resistance to Lateral Loads 5-3 5.2.6 Estimated Settlement 5-3 5.3 Drilled Footing Recommendations 5-4 5.3.1 Foundation Depth 5-4 5.3.2 Allowable Net Bearing Pressure 5-5 (1111h'\ 5.3.3 Resistance to Uplift Loads 5-5 5.3.4 Resistance to Lateral Loads 5-5 TGRO Report No.04.12110023R1 5.3.5 Estimated Settlement 5-6 6.0 FLOOR SLAB RECOMMENDATIONS 6-1 6.1 Subgrade Soils 6-1 6.2 Selection of Floor Slab Foundation 6-1 6.3 Site Preparation 6-2 6.4 Applied Pressure 6-2 6.5 Moisture Conditioning 6-2 6.6 Grade Beams 6-3 6.7 Potential Vertical Rise 6-3 6.8 Additional Shrink-Swell Considerations 6-3 7.0 DEEP FOUNDATION RECOMMENDATIONS 7-1 7.1 General 7-1 7.2 Static Axial Capacity 7-1 7.3 Axial Group Effects 7-2 7.4 Lateral Load Analysis 7-2 7.5 Lateral Group Effects 7-4 7.6 Settlement of Deep Foundations 7-4 7.7 Load Tests 7-4 f'") 8.0 SOCCER/ MULTIPURPOSE FIELDS AND DETENTION BASIN 8-1 8.1 General 8-1 8.2 Presence of Dispersive Soils 8-1 8.3 Groundwater Conditions 8-3 8.4 Slope Stability 8-4 8.5 Erosion Protection 8-5 9.0 OUTFALL STRUCTURE RECOMMENDATIONS 9-1 9.1 Outfall Structure 9-1 9.2 Foundation Depth and Allowable Bearing Pressure 9-1 9.3 Resistance to Lateral Loads 9-1 9.4 Resistance to Uplift Loads 9-1 9.5 Other Considerations 9-2 10.0 LIFT STATION RECOMMENDATIONS 10-1 10.1 Lift Station 10-1 10.2 Walls Formed Using Temporary Cantilever Sheeting 10-1 10.3 Excavation Recommendations 10-2 10.4 Groundwater Control 10-2 10.5 Bearing Capacity 10-2 ii �TUBRO Report No.04.12110023R1 � r 10.6 Wall Skin Friction 10-3 10.7 Uplift Pressures 10-4 10.8 Lateral Earth Pressures 10-4 11.0 GENERAL PAVEMENT RECOMMENDATIONS 11-1 11.1 General 11-1 11.2 Subgrade Preparation 11-1 11.3 Pavement Sections 11-2 11.4 Lime-Stabilized Clay 11-3 11.5 Crushed Limestone 11-3 11.6 Asphalt 11-3 11.7 Concrete 11-3 11.8 Drainage 11-3 11.9 Additional Considerations 11-4 12.0 CONSTRUCTION CONSIDERATIONS 12-1 12.1 General 12-1 12.2 Site Preparation 12-1 12.3 Shallow Open-Cut Excavations 12-1 12.4 Drilled Footing Excavations 12-2 12.5 Temporary Groundwater Control 12-2 12.6 Construction of Slopes 12-3 12.7 Fill Materials and Placement 12-4 12.7.1 Structural Clay Fill 12-4 12.7.2 Lime-Stabilized Clay Fill 12-5 12.7.3 Flowable Fill 12-6 12.8 Installation of Drilled Shafts 12-6 12.8.1 Contractor Equipment and Experience 12-7 12.8.2 Use of Slurry 12-8 12.8.3 Scheduling and Sequencing 12-8 12.9 Construction Monitoring 12-8 iii TIMM. Report No.04.12110023R1 LIST OF TABLES Page Table 3-1: Laboratory Test Summary 3-1 Table 5-1: Allowable Net Bearing Pressures 5-2 Table 7-1: Individual Lateral Capacities 7-3 Table 7-4: Minimum Pile Penetrations for Lateral Support 7-4 Table 8-1: Slope Stability Analysis Results from Fugro Geotechnical Report No. 0415-1605 8-5 Table 10-1: Ultimate Unit Skin Friction Values for Lift Station Site 10-3 Table 11-1: Typical Pavement Sections— Parking Lot, Drives and CR 403 11-2 iv ;FIERO Report No.04.12110023R1 ILLUSTRATIONS Plate Vicinity Map 1 Site Plan 2 Logs of Borings 3 thru 5 Terms and Symbols Used on Boring Logs 6 Computations of Bearing Pressures 7 Eccentrically Loaded Drilled Footings 8 Lateral Earth Pressures 9 Axial Capacity Curve (Unit Diameter Drilled-Shaft) 10 (1.111 APPENDICES CPT Soundings, CPT-1 through CPT-22 Appendix A Fugro Report No. 0415-1605, Borings B-1 through B-13 Appendix B Fugro Report No. 0415-1605, Slide iterations for Basin Slopes Appendix C V 1PLIGIRO Report No.04.12110023R1 1.0 INTRODUCTION 1.1 Project Description The City of Pearland plans to construct the Pearland Soccer Complex along Max Road near its intersection with Cliff Stone Road in Pearland, Texas. A Vicinity Map showing the site location is presented on Plate 1. Based on information provided by Jacobs, the project will be constructed in two phases. Phase 1 is the western portion of the site and will include four soccer fields and two multipurpose fields, parking areas, a pump station, weir, and a single-story restroom and storage building. Phase 2 is the eastern portion of the site and will include six soccer fields, a single-story concessions building, parking areas, and an access road. We understand that both phases will include lighting poles ranging from about 15-feet to 90-feet in height. In addition, as part of this project, County Road 403 will be constructed over the existing channel that runs along the northern boundary of the site. We understand that both flexible and rigid pavements are under consideration for the proposed parking areas, access roads and County Road 403. Compacted gravel is currently being considered for a temporary access road to be included in Phase 1. Reportedly, the tract includes 63.710 acres and is currently undeveloped. We understand the planned topography for the proposed detention basin will vary in elevation from about existing site grade to a maximum of 10 feet below the existing ground surface. Current plans are to allow for the basin to be used as a recreational facility. Based on information provided by Jacobs, we understand that the existing ground surface elevation varies from approximately EL. +51 feet to EL. +53 feet, and the bottom of the proposed basin will range in elevation from about EL. +42 feet to EL. +50 feet. Hickory Slough, flowing west to east, is located south of the proposed detention basin. We understand that the flow line of Hickory Slough is at EL. +41.5 feet with an approximately 2-foot deep pilot channel, having an invert elevation at EL. +39.5 feet. The proposed Pearland Sports Complex is being constructed within the Hickory Slough — Max Road Detention Basin. As mentioned earlier, Fugro previously completed a geotechnical study at the project site for the detention basin. The results of our geotechnical study included 13 geotechnical borings, each to a depth of 20 feet below existing grade. 1.2 Purposes and Scope The purposes of our geotechnical study were to: 1) explore and evaluate subsurface soil and depth-to-water conditions at the proposed site, 2) review existing subsurface data presented in Fugro Report No. 0415-1605, and 3) develop geotechnical engineering recommendations to guide others in the design and construction of the structures and pavements proposed as part of the new Pearland Soccer Complex- Detention Basin. The scope of this study included the following: (silik*\ 1-1 ;r1.11i i a Report No.04.12110023R1 =w (..") • Conducting a total of 22 cone penetration test (CPT) soundings to explore subsurface conditions at the proposed project site, with completion depths ranging from approximately 50 feet to 53 feet below existing grade at the proposed site; • Performing three (3) soil borings to a depth of 5 feet below existing grade along proposed County Road 403; • Performing laboratory tests on selected soil samples to assess pertinent engineering properties; • Reviewing and analyzing the field and laboratory data to develop geotechnical engineering recommendations for the structures and pavements within the proposed basin; and • Preparing this report summarizing our findings and geotechnical recommendations. As mentioned previously, Fugro also performed the geotechnical study for the proposed Hickory Slough — Detention Basin and presented the results under Fugro Report No. 0415-1605, Hickory Slough—Max Road Detention Basin, dated October 23, 2006. As part of this study, 13 soil borings were performed to a depth of 20 feet each below existing grade within the Hickory Slough — Max Road Detention Basin area, designated as Borings B-1 through B-13. The approximate locations of these previous soil borings are shown on the Site Plan on Plate 2. In addition, a copy of each of the previous boring logs is presented in Appendix B. Environmental assessments, compliance with state and federal regulatory requirements, and/or environmental analyses including those associated with mold, fungi, and other biologic agents were beyond the scope of this study. A geologic fault study was also beyond the scope of this study. 1.3 Applicability of Report The explorations and analyses for this study, as well as the conclusions and recommendations in this report, were selected or developed based on our understanding of the project as described above. If there are differences in location or design features as we understand them, or if the locations or design features change, we should be authorized to review the changes and, if necessary, to modify our conclusions and recommendations. We have prepared this revised geotechnical report exclusively for Jacobs Engineering, Inc. and the City of Pearland to guide others in the design and construction of the proposed structures and pavements as described herein. We have conducted this study using the standard level of care and diligence normally practiced by recognized engineering firms now performing similar services under similar circumstances. We intend for this report, including all illustrations, to be used in its entirety. This report should be made available to prospective contractors for information only and not as a warranty of subsurface conditions. This report should not be used as a stand-alone construction specification document. 1-2 wTRRO Report No.04.12110023R1 2.0 FIELD EXPLORATION 2.1 General This section provides information relating to our field exploration activities for this project. We have included discussions relating to drilling methods, sampling methods, depth-to-water observations, CPT sounding methods, and borehole/CPT hole completion. Our field exploration plan was developed based on the information provided to us by Jacobs and our experience with similar projects. As mentioned previously, a total of 3 soil borings, designated as Borings SB-1 through SB-3, were drilled and a total of 22 CPT soundings were conducted as part of the current study. In addition, a total of 13 soil borings, designated as Borings B-1 through B-13, were drilled within the Hickory Slough — Max Road Detention Basin as part of the previous Fugro study. The thirteen (13) soil borings, performed as part of the previous study, were incorporated into our analysis and geotechnical recommendations provided herein. For the current study, Fugro personnel staked the boring and CPT locations, under the supervision of Jacobs personnel. The approximate boring and CPT locations are shown on the Site Plan on Plate 2. 2.2 Drilling Methods Borings SB-1 though SB-3 were advanced by hand-augering and soil samples were generally taken at about 1-foot intervals to the completion depth of the borings. Borings SB-1 through SB-3 were augered adjacent to the existing American Canal. The borings were performed adjacent to the channel because hand augering within the channel was not possible during our field activities due to standing water in the channel bottom. Fugro selected the number, locations and depth of borings based on information provided by Jacobs and based on the limited access due to the presence of water in the existing channel. Fugro personnel staked the boring locations in the field. The approximate boring locations are shown on the Site Plan on Plate 2. 2.3 Sampling Methods Borings SB-1 through SB-3 were drilled using hand auger techniques. During drilling the hand auger is connected to the bottom of a long rod, which is provided with a crossbar at the top. Disturbed soil samples were obtained by advancing the equipment while physically rotating the crossbar. At the time of rotation, a downward pressure was also applied on the auger to assist in obtaining penetration. As the auger fill with soil, the auger was taken out and the soil was removed. Undisturbed soil samples were obtained by connecting a 1-inch diameter thin-walled- tube to the bottom of the rod. The tube is advanced a distance of about 12 inches by applying a downward pressure to the equipment. After an advancement of 12 inches, the samples were extruded in the field and visually classified by our field technician. We obtained field estimates of the undrained shear strength of the recovered samples using a hand penetrometer, as described 2-1 Report No.04.12110023R1 TUBIZO � on Plate 6b. Disturbed and undisturbed soil samples obtained at 1-foot intervals were placed into appropriate containers or bags for transportation to the laboratory. Detailed descriptions of the soils encountered in the borings drilled for this project are presented on the boring logs on Plates 3 through 5. A key identifying the terms and symbols used on the boring logs is presented on Plates 6a and 6b. 2.4 Depth-to-Water Observations Water was not encountered during hand augering Borings SB-1, SB-2 and SB-3, as part of our field exploration activities. However, as part of our previous study, our borings were initially drilled using dry-auger drilling techniques in an effort to identify the depth-to-water in the open borehole, and depth-to-water observations were performed in each of the open boreholes as identified on the previous boring logs in Appendix B. In addition, as part of our previous study, we installed temporary piezometers near previous Borings B-1, B-4, B-9, and B-12 to obtain extended depth-to- water measurements. Discussion of our interpretation of the depth-to-water conditions at the project site is presented later in the General Site Conditions Section of this report. 2.5 Cone Penetrometer Testing The CPT soundings were performed using our buggy-mounted CPT unit that uses the weight of the vehicle to push a cylindrical steel probe into the ground. We obtained the CPT data by pushing a series of cylindrical rods with an instrumented probe at the base into the soil at a constant rate. The probe consists of a cone tip element and a side friction sleeve element. Continuous measurements of penetration resistance at the cone tip and friction on the friction sleeve were recorded during the penetration. Pore water pressure measurements with depth were also recorded during penetration. The CPT field data was saved electronically for further data reduction in the office. The CPT records are presented in Appendix A. A generalized soil classification chart used for data reduction of the CPT results is also provided in Appendix A. 2.6 Borehole/CPT Completion Upon completion of the drilling and sampling operations, the hand-augered soil borings were backfilled with cuttings poured from the surface into the open boreholes. The cuttings were tamped into place by our field technician. Upon completion of the CPT sounding operations, each CPT sounding was backfilled with cement- bentonite grout. We grouted the CPT soundings from the bottom up using a tremie pipe. When the grout returned to the surface, we removed the tremie pipe and topped-off the CPT soundings by pouring grout from the surface. 2-2 TUBRO Report No.04.12110023R1 3.0 LABORATORY TESTING We directed our laboratory program toward classifying the subsurface soils, evaluating the undrained shear strength of the cohesive subsurface soils, and testing the soils resistance to dispersion. Our laboratory tests were performed in general accordance with the appropriate standards as tabulated at the end of this section. 3.1 Classification Tests The classification tests included tests for natural water content, liquid and plastic limits (collectively termed Atterberg limits), and material finer than the No. 200 sieve (percent fines). These tests aid in classifying the soils and are used to correlate the results of other tests performed on samples taken from different borings and/or different depths. The results of the classification tests are recorded on the boring logs in Appendix A. 3.2 Undrained Shear Strength Tests We measured the undrained shear strength from selected undisturbed samples of cohesive soils by performing unconfined compression tests. The natural water content and dry unit weights were determined as routine parts of the undrained shear strength tests. The results of the laboratory shear strength tests, along with the field estimates of shear strength, are presented on the boring 3.3 Summary The following table lists the types and number of laboratory tests (as well as the test standards) performed for this study. Table 3-1: Laboratory Test Summary Laboratory Test Quantity Testing Standard Water Content 7 ASTM D2216 Atterberg Limits 5 ASTM D4318 Percent Passing No. 200 Sieve 1 ASTM D1140 Unconfined Compression 3 ASTM D2166 Unit Dry Weight 3 ASTM D2166 3-1 T6RO Report No.04.12110023R1 4.0 GENERAL SITE CONDITIONS The interpreted site and subsurface conditions based on our field exploration, laboratory testing, and our experience, are discussed in this section. This section also includes a discussion on the depth-to-water conditions. 4.1 Site Description As mentioned earlier, the proposed detention basin will be southeast of the intersection of Hughes Ranch Road (County Road 403) and Stone Road North (County Road 561) in Pearland, Texas. A Vicinity Map showing the site location is presented on Plate 1. The site is currently covered in vegetation including tall grass and a variety of trees and brush. Hickory Slough flows west to east immediately south of the proposed basin. The depth of the existing channel, immediately north of the proposed basin (at the location of proposed County Road 403), is estimated to range from about 3 to 5 feet below existing adjacent grade. At the time of our field investigation, Water was present in both the channel north of the proposed basin and in Hickory Slough. 4.2 Subsurface Conditions The subsurface conditions at the proposed site consist of high plasticity natural cohesive soils with intermittent layers of low plasticity sandy and silty clays and seams of granular soils. Subsurface details for this study are included on the CPT soundings in Appendix A. Additional subsurface details and laboratory testing results from our previous study are included on the boring logs in Appendix B. 4.3 Depth-to-Water Conditions As mentioned earlier, at the time of our field exploration activities, water was observed within the open channel immediately north of the proposed basin and therefore our Borings SB-1 through SB- 3 were drilled at locations adjacent to the existing channel. Water was not encountered within our borings drilled as part of this study. However, depth-to-water observations were performed in the open boreholes of several of our previous borings during our previous field exploration activities at this site. The measurements are presented on the previous boring logs in Appendix B. 4-1 ?SROwimmimisja Report No.04.12110023R1 4.4 Variations in Subsurface Conditions Our interpretations of soil and water depth conditions, as described in this report, are based on data obtained from our visual observations, sample borings, and our experience. Although we have allowed for minor variations in the subsurface conditions at the site, our recommendations for this project may not be appropriate for subsurface conditions other than those reported herein. It is possible that some undisclosed variations in soil or depth-to-water conditions may occur outside the boring locations (especially with regard to depth, consistency, and lateral extent of fill material). It is likely that soft spots may be present in the open channel where the new County Road 403 is planned. We recommend careful observations during construction to verify our interpretations. Should variations from our interpretations be found, we recommend that we be notified and authorized to evaluate what, if any, revisions should be made to our recommendations. J 4-2 TUURO Report No.04.12110023R1 5.0 SHALLOW FOUNDATION RECOMMENDATIONS 5.1 General A foundation system should satisfy two basic and independent design criteria. First, the bearing pressure transmitted to the foundation soils should not exceed the net allowable soil bearing capacity, which includes an appropriate safety factor. The allowable net bearing pressure for shallow foundations is a function of, among other items, the bearing surface, the strength of the foundation soils, the location of the foundation, the shape of the foundation, and the recommended factor of safety. Second, settlement during the operating life should not be of a magnitude that will cause structural damage to the structures or their utility connections. Settlement is a function of, among other things, the underlying soil conditions, the foundation size and shape, and the applied foundation pressures of the foundation elements. As mentioned earlier, current plans are to support the new single-story restroom and storage building on shallow foundations consisting of strip footings and spread footings. In addition, if applicable, Jacobs is considering placing the light pole structures and/or the buildings on shallow foundations consisting of straight-sided drilled footings. Based on the information obtained during our field exploration, we understand that the proposed building structures can be supported on shallow foundations consisting of spread footings and strip footings and the light poles and/or the buildings can be supported on straight-sided drilled footings. Geotechnical recommendations for shallow foundations consisting of spread footings and drilled footings are discussed in the following sections. 5.2 Spread Footing Foundation Recommendations The following sections presents our recommendations for foundation depth, allowable bearing pressure, resistance to uplift loads, resistance to overturning loads, lateral loads, and estimated settlement for the proposed spread footing foundations for the single-story restroom and storage building. 5.2.1 Foundation Depth Based on our review of the soil conditions encountered at the location of the proposed buildings, during this study, we recommend that spread footings be placed at a depth of at least 4 feet below final grade and bear on, stiff, natural (native undisturbed), cohesive soils. We understand final grade, for the proposed single-story restroom and storage building will be about 1 to 2-feet above existing grade. Weak, soft, wet, disturbed, fill, or otherwise unsuitable soils encountered at the footing depth should be over-excavated and replaced with lean concrete. The soil conditions encountered during construction should be of similar consistency and strength of the soil conditions reported on the CPT soundings and the previous boring logs. All foundation excavations should be observed by the Geotechnical Engineer-of-Record or their qualified 5-1 ?GIRO Report No.04.12110023R1 representative. Discussion relating to footing excavations and recommendations for the installation of spread and strip footings are provided in Section 12.0 Construction Considerations Section of this report. In either case, the foundations soils should be protected from moisture content fluctuations. Positive drainage should also be provided away from all structures and area paving should be used, where possible, to further protect the foundation soils. 5.2.2 Allowable Net Bearing Pressure From a geotechnical perspective, the performance of a foundation system should provide an adequate factor of safety against shear failure of the foundation soils and reduce the potential for excessive settlements due to overstressing of the underlying foundation soils. Shallow foundations should be designed such that their applied bearing pressures do not exceed the allowable net bearing pressure of the underlying soils. The allowable net bearing pressure for shallow foundations is a function of, among other items, the bearing surface, the strength of the foundation soils, the location of the foundation, the shape of the foundation, and the recommended factor of safety. Spread footings should be proportioned so the maximum contact pressure under dead, live, and transient loads, including wind loads, does not exceed the allowable net bearing pressure of the foundations soils. The allowable net bearing pressures for the shallow foundations are presented in Table 5-1. Table 5-1: Allowable Net Bearing Pressures Loading Conditions(2) Foundation Sustained Total Transient Type of Foundation Depth(1) (F.S.(4)of 3.0) (F.S.of 2.0) (F.S.of 1.5) Spread and Strip Footings 4 feet 2,000 psf 3,000 psf 4,000 psf (widths less than 10 ft)(3) Notes: 1. Foundation depth is referenced from proposed final design grade, or at approximately elevation EL.+52-feet. All shallow foundations should be placed on natural soils. Potential changes to site grade should be addressed during final design phase. 2. Refer to report text for additional information relating to loading conditions. 3. The allowable net bearing pressures presented are applicable for spread footings and strip footings with widths less than 10-feet. 4. F.S. refers to factor of safety. Foundations should be proportioned so that the maximum contact pressure under various load combinations does not exceed the allowable net bearing pressure given above. Bearing pressure, as used in this report, is defined on Plate 7. To calculate values of We, Ws, and Wf from Plate 7, use effective unit weights of 60 pcf for soil and 90 pcf for concrete. It should be noted that the allowable net bearing pressures presented in this report are for foundations supported on undisturbed, competent natural cohesive soils. Foundations should not 5-2 TIMM/ Report No.04.12110023R1 Lmiumootim be placed on fill material. The allowable net bearing pressures presented in this report include a factor of safety ranging between 1.5 to 3 with respect to shear failure of the foundation soils. Total loading conditions as described in this report refers to the combination of properly factored dead and live loads. Transient loading conditions refer to the combination of properly factored dead, live, and infrequent transient (e.g., wind) loads. 5.2.3 Resistance to Uplift Loads The ultimate uplift capacity of spread and strip footings is limited to the weight of the footing plus the weight of any soil directly above the footing. We recommend an effective unit weight of 60 pcf for soil and 90 pcf for concrete to compute the ultimate uplift capacity. We recommend that the calculated ultimate uplift capacities for the spread footings be reduced by a factor of 1.2 to compute the allowable uplift resistance. 5.2.4 Resistance to Overturning Loads The design of spread and strip footings subjected to overturning moments should consider a trapezoidal distribution of contact pressure between the base of the foundation and the foundation soil such that full soil contact and positive pressure is maintained under the foundation. We recommend the resultant be located in the middle third of the foundation, and the maximum contact pressure should not exceed the allowable net bearing pressure for the foundation soil. 5.2.5 Resistance to Lateral Loads Resistance of spread and strip footings to lateral loads can be provided by adhesion acting on the base of the footing and by some passive resistance of the soil adjacent to the footing. For design purposes, the resistance due to adhesion and passive soil pressure may be assumed to develop simultaneously. Passive resistance should be neglected unless area paving or other similar surface cover is provided and extends laterally at least 5 feet from the proposed foundation location. For concrete foundations poured in good contact with undisturbed natural cohesive soil, the allowable base adhesion may be taken as 250 psf. For concrete foundations poured in good contact with flowable fill, an allowable coefficient of friction of 0.3 may be used between the foundation concrete and the fill. If area paving or other similar surface cover is provided, we recommend the allowable net passive pressure be taken as 1,000 psf for natural clay soils and/or properly placed and compacted structural clay fill. We expect that these allowable values will provide a factor of safety of at least 2 with respect to the ultimate values. We do not recommend increasing the values of allowable passive pressure or allowable base adhesion for various loading conditions. 5.2.6 Estimated Settlement Detailed settlement analyses for the recommended shallow foundations were outside the scope of this study. However, settlement estimates were determined based on our experience with other sites with similar subsurface conditions and structures. Total consolidation settlements on the 5-3 TIGRO • Report No.04.12110023R1 order of about 1-inch are expected for the shallow spread footings described in this report. Differential settlements are expected to be on the order of the total settlement. These estimates are based on the assumption that the foundations act as isolated foundations, that is, the clear spacing between foundations is equal to or greater than the width of the foundation. 5.3 Drilled Footing Recommendations We understand that the proposed lightly loaded light poles and/or buildings can be placed on shallow foundations consisting of drilled footings. We have observed, in the past, slickensided soils, which are localized, may collapse when excavating for a drilled-and-underreamed foundation thus these structures make drilled-and-underreamed footings impractical. Some slickensided soils with calcareous and ferrous nodules were encountered at this site within the recommended drilled footing excavation depths in the borings drilled as part of our previous study at this site. Therefore, we recommend considering the use of straight-sided drilled footings to support the proposed light poles. The skin friction resistance developed by drilled footings is generally small compared to the end-bearing resistance because of the relatively short footing lengths. Consequently, the skin friction resistance is neglected in design for axial compression capacity. Excavations for drilled footings are performed in the "dry" and inspected prior to placement of foundation concrete. Additional discussion relating to the installation of drilled footings is included in Section 12 Construction Considerations Section of this report. The following subsections provide discussion relating to design issues and our recommendations for foundation depth, allowable net bearing pressure, resistance to uplift loads, resistance to lateral loads and estimated settlement for drilled footings. 5.3.1 Foundation Depth Drilled footings should bear on firm to stiff, undisturbed, natural cohesive soils. We recommend installing drilled footings at a depth of 10 feet below final grade. Any changes in site grade should be addressed during the final design phase. The most critical element in construction of drilled footings includes proper care and cleaning out of the foundation excavation of any soft or sloughed material to provide a sound bearing area. We recommend the Geotechnical Engineer of record, or their qualified representative, observe the drilled footing excavations to ensure that the bottom of the excavation terminates in natural cohesive soils, and that the excavation base is clean and free of loose material. Surface casing may be required to install drilled footings due to the presence of soils containing organic material, slickensided structure with calcareous and ferrous nodules extending from the surface to the recommended foundation depth. To avoid collapse of footing excavations and undermining of the surrounding soil, casing may be used to support the excavation walls. Additional discussion 5-4 TRURO Report No.04.12110023R1 Lammetlm relating to the installation of straight-sided footings is presented in Section 12 Construction Considerations Section of this report. 5.3.2 Allowable Net Bearing Pressure The allowable net bearing pressure for drilled footings is a function of, among other items, the bearing surface, the strength of the foundation soils, the location of the footing, the shape of the footing, and the recommended factor of safety. Drilled footings should be proportioned so the maximum contact pressure under dead, live, and transient loads (including wind loads) does not exceed the appropriate allowable net bearing pressure of the foundations soils. For sustained loading conditions, the allowable net bearing pressure for straight-sided drilled footings, with diameters less then 3, bearing on natural soils at a depth of 10 ft below existing grade should be taken as 4,200 psf. The allowable net bearing pressures, presented herein, include factors of safety of at least 2 for the sustained loading condition. Sustained loading conditions as described in this report refer to the combination of dead and, in some cases, a portion of the sustained live loads. For transient load conditions, the allowable net bearing pressure may be taken as 5,500 psf. Transient loading conditions refer to the combination of dead, live, and infrequent transient (i.e. wind) loads. Foundations should be proportioned so that the maximum contact pressure under various load combinations does not exceed the allowable net bearing pressure given above. Bearing pressure, as used in this report, is defined on Plate 7. To calculate values of We, Ws,and Wf on Plate 7,use effective unit weights of 60 pcf for soil and 90 pcf for concrete. 5.3.3 Resistance to Uplift Loads For straight-sided drilled footings, the uplift resistance may be computed by multiplying the shaft surface area below a depth of 4 feet below proposed final grade by an ultimate skin friction of 500 psf. The allowable uplift resistance should be calculated by reducing the ultimate values by a factor of safety of 3 for sustained loading conditions, and 2 for transient loading conditions. The allowable uplift capacity of straight-sided drilled footings may be increased by adding the weight of the footing divided by a factor of safety of 1.2. We recommend using an effective unit weight of 90 pcf for concrete. 5.3.4 Resistance to Lateral Loads Straight-sided drilled footings subjected to small horizontal or eccentric vertical loads can be designed on the basis of procedures outlined on Plate 8. For this procedure, the following parameters and conditions should be used: ■ Ds should be taken as at least 4 ft to account for the construction disturbance at the site and the zone of seasonal shrinkage. The undrained shear strength, c, may be taken as 1,000 psf in the natural clay soils. A factor of (.1°6\ safety of 2 should be applied to this value. The angle of internal friction, 4, should be taken as zero. 5-5 JORO Report No.04.12110023R1 5.3.5 Estimated Settlement Detailed settlement analyses for the recommended straight-sided drilled footing foundations were outside the scope of this study. However, settlement estimates were determined based on our experience with similar soils and similar loads. Total consolidation settlements on the order of less than about 1 inch should be expected for the straight-sided drilled footings at this site. These estimates are based on the assumption that the foundations act as isolated foundations, that is, the clear spacing between foundations is equal to or greater than the width for diameter of the foundation. The long-term settlements could be larger, depending on the actual size and loading conditions of the foundation. This estimated settlement assumes that the thickness and type of fill are no worse than the fill encountered in the borings. These estimates are based on uniformly loaded foundations with sustained bearing pressures that are no greater than the recommended allowable net bearing pressures. In addition, these estimations assume the foundations act as isolated foundations, that is, the clear spacing between adjacent foundations is equal to at least the width of the largest foundation. 5-6 TORO Report No.04.12110023R1 sI milmindbm (.6) 6.0 FLOOR SLAB RECOMMENDATIONS Proper design and installation of the floor slab is an essential aspect of construction similar to that planned at the buildings site for this project. Failure to properly design and install the first floor slab can contribute to the development of significant foundation distress. Foundation distress can lead to serviceability problems including, but not limited to, additional structural distress, floor slab movements, and various aesthetic concerns. This section provides our recommendations for selection of a floor slab and design considerations for slab-on-grade construction for the single-story restroom and storage building. 6.1 Subgrade Soils The primary source of foundation distress is generally soil movements associated with shrink-swell behavior of the subgrade soils beneath the foundation. Laboratory tests indicate that the onsite soils generally have a high potential to exhibit expansive, behavior, i.e. shrinkage and swelling. However, the actual amount of movement (up or down) these expansive clays could experience is a function of both soil moisture conditions, especially at the time of construction, as well as soil moisture changes during the life of the structures. At any given time and location, the soil moisture content is in a quasi-static state. This quasi-static state can be changed by weather conditions, modifications to surface run-off, and evaporation as well as by floor slabs, pavements, trees, vegetation, irrigation systems, leaky plumbing, etc. Thus, one of the most critical design issues related to this project is how the foundation design will incorporate appropriate measures to accommodate the shrink-swell movement of the foundation soils. Ultimately, the design will depend on how much risk that the Owner is willing to accept. Given the shrink-swell potential in the onsite clays, we recommend that the soil moisture profile be verified at the time of construction under the guidance of the Geotechnical Engineer-of- Record. Additional considerations addressing the influence of soil moisture on the performance of foundations at this site is presented later in this report. 6.2 Selection of Floor Slab Foundation We believe that some of the onsite soils may be suitable for the use of conventional slab-on-grade construction with removal and replacement of some degree of the onsite soils. The Owner should recognize that the additional risk and associated long-term maintenance costs associated with conventional slab-on-grade construction may be significant. If it is determined that the Owner is not willing to assume those risks, we recommend that floor slab construction consider the use of a suspended structural slab to reduce the potential for foundation movements from underlying highly plastic cohesive soils. We would be pleased to provide recommendations for a suspended structural slab upon your request. 6-1 TLI FRO Report No.04.12110023R1 6.3 Site Preparation The site preparation for the construction of the floor slab, at the site of the proposed buildings, should include the removal of at least the upper 24 inches, and should extend at least 5 feet beyond the edges, exposing undisturbed competent cohesive soils. Following removal of the upper 24 inches of existing subgrade, the excavation bottom should be proofrolled. We recommend placing structural clay fill to achieve design grade within the footprint of the structure. The removal and replacement of 24 inches of soil below the footprint of the structure will remove a significant portion of the dry active cohesive soils that are subject to shrink-swell movements and will also reduce the potential for water to infiltrate the moderately to highly plastic underlying clay soils, which would be susceptible to shrink-swell movements. The removal and replacement activities will create a building pad on the order of about 2 to 3 feet thick. The objective will be to create a uniform, low permeable, relatively homogeneous foundation base of low plasticity structural clay fill for the slab-on-grade. Additional recommendations for site preparation and structural clay fill are presented in the Section 12.0 Construction Considerations Section of this report. We recommend that concrete be placed soon after the construction of the building pad to protect the pad from the influence of the weather. We recommend that proofrolling be performed using a fully loaded dump truck or water truck with a weight of at lease 20 tons and a tire pressure of at least 70 psi. We do not recommend using off road earth moving equipment (i.e. loaders and scrapers), compactors, or track-mounted vehicles (i.e. bull dozers and front end loaders) for proofrolling. Proofrolling specifications should provide for rut depths less than 1 inch and no visual evidence of pumping. Unsuitable soils should be removed and replaced with properly placed and compacted structural clay fill or lime-stabilized clay fill. Recommendations for fill placement are provided in the Section 12.0 Construction Considerations section of this report. 6.4 Applied Pressure We recommend limiting the applied pressure beneath slabs-on-grade supported on structural clay fill to 800 psf. Applied pressures greater than 800 psf will likely require the use of supplemental foundations. 6.5 Moisture Conditioning It is important to note that maintaining a constant moisture content within the in-situ soils both pre- and post-construction is important to the successful performance of the slab-on-grade foundation. It is good construction practice that the in-situ moisture content of the onsite soils be confirmed immediately prior to construction to determine if moisture conditioning is required. We recommend moisture conditioning the subgrade soils exposed after the removal of the upper unsuitable material, if it is determined that the in-situ moisture content of the exposed soils is less than the corresponding plastic limit. Moisture conditioning should be performed to bring the in-situ moisture content of the subgrade to within 2 to 3 percentage points higher than the plastic limit C.") 6-2 TUGRO Report No.04.12110023R1 Elw of the subgrade soils. The exposed subgrade should be scarified to a depth of at least 6 inches prior to moisture conditioning. Moisture conditioning can be accomplished by controlled sprinkling of water on the natural clay soils and compacting to at least 95 percent of the maximum dry density, as determined by ASTM D698 (Standard Effort) prior to slab-on-grade construction. It should be noted that moisture conditioning might help reduce, but not eliminate, soil movements. 6.6 Grade Beams Exterior grade beams (or turned down edges) and interior grade beams should be used to support loads between footings and to stiffen floor slabs. The depth of exterior and interior grade beams can be varied according to the structural requirements of the floor slab. However, we recommend that exterior grade beams (or turned down edges)for the slab-on-grade foundations extend at least 3 feet below lowest adjacent grade, and bear on, stiff, natural, cohesive soils, to serve as a moisture barrier. Exterior and interior grade beams should be designed using an allowable net bearing pressure of 1,200 psf. We do not recommend the use of void boxes below grade beams for slab-on-grade foundations because of the potential to collect free water within the void space. 6.7 Potential Vertical Rise It should be noted that conventional slab-on-grade construction will still be susceptible to distress resulting from shrink-swell behavior of the underlying soils. Hence, the Owner should be willing to accept some risk of damage resulting from shrink-swell behavior of the foundation soils if a slab-on-grade is used. Based on the information collected during this study, the recommendations presented in this report (removal of upper incompetent material and replace with structural clay fill), and our experience with similar projects, we expect that shrink-swell movements on the order of 1 inch or less could be expected at the site after construction of the building pads as discussed herein. Actual encountered movements will depend on site moisture conditions at the time of construction, the uniformity of the building pad, the influence of vegetation (especially the influence of existing trees), the integrity of underground plumbing, moisture condition of the soil below the existing building, etc. 6.8 Additional Shrink-Swell Considerations Moisture content fluctuations resulting from the presence of future vegetation may also significantly affect the performance of the near surface soils thereby affecting the performance of the structure. As such, trees and other vegetation that require large amounts of water from the subsurface to survive should be kept a distance away from the structure. The actual distance will depend, in large part, on the anticipated root structure and water demand of the vegetation. The water demand of such vegetation may contribute to significant moisture content fluctuations within near surface cohesive soils thus increasing the likelihood for shrinkage movements. The use of moisture barrier and root barriers may assist with addressing vegetative moisture fluctuations. Recommended practices include planting trees no closer than the expected drip line when the tree 6-3 TUGRO Report No.04.12110023R1 �� fl is in a mature state and/or planting the tree a distance away equal to its expected matured height. We recommend that an arborist or qualified individual be consulted to address these concerns. The following design details are also recommended to reduce the risk of slab-on-grade damage from shrinking and swelling soils. 1. Maintain uniform moisture conditions in the exposed subgrade soils prior to construction of the floor slab. The exposed subgrade soils should not be allowed to dry out or to become wet during construction. 2. Utility trenches have been identified as conduits that permit the migration of moisture under slabs. Therefore, we recommend that all utility trenches or other potential conduits of water underneath the slab-on-grade be backfilled with properly placed and compacted structural clay fill. Where utility trenches extend out from underneath the slab, we recommend that a bentonite clay plug be placed in the trench to restrict exterior water from migrating beneath the slab. 3. Provide additional grade beams below interior and exterior walls as well as provide extra reinforcement in the slab to increase rigidity, thereby resisting differential movements below walls and across the slab. 4. Grade the site to provide positive drainage away from the building and slab. Water should not be allowed to pond adjacent to the slab. Although current plans are to raise the floor slab at least 12 inches above adjacent grade, the area grade raise activities should extend laterally at least 5 feet from the exterior of the structure in addition to the building pads recommendations presented earlier in this report. 5. It is also important to provide positive drainage during the construction of the foundation system to protect the exposed subgrade from moisture content fluctuations. 6. Water collected by gutters and downspouts as well as other landscape features should be channeled away from the buildings slab and foundations. 7. Irrigate vegetation and soils adjacent to the slab on an as-needed basis to maintain uniform moisture conditions following construction. 8. The integrity of all subsurface plumbing should be verified prior to the placement of the floor slab. Damaged or improperly placed plumbing may act as a source of water to the underlying cohesive soils. 6-4 TUGRID Report No.04.12110023R1 =� 7.0 DEEP FOUNDATION RECOMMENDATIONS 7.1 General As described earlier, the lightly loaded buildings may be supported on shallow foundations consisting of spread footings. Based on the information provided by Jacobs, we understand that 12-inch, 18-inch and 24-inch diameter drilled shafts are being considered to support the light pole structures at this site. This subsection presents our axial capacity recommendations for the proposed deep foundations including static axial capacity, axial group effects, lateral capacities, lateral group effects, and settlement, load tests for deep foundations. 7.2 Static Axial Capacity We computed the static axial capacity, in both compression and tension, for a unit diameter (1-foot) diameter drilled shaft based on the top of the shaft assumed to be placed at elevation EL +53-feet and at elevation EL +45-feet. The ultimate axial capacities for individual, isolated drilled shafts were computed using the static method of analyses. In this method, the compressive capacity of a /�►� shaft for a given penetration is taken as the sum of the skin friction on the shaft wall and the end bearing on the shaft tip. Please note that we encountered water-bearing sands within the planned foundation depths at this site, and these conditions make the construction of drilled shaft excavations difficult. Therefore, on the basis of soil conditions encountered at the site, we believe slurry techniques or casing will be required to install drilled shafts. As such, we neglected end bearing in our analysis of drilled shaft capacity because the use of slurry technique prohibits inspection of the bottom of the shaft. If the bottom of the shaft excavation is soft or loose, or has been disturbed, excessive settlements beyond tolerable structural limits could occur before developing full end bearing resistance. Please note that we neglected the strength in the upper 5 feet of material to account for soil disturbance associated with shaft installation and other construction related activities. Also the weight of the shaft was neglected in the computations. The ultimate axial capacity curve for a unit diameter (1-foot) shaft, computed using the procedures presented in the Drilled Shaft Construction Procedures and Design Methods Manual', is presented on Plate 10. Ultimate axial capacities for drilled shafts of diameters greater than 1 foot can be obtained by multiplying the capacity from the 1-foot diameter drilled shaft by the actual shaft diameter (in feet). We recommend a factor of safety of 2 be applied to the ultimate axial capacity of shafts loaded in compression (transient and sustained) and transient tension. A factor of safety of 3 should be applied for sustained tension loads. In addition, tension capacity should be limited to the depth of steel reinforcement that can develop the proposed tension load. Reese, L. C. and O'Neill, M. W. (1988), "Drilled Shafts: Construction Procedures and Design Methods", Federal Highway Administration, Publication No. FHWA-HI-88-042. 7-1 GIRO Report No.04.12110023R1 mmi The tensile (uplift) capacity of drilled shafts may be increased by adding the weight of the reinforced portion of the shaft to the computed tensile capacity. The effective (buoyant) weight of drilled shafts should be used. An effective unit weight of 90 pcf is typically used for concrete. A factor of safety of 1.2 should be applied to the shaft weight. Our recommendations for the installation of drilled shafts are provided in the Construction Considerations section of this report. 7.3 Axial Group Effects The overall allowable axial load carrying capacity of a group of shafts may, in some cases, be less than the sum of the individual allowable capacities. A reduction in the individual shaft capacity, to allow for group effects, is usually not necessary for shafts having a center-to-center spacing of 3 to 5 or more shaft diameters. The reduction in individual capacity depends on many factors including the configuration of the group, number of shafts in the group, shaft size, the depth of installation, and the shaft spacing. We recommend shafts for this project be spaced at least 3 diameters (center-to-center) to reduce substantial group effects. If piles are spaced closer or if groups larger than 5 by 5 are anticipated, we would be pleased to review the design and comment on group effects. 7.4 Lateral Load Analysis 7) We have evaluated the lateral resistance of individual, isolated 12-inch, 18-inch and 24-inch diameter shafts for the soil conditions encountered at the proposed project site. The following assumptions were made in our lateral capacity analyses of isolated single shafts: • Young's Modulus of drilled shafts equal to 3.3x106 psi; • Top of the shafts assumed to be at elevation EL. +53 feet; • Limiting deflections of inch and % inch were assumed in the analyses; • Lateral loads were applied at the top of the shaft • No external moments were applied at the top of the shaft. Soil parameters for natural soils were selected based on soil conditions encountered at the site. We have assumed that the final grade will be maintained against erosion due to wind and water. We performed our analyses for a single, isolated drilled shaft using the computer program LPILE Plus 5.0/5.0 M (2007), originally developed by Dr. Lymon C. Reese, founder of Ensoft, Inc. The program uses finite difference numerical techniques to compute lateral deflections and bending moments induced in a shaft due to lateral and axial loads applied at the top of the shaft. The shaft-soil system is modeled as a series of finite segments that represent the shaft and the soil. Soil resistance is provided using p-y curves developed from a distribution of input soil unit weights and strength parameters specific to the subsurface conditions at the project site. 7-2 TRRO Report No.04.12110023R1 wimmilitle. el. Cil We analyzed both free-head and fixed-head conditions with lateral loads applied at the top of the drilled shafts. We performed our analyses using limiting shaft top deflections of of '/4 inch and %2 inch at the top of the shafts. For drilled shafts, we analyzed each case using both "uncracked" and "cracked" stiffness (El). A "cracked" stiffness of 40 percent of actual stiffness (El) was used for in our calculations as recommended by ACI 318-89. The computed lateral loads applied at the shaft top, the maximum bending moment, and the depth of maximum bending moment for isolated, individual shaft are presented in table below: Table 7-1: Individual Lateral Capacities Shear Force Maximum Bending Depth of Maximum Pile Pile Top Lateral Moment Bending Moments Deflection (kips) Type/Size Fixity (inch) (kips-inch) (feet) Cracked Uncracked Cracked Uncracked Cracked Uncracked Free ', 1.6 2.6 56 109 8.0 8.5 12-inch Head /Z 2.5 4.0 98 188 8.0 8.5 diameter Drilled Shaft Fixed % 2.0 3.5 124 251 0 0 Head 'IA 3.2 5.7 i 221 438 0 0 Free ' 4.1 6.5 192 359 8.5 9.5 18-inch Head IA 6.4 10.1 328 610 9.0 10.0 (1.II diameter Drilled Shaft Fixed y, 6.0 10.4 448 868 0 0 Head +/Z 9.7 16.71 776 1,489 0 0 i Free ' 7.9 12.2 444 822 9.5 11.0 24-inch Head IA 12.1 18.5 751 1,391 10.0 11.5 diameter Drilled Shaft Fixed ' 12.80 21.4 1,072 2,030 0 0 Head IA 20.3 33.6 1,835 3,440 0 0 Notes: 1) Shear force applied at the top of the shaft and the depth where the maximum bending moment occurs is referenced from final grade(at elevations equal to or greater than EL+45 feet). 2) The values provided in the table above are applicable for shafts installed where final grade is equal to or greater than EL+45 feet. Individual, isolated shafts are representative of a free-head condition. A group of shafts structurally tied together with a rigid concrete cap is more closely representative of a fixed-head condition. On the basis of the final foundation design, the Structural Engineer should determine the most representative condition. The results are applicable for the proposed shafts installed to minimum penetrations shown in the table on the following page. (limb\ 7-3 TUBRO Report No.04.12110023R1 sidittim � Table 7.2: Minimum Pile Penetrations for Lateral Support Pile Type Minimum Penetration,ft 12-inch Diameter Drilled Shafts 19 18-inch Diameter Drilled Shafts 24 24-inch Diameter Drilled Shafts 29 The above minimum pile penetrations are required if the top of the piles are located at EL. +45 feet to satisfy lateral capacity requirements to achieve fixity. Additional penetration may be required to satisfy the axial capacity or other requirements. 7.5 Lateral Group Effects A detailed lateral group analysis was beyond the scope of this study. In general, the lateral load carrying capacity of shaft within a group will be less than that of an individual shaft. Leading row shafts generally experience less reduction in lateral capacity as compared to trailing row shafts for the same head deflection criteria. The shaft group arrangement and more importantly, the center- to-center spacing between adjacent shafts have a significant impact on lateral group effects. Shafts spaced greater than about 5 to 6 diameters, center-to-center, generally have limited group effects. If group effects are expected to be critical in the design, we will be pleased to provide a detailed group effect analysis under separate cover on a case-by-case basis for specific groups and loading conditions. 7.6 Settlement of Deep Foundations Generally, settlements due to consolidation of deep foundations are significantly less than that of shallow foundations under the same sustained load. A detailed settlement analysis for deep foundations was beyond the scope of this study. However, based on our experience, we expect settlements due to consolidation for properly installed individual, isolated shafts to be less than about'/2 inch. If differential movement is critical for the proposed light pole structures, we would be pleased to perform a detailed settlement analysis to evaluate differential movements on a case-by- case basis. Groups of deep foundations will likely settle more than individual shafts subjected to the same load per shaft. The increase in settlement between individual shafts and groups is generally small for small sized groups (less than about a 5 by 5 group). The settlement of groups is dependent on several variables including: dimension of the group, the shaft length, the sustained structural load, and the compressibility characteristics of the foundation soils. We would be pleased to perform a detailed group settlement analysis on a case-by-case basis, if requested. 7.7 Load Tests Axial and lateral load tests in accordance with ASTM procedures are generally recommended for drilled shaft projects. Axial load tests should be performed in general accordance with ASTM procedures. The shaft load test program should include full-scale static load testing. Load testing 7-4 ;FIORE' Report No.04.12110023R1 should be conducted in the presence of an experienced Geotechnical Engineer. Load tests will be used to check the computed ultimate axial capacities. Each test shaft should be loaded to produce enough movement at the top of the shaft to determine the ultimate capacity. The purpose of load tests is to evaluate the predicted capacities and, depending on the results of the tests, revise the design penetration. Depending on the number, size, and type of shaft foundation planned, a substantial cost savings can sometimes be achieved by reducing the penetration and/or number of shafts. We recommend that we be retained to review the results of load tests to: 1) evaluate the load/unload-displacement response of the shafts, 2) evaluate the ultimate capacity of test shaft, 3) compare measured capacities and deflections with design criteria, and 4) develop installation guidelines. At your request, we can provide members of our professional staff to conduct the recommended load tests. 7-5 TUPRO Report No.04.12110023R1 ®0�`e 8.0 SOCCER/ MULTIPURPOSE FIELDS AND DETENTION BASIN 8.1 General We understand that the proposed detention basin bottom will vary in elevation with depths as great as approximately 10 feet below existing grade and will have side slopes graded no steeper than 4-horizontal to 1-vertical. The results of our field exploration and laboratory testing indicates that the onsite subsurface conditions are generally suitable for construction of the proposed detention basin, provided the basin is designed and constructed according to the recommendations herein and those provided in the previous geotechnical study for the proposed Hickory Slough — Detention Basin, Fugro Report No. 0415-1605, Hickory Slough— Max Road Detention Basin, dated October 23, 2006. As discussed in our previous study, we believe that the most critical geotechnical design and construction concerns for the encountered subsurface conditions are: 1) the presence of dispersive soils, 2) the relative shallow groundwater conditions, 3) the stability of the proposed slopes, and 4) erosion protection. Discussion and recommendations addressing each of these concerns is provided in the following sections. 8.2 Presence of Dispersive Soils 11111 The results of laboratory tests, performed during our previous study, indicate that dispersive soils are present at this site within the proposed depth of excavation activities. Dispersive soils are highly susceptible to water induced erosion. The dispersive soil erosion may include "jug and tunnel" erosion, piping, or tunneling. In each case, the dispersive erosion usually increases over time with rain and runoff events. The progressive erosion can often go unnoticed for a considerable amount of time until before exhibiting discernable surface evidence. We have observed "jug and tunnel" erosion cause failures of earthen embankments as well as create hazardous conditions, e.g. shallow erosion holes and subsurface cavities. As discussed in our previous study, for dispersive clay erosion to occur, four conditions are generally needed: 1) the presence of dispersive clay, 2) a source of fresh water, 3) a continuous channel large enough to carry the soil particles, and 4) an exit for the suspended soil particles. Eliminating one or more of the necessary conditions can control dispersive clay erosion. It should be noted that the soils within the basin floor should not be subjected to substantial shear forces, and therefore should not experience the same potential for channeling and eroding as those along slopes and at the toe of slopes except where drainage channels may exists. Therefore, we recommend addressing the presence of dispersive clays primarily along slopes and in drainage channels. If it is desired to eliminate dispersive potential of all soils along the side slopes and from the basin floor, then all potentially dispersive clay soils should addressed in accordance with the recommendations provided herein. As presented in our previous study, for the proposed detention basin, we recommend that consideration be given to the following: 8-1 TUU SIO Report No.04.12110023R1 • Eliminate Presence of Dispersive Clays — Two options are available for eliminating the presence of dispersive clays. ■ The first option is to use acceptable on site non-dispersive clay soils to construct the slopes (and floor, if applicable) of the basin. The existing onsite soils may be evaluated for dispersive potential during construction. An investigation program can be performed during the early phases of construction to evaluate areas of dispersive and non-dispersive soils. We have presented further discussion of the investigation program in Section 12.6 of this report. We recommend that unsuitable soils be removed or treated on slopes flatter than 5- horizontal to 1-vertical to a depth of least 24-inches perpendicular to the proposed slope. We recommend scarifying the slope prior to placement of the fill soil. For slopes steeper than 5-horizontal on 1-vertical, we recommend removing the unsuitable soils and replacing them in a benched fashion. We recommend benching in segments of not less than 3-foot wide and not greater than 3-foot tall steps creating an ultimate coverage of at least 24-inches perpendicular to the proposed slope. ■ Another option is to use hydrated lime to treat the dispersive clays. The lime is used to increase the calcium content of the clays thereby eliminating their dispersive behavior. We recommend that the lime treatment include the upper 24 inches of the basin slopes, measured perpendicular to the slopes. For dispersive soil treatment, the amount of added lime is typically on the order of 2 to 4 percent. The lime treatment should extend at least 10 feet beyond the toe and crest of the slopes. Recommendations for lime stabilization are provided in the Construction Considerations Section of this report. A layer of topsoil will be required to promote vegetation growth if lime is used. • Elimination of Erosion Channels — One of the most common and reliable methods of controlling dispersive clays is to provide a filter to capture the soil particles being carried by the initial seepage and thereby block the flow path. Natural aggregate filters, such as pit run sand or silty sand, are most commonly used for this purpose. • Eliminate Exits for Soil Particles — Another method of controlling dispersive erosion is to eliminate the exits for the suspended particles. This can be accomplished using filters, surface paving, and maintaining grass cover. We understand that the basin floor will be protected from erosion using topsoil and a natural grass cover. It should be noted that, in some cases, grass alone may not be enough to completely eliminate exits for soil particles. Therefore, an operations plan should be developed to schedule periodic maintenance and provide procedures for addressing isolated erosion or other distress. We also understand that, the dispersive clays may be removed and replaced with non-dispersive clays along the basin floor, thus eliminating the presence of dispersive clays along the basin floor altogether. 8-2 Iiuuw Report No.04.12110023R1 As mentioned in our previous study, in addition to the alternatives above, we recommend that the design of the basin include backsiope swales around the basin perimeter to help reduce erosion caused by surface runoff. We also recommend that the Geotechnical Engineer-of-Record be given an opportunity to review the proposed detention pond design and construction specifications due to importance of properly addressing the presence of dispersive soils. Ultimately, the degree that the project design addresses the presence of dispersive soils will be dependent upon how much risk the Owner is willing to accept. As noted earlier, laboratory tests performed during our previous study did indicate the presence of dispersive soils at this site; however, it is worth noting that the presence of dispersive soils was not encountered in every boring performed during our previous study. It is possible that the dispersive soils at this site are comprised of isolated zones that do not extend across the entire site. Thus, given the site will primarily be used as a detention basin and it will have only supplemental use as a recreational facility, the Owner may select to treat the presence of dispersive soils as a maintenance issue rather than a design issue. As discussed in our previous study, this approach is acceptable for the proposed basin design with the exception of outfall structures. It is important that appropriate design and construction measures be taken to address the potential for dispersive soils around outfall structures due to the risk associated with erosion of the their foundation and backfill soils. Recommendations for addressing dispersive soils at the proposed outfall structure are presented in the Section 9 Outfall Structure Section of this report. 8.3 Groundwater Conditions The current ground surface elevation is approximately El. +51 feet to +53 feet. As discussed in our previous study, we understand that the proposed detention basin will have a maximum excavation depth of on the order of 10 feet below existing grade to approximately El. +42 feet. As noted earlier, we observed depth-to-water levels as shallow as about 5 feet below existing grade during the course of our study. Thus, the presence of groundwater will be a major facet of construction and operations at this site. The project contractor should be prepared to implement temporary groundwater control measures during the basin construction. We have provided commentary relating to temporary groundwater control in the Construction Considerations Section of this report. Due to the presence of shallow groundwater at the site, the bottom of the detention basin will likely be wet for extended periods during the design life of the basin, unless the lift station is used to maintain dry conditions across the facility. We understand that the detention basin will be used as a recreational facility when ponded water is not present. Therefore, the operations and management plan for the detention basin should include provisions that address the potential for extended periods of"wet" soil conditions at the bottom of the basin. 8-3 BIM Report No.04.12110023R1 8.4 Slope Stability As discussed in our previous report, the City of Pearland Storm Drainage and Criteria Manual states that the side slopes of earthen channels and detention basins 6 feet deep or greater should be no steeper than 4-horizontal to 1-vertical. The manual also indicates that the stability analyses for earthen slopes should be performed in general accordance with current guidelines published by the Harris County Flood Control District (HCFCD). As such, we performed our slope stability analysis using the guidelines presented, and those referenced, by the City of Pearland for detention basins. As part of our previous study, we completed our slope stability analysis with the aid of a computer using the program Slide2. The Slide computer program randomly generates trial failure surfaces through a designed slope and evaluates the factor of safety for each trial failure surface. The program allows a large number and shape of potential shear surfaces to be investigated to determine the critical failure surface for the analyzed slope configuration. As part of our previous study, we used Slide to evaluate the stability of the slopes using the Simplified Bishop Method. This method uses two-dimensional limit equilibrium analysis to determine the factor of safety for the slope. A computed factor of safety is the ratio of the forces driving failure to the forces resisting failure. A factor of safety of 1.0 or less implies the slope is unstable, while a factor of safety greater than 1.0 implies the slope is stable. As part of our previous study, we performed our analysis using short-term (undrained) and long- term (drained) effective stress conditions in the basin slopes. Undrained conditions model the slope immediate after construction before internal pore pressures have dissipated, and drained conditions model the slope after internal pore pressures have had sufficient time to dissipate. For our previous study, we also evaluated potential rapid drawdown conditions. Rapid drawdown conditions refer to the conditions where the operational basin is drained, after being filled with water, in a rapidly without allowing time for seepage forces to dissipate. In each case, soil conditions were based on the generalized site stratigraphy obtained during our field exploration, the results of field and laboratory tests, and our experience. For short-term, undrained conditions, a factor of safety greater than, or equal to, 1.3 is generally required, while a factor of safety equal to, or greater than, 1.5 is generally required for long-term, drained analysis. A computed factor of safety equal to, or greater than, 1.25 is typically required for rapid drawdown conditions. Table 8-1 provides the results of our slope stability analyses, completed for our previous study, for each loading condition with a 4-horizontal to 1-vertical slope excavated in the natural cohesive soils and constructed as described in this report. Graphical representations of the 10 most critical failure surfaces from our Slide iterations, from our previous study, for each loading condition are 2 Slide—2D limit equilibrium slope stability for soil and rock slopes.Rocscience Inc.Version 5.01. 8-4 TIGR0 Report No.04.12110023R1 EI smismiektm presented in Appendix C. Each of the computed factors of safety were greater than the required minimum factors of safety published by the HCFCD and referenced by the City of Pearland. TABLE 8-1: Slope Stability Analysis Results from Fugro Geotechnical Report No. 0415-1605 Condition Calculated Minimum Factor of Safety Minimum Required Factor of Safety Short-Term (Undrained) 7.81 1.3 Long-Term (Drained) 2.66 1.5 Rapid Drawdown 2.03 1.25 8.5 Erosion Protection As discussed in our previous report, the performance of the basin slopes will be dependent upon the ability of the slopes to maintain their integrity during repeated flood and runoff events. Therefore, the slopes will require erosion protection. The aim of erosion protection should be to reduce surface erosion from runoff. We expect that natural grass cover should be sufficient in providing adequate erosion protection for the slopes within the proposed detention basin. As noted earlier, if lime treatment is used to address the presence of dispersive clays, a layer of topsoil, usually on the order of 6 inches, will be required to promote grass growth. The grass cover should be properly maintained and the basin should be periodically monitored for signs of distress. An operations plan should be developed to schedule periodic maintenance and provide procedures for addressing isolated erosion or other distress. 8-5 TfaRO Report No.04.12110023R1 ®� �stmi 9.0 OUTFALL STRUCTURE RECOMMENDATIONS 9.1 Outfall Structure We understand that a concrete outfall, weir-type structure, will be located at the southwestern corner of the detention basin, adjacent to Hickory Slough. The following paragraphs present our geotechnical recommendations for the outfall structure. We were not provided the specific dimensions or loads for the structure at the time of this report. We understand that the outfall structure will likely consist of panels of reinforced concrete embedded into the slope soils. We anticipate that the foundation for the outfall structure will consist of a reinforced concrete footing similar in construction to a slender strip footing. We understand that the loading from the outfall structure will not be excessive and will primarily consist of dead load from the weight of the structure itself. 9.2 Foundation Depth and Allowable Bearing Pressure We recommend installing the outfall structure foundation to a depth of at least 3 feet below the bottom of the proposed Hickory Slough pilot channel. The exposed soils should be observed and probed for confirmation of consistency with the soil conditions reported on the boring logs. The outfall structure foundation should be designed for an allowable net bearing pressure of 2,500 psf. The recommended bearing pressure should provide a factor of safety of at least 2 with respect to shear failure. 9.3 Resistance to Lateral Loads We anticipate that the outfall structure will be designed to resist lateral loads imposed by water flowing through the structure in high water events. Resistance to lateral loads by the outfall structure foundation will be by adhesion acting on the base of the footing and by some passive resistance of the soil adjacent to the footing. Typically, the resistance due to adhesion and passive soil pressure may be assumed to develop simultaneously. However, for design purposes, we recommend neglecting any capacity developed by passive soil pressure from the soils within the Hickory Slough channel due to the potential for erosion. We recommend that the allowable base adhesion may be taken as 250 psf for the outfall structure foundation. This recommended value provides a factor of safety of at least 2. 9.4 Resistance to Uplift Loads The uplift capacity of a strip footing foundation is limited to the weight of the foundation plus the weight of any soil directly above the foundation. We recommend using an effective unit weight of 60 pcf for soil and 90 pcf for reinforced concrete. We recommend that the calculated ultimate uplift capacity for foundations be reduced by a factor of 1.2 to compute the allowable uplift resistance. (.11 \ 9-1 [aR0 Report No.04.12110023R1 ; 7. eks 9.5 Other Considerations As noted in our previous geotechnical study for the proposed Hickory Slough — Detention Basin, Fugro Report No. 0415-1605, Hickory Slough — Max Road Detention Basin, dated October 23, 2006, dispersive soils are present at this site. Dispersive erosion around the outfall structure can cause structural distress and hinder the performance of the outfall. Additionally, as mentioned in the previous study, we recommend that the backfill around the outfall structure consist of non- dispersive, structural clay fill. Recommendations for structural clay fill are presented in the Section 12.0 Construction Considerations Section of this report 9-2 TIMM Report No.04.12110023R1 10.0 LIFT STATION RECOMMENDATIONS 10.1 Lift Station Based on conversations with Jacobs, we understand that the proposed lift station will be a rectangular concrete structure with a footprint of 21-feet wide by 31-feet long and founded on a mat foundation at a depth of about 20 feet below existing grade. We understand that temporary walls will be used as shoring as part of the lift station construction. The foundation should be designed so the net bearing pressure by the maximum design load does not cause shear failure of the supporting soils. However, bearing capacity is not usually a governing design consideration because the net bearing pressure is typically low due to the weight of soil removed from the excavation. The axial capacity should be sufficient such that the compressive loads, tensile loads, and skin resistance are sustained to prevent excessive vertical settlement and limit uplift of the structures. The lift station walls should be designed to resist lateral pressures imposed by groundwater and soil surrounding the structure. The mat foundation at the base of the lift station should be structurally connected to the walls to the structure. The lift station should have sufficient resistance to uplift forces caused by buoyancy from groundwater, which is usually the governing design consideration. Specification recommendations regarding the construction of the lift stations are discussed in the following sub-sections. 10.2 Walls Formed Using Temporary Cantilever Sheeting The total active lateral earth pressure acting on cantilevered sheeting is a combination of soil pressure and hydrostatic water pressure. Our recommendations, assume a horizontal backfill surface and the groundwater level may reach the existing ground surface. For non-yielding walls, we recommend an equivalent fluid weight of 120 pcf to calculate lateral earth pressures resulting from soil loads and hydrostatic water pressure, and we recommend a coefficient of lateral earth pressure of 0.8 to compute the lateral pressure due to surcharge loads. For yielding walls, we recommend an equivalent fluid weight of 90 pcf to calculate lateral earth pressures resulting from soil loads and hydrostatic water pressure, and we recommend a coefficient of lateral earth pressure of 0.65 to compute the lateral pressure due to surcharge loads. We recommend that this allowable passive resistance be calculated as a combination of a triangular distribution and resultant net passive force acting at the toe of the unbraced sheeting. We believe that this allowable passive resistance includes a factor of safety of at least 2.0. The lateral earth pressures discussed above will need to be increased for appropriate surcharge loading that may occur during or after excavation. Lateral loads acting on unbraced walls due to uniform surcharge loading may be computed by multiplying the surcharge load by a lateral earth pressure coefficient of 0.5. 10-1 ®TraRO Report No.04.12110023R1 10.3 Excavation Recommendations Excavation safety systems should be in accordance with federal Occupational Safety and Health Administration (OSHA) Standards, 29 CFR Part 1926 (Revised July 1992), Subpart P, Excavations. Details for open-cut slopes and excavation shoring based on soil type and groundwater conditions are provided in the latest amended OSHA federal regulations. Excavations 4 feet deep or less are not generally required to be sloped back or braced following federal OSHA requirements for excavations. Based on our interpretation of the regulations and anticipated soil conditions, the natural cohesive soils would be classified as Type B soils. Sides of temporary vertical excavations less than 4 feet deep may stay open for short periods of time. However, if sides of slopes begin to slough, the sides should be either braced or sloped back to a stable condition. Excavations deeper than about 4 feet should be either braced or sloped back no steeper than 1-horizontal to 1-vertical. The contractor should be prepared to handle any seepage into excavations. We recommend that positive drainage be established to reduce the potential for surface water to enter excavations. 10.4 Groundwater Control The groundwater level will fluctuate with seasonal variations in rainfall and surface runoff. In addition, heavy rainfall or the malfunction of a dewatering system could flood the excavation. We recommend that the design of both temporary and permanent systems consider the groundwater at the ground surface. Based on the soil conditions, depth-to-water, and proposed excavation depths, dewatering may be necessary to facilitate construction. If dewatering, beyond pumping from sumps is necessary to facilitate construction, we recommend that groundwater level be drawn down to at least 2 feet below the bottom of the excavation level. Mechanical dewatering options may include a deep well. system with submersible centrifugal pumps or jet-eductor wells. It should be noted that an effective dewatering program takes time to dewater the site and should be installed well in advance of any excavation. Piezometers should be used to verify that groundwater levels have been reduced to acceptable levels before construction. We recommend the contractor retain the services of a dewatering expert to assist with evaluating a system for dewatering the lift station excavations. 10.5 Bearing Capacity The allowable net bearing pressure for a mat foundation bearing on undisturbed, competent, natural cohesive soils at a depth of about 20 feet below existing grade may be taken as 3,500 psf with a factor of safety against shear failure of 2. We consider that the weight of the lift station will not control the design of the foundation as much as the stability of the structure. The mat foundation should be proportioned so that the maximum contact pressure under the combined effects of dead, live, and transient loads does not exceed the allowable net bearing 10-2 �[aR0 Report No.04.12110023R1 pressure. Allowable net bearing pressure, as used in this report, is defined on Plate 7. To calculate the values of We, Ws, and Wf from Plate 7, use effective (buoyant) unit weights of 60 pcf for soil and 90 pcf for reinforced concrete. The mat foundation may not be placed the same day the excavation is completed. Therefore, the subgrade should be protected with a seal slab of lean concrete at least 3 inches thick. The seal slab will provide a working surface on which steel for the foundation can be placed. At the time the seal slab is placed, the exposed subgrade should be relatively dry and undisturbed. Any significantly disturbed, soft, or wet areas in the subgrade should be over excavated and replaced with lean concrete. Disturbance of the subgrade soils can be reduced if the bottom few feet of the excavation is deferred until immediately prior to placing the seal slab. 10.6 Wall Skin Friction Skin friction developed between the soil-caisson wall interface can be calculated to resist vertical settlement and uplift of structures. We recommend the annulus outside the concrete caisson be filled with grout to reduce the presence of voids between the concrete and the surrounding soil. For design purposes, we would estimate that only about 70 percent of the surrounding soil will be in intimate contact with the concrete caisson. The following tables represent approximate ultimate values for the unit skin friction versus depth for the Lift Station site. We recommend using a factor (.11b*, of safety of at least 3 when computing the total skin friction resistance. We recommend neglecting the strength of the soil to a depth of 5 feet below final grade to account for soil variability, construction disturbances, and shrinkage cracking of the soil. Table 10-1: Ultimate Unit Skin Friction Values for Lift Station Site Soil-Steel Interface Soil-Concrete Interface Soil Type classification Depth (ft) Elevation (ft) Ultimate Unit Skin Friction Ultimate Unit Skin Friction (ksf) (ksf) Clay/Silty Clay 0-2 +51.3 to+49.3 0.5 0.35 Clay/Silty Clay 2-5 +49.3 to+46.3 1.0 1.05 Clay/Silty Clay 5- 10 +46.3 to+41.3 1.0 0.84 Clay/Silty Clay 10- 14 +41.3 to+37.3 1.0 1.05 Clay/Silty Clay 14-20 +37.3 to+31.3 1.0 1.2 Clay/Silty Clay 20-22.5 +31.3 to+28.8 1.0 1.2 Clay/Silty Clay 22.5-25 +28.8 to+26.3 1.0 1.2 Silty Clay/Clayey Silt 25-34 +26.3 to+17.3 1.0 1.2 Silty Sand 34-40 +17.3 to+11.3 0.85 0.85 Clay/Silty Clay 40-43 +11.3 to+8.3 1.0 1.2 Clay/Silty Clay 43-45 +8.3 to+6.3 1.0 1.2 Clay/Silty Clay 45-53 +6.3 to-1.7 1.0 1.2 r 10-3 TiMM' Report No.04.12110023R1 iemm 10.7 Uplift Pressures The lift station should be designed to resist uplift forces due to buoyancy based on a fully submerged condition with the groundwater at the ground surface and the lift station empty. The uplift pressures acting on the base of the lift station should be calculated by multiplying the unit weight of water, 62.4 pcf, by the depth from the ground surface to the base of the structure. The uplift force will be applied as a uniform distribution across the entire base of the structure. The resistance to uplift would include the weight of the structure and the skin friction along the soil-caisson wall interface. We recommend assuming a vertical failure plane and consider a factor of safety of 1.2 or higher to be adequate for this condition. 10.8 Lateral Earth Pressures The rigid concrete walls forming the lift station will be subject to lateral earth pressures from a combination of soil pressure, hydrostatic water pressure, and surcharge loads. The walls with hoop tension should be designed to resist these stresses. The design should consider a fully submerged condition with the water table at the ground surface. To compute lateral earth pressures on the lift station walls we recommend using the procedures presented on Plate 8. For long-term design of rigid concrete walls, we recommend using a coefficient of lateral earth pressure coefficient of 1.0 and an effective unit weight of 60 pcf for natural soils. The soil and hydrostatic water pressures behind the wall will impose a triangular stress distribution on the walls. The lateral earth pressures will need to be increased for appropriate surcharge loads that may occur during or after excavation and construction. Lateral loads acting on the walls due to a uniform surcharge load may be computed using the procedures on Plate 8. 10-4 TRRO Report No.04.12110023R1 (111111 11.0 GENERAL PAVEMENT RECOMMENDATIONS 11.1 General As stated previously, parking areas, driveways and the County Road (CR) 403 extension are planned as part of this project. The following section provides our general pavement recommendations for this project. We were not provided with detailed specific traffic loading conditions for the proposed pavements. As such, the following are general recommendations for the generalized soil conditions at the site. 11.2 Subgrade Preparation The performance of an asphalt or concrete pavement ultimately depends on the underlying subgrade. Subgrade preparation for the proposed pavements should include the removal of at least the upper 12 to 36 inches, and should include the clearing and removal of any vegetation and deleterious materials (such as incompetent soil). Removal activities should extend at least 5 feet beyond the pavement edges. Moisture conditioning may be required depending on the moisture condition at the time of construction. After removing deleterious materials and stripping, the exposed subgrade should be proofrolled. We recommend scheduling these activities during a relatively dry period. We do not recommend that subgrade preparation activities begin immediately after or during a significant rain event. Additional recommendations for subgrade preparation are presented later in the Section 12.0 Construction Considerations Section of this report. We understand that the CR 403 extension will be constructed within the footprint of the existing American Canal. As mentioned earlier, Borings SB-1 through SB-3 were advanced along the proposed CR 403 alignment and adjacent to the existing American Canal. Based on the subsurface conditions encountered in our borings, removal and replacement activities may extend to depths of up to at least 36 inches below existing grade along the proposed CR 403 extension. It should be noted that borings were not drilled inside of the existing channel, and that all soft unsuitable soils will need to be removed from within the footprint of the proposed roadway alignment. We recommend that proofrolling be performed using a fully loaded dump truck or water truck with a weight of at lease 20 tons and a tire pressure of at least 70 psi. We do not recommend using off road earth moving equipment (i.e. loaders and scrapers), compactors, or track-mounted vehicles (i.e. bull dozers and front end loaders) for proofrolling. Proofrolling specifications should provide for rut depths less than 1 inch and no visual evidence of pumping. Unsuitable soils should be removed and replaced with properly placed and compacted structural clay fill or lime-stabilized clay fill. Recommendations for fill placement are provided in the Section 12.0 Construction Considerations section of this report. The Geotechnical Engineer-of-Record or their qualified representative should be contacted to evaluate the site conditions if a large rainfall event occurs during subgrade preparation. It may be 11-1 TUB MO Report No.04.12110023R1 rok� necessary to wait for the site to dry prior to restarting site preparation activities depending on the effectiveness of onsite drainage. Areas of the subgrade that are observed to be soft, wet, weak, or contain deleterious materials or roots should be over-excavated to expose competent natural soils. Areas of the subgrade in which pumping or significant deflections are observed should also be over-excavated to expose competent natural soils. Over-excavated areas should be backfilled with properly placed and compacted structural clay fill to attain rough site grade. Recommendations for structural clay fill are provided later in the Section 12.0 Construction Considerations Section of this report. Grading activities near catch basins and inlets should be conducted such that the recommended pavement sections, i.e. layer thickness, are adhered to at the catch basins and inlet locations. We recommend that the Geotechnical Engineer-of-Record or their qualified representative be present on-site to observe subgrade preparation for pavements. 11.3 Pavement Sections We were not provided with specific traffic loadings for the proposed pavements at this project site. As such, a detailed pavement design was beyond the scope of this study. If desired, we can perform a detailed pavement design based on the type and frequency of vehicles anticipated. The following table provides typical pavement sections based on our experience with similar subsurface conditions. These sections are not based on a specific loading conditions (e.g. equivalent-single- axle-loads, ESALs) or pavement life expectancy. Table 11-1: Pavement Sections—Parking Lot, Driveways and CR 403 Pavement Type and Use Material Thickness Reference or Specification Hot-Mix Asphaltic Concrete 2 to 3 inches(') TxDOT Item 340 over Type C or D Flexible Pavement Crushed Limestone Base TxDOT Item 247 8 inches (parking areas and drives for over Type A, Grade 1 cars and light-duty trucks) Lime-Stabilized Subgrade 8 inches See Text Portland Cement Concrete(Flexural Rigid Pavement strength>550 psi) 6 inches TxDOT Item 360 (parking areas and drives for over cars and light duty trucks) Lime-Stabilized Subgrade 8 inches See Text Notes: 1. Asphalt thickness will vary depending on actual traffic volume. In main drive areas and CR 403, 3 inches of asphalt is more appropriate where as in parking areas with significantly less traffic volume, 2 inches may be suitable. 11-2 Ts [aRI Report No.04.12110023R1 11.4 Lime-Stabilized Clay The lime-stabilized subgrade should be compacted to at least 95 percent of the maximum dry density as determined by ASTM D698 (Standard Effort) at a moisture content within 1 percent "dry" to 3 percent "wet" of optimum moisture. The amount of lime to be added to the soil should be determined using a lime series test as described in the Section 12.0 Construction Considerations Section of this report. 11.5 Crushed Limestone The crushed limestone base should be in accordance with Texas Department of Transportation (TxDOT) Standard Specifications for Construction of Highways, Streets, and Bridges3 Item 247. Crushed limestone should be compacted to 98 percent of the maximum dry density as determined by TxDOT Test Method Tex-113-E. 11.6 Asphalt Hot mix asphaltic concrete (HMAC) should be placed in accordance with TxDOT Item 340. The HMAC should be either a Type D or Type C surface course mix. The asphaltic concrete should be compacted to between 91 and 95 percent of the theoretical density as described by TxDOT Item 340 Specifications. (1111 11.7 Concrete Portland cement concrete pavement should be in accordance with TxDOT Item 360. The concrete should have a compressive strength of 3,500 psi or greater at 28 days and be placed in accordance with American Concrete Institute (ACI) guidelines. The Structural Engineer-of-Record for the project should evaluate reinforcement and joint spacing for the concrete section. We recommend that the Portland cement concrete pavement be steel reinforced and that the concrete slabs have sufficient joints to allow for.contraction and expansion of the concrete. 11.8 Drainage The importance of drainage to the proper operation and function of any pavement cannot be overemphasized. The pavement and subgrade surface should be raised above adjacent grade and properly sloped into drainage inlets or lateral ditches. Water should not be allowed to pond on or adjacent to the pavement whereby the subgrade may become saturated. If the pavement sublayers do become saturated, the bearing capacity will be greatly reduced and the useful life of the pavement will be decreased. Periodic inspections and repair of cracks in pavement sections should be performed as part of routine facility maintenance. 3 Texas Department of Transportation, Standard Specifications for Construction of Highways, Streets, and Bridges, 1993. 11-3 TRO A Report No.04.12110023R1 ' 11.9 Additional Considerations We recognize that near surface cohesive soils at this project site are moderately to highly plastic. These soils therefore have a moderate to high potential to exhibit shrink-swell behavior with moisture content fluctuations. Nonetheless, it is imperative that backfill around catch basins and utilities in the vicinity of the proposed pavements be carefully selected and properly placed. We also recommend that sand not be used as a leveling course beneath any pavements. The higher permeable granular soils may provide an avenue for moisture to penetrate into the plastic subgrade soils. Pavement distress may result from shrink-swell behavior as well as.localized differential settlements of the subgrade fill soils. Thus, pavement maintenance should be performed on a routine basis and include, but not be limited to, the repair of significant stress cracks and joint separations. Previous experience with pavements near this site should also be considered during the pavement design phase. 7.-41) 11-4 �taR0 Report No.04.12110023R1 =� r 12.0 CONSTRUCTION CONSIDERATIONS 12.1 General The following subsections provide our construction considerations for site preparation, shallow open-cut excavations, drilled footing excavations, temporary groundwater control, evaluation of onsite potentially dispersive clay soils, construction of slopes structural clay fill, lime-stabilized clay fill, flowable fill, installation of drilled shafts and construction monitoring. 12.2 Site Preparation Site preparation should include the removal of at least the upper 24 inches, and should extend at least 5 feet beyond the edges of the footprint of the proposed structures, and clearing and grubbing all significant surficial vegetation, organic materials, debris, and other deleterious materials below and extending at least 5 feet beyond the edges. Moisture conditioning may be required depending on the moisture condition at the time of construction. Additional details relating to site preparation at the sites of proposed buildings are presented earlier in the Section 6.0 Floor Slab Recommendations and for the parking lot and CR 403 are presented earlier in the Section 11.0 General Pavements Recommendations of this report. 12.3 Shallow Open-Cut Excavations The bottoms of foundation excavations should expose undisturbed, competent natural clays. The excavation bottoms should be free of loose, wet, or soft soils. Foundation soils exposed by the excavations should be protected from disturbance due to construction activities. We recommend that individual foundations be poured the same day the excavation is completed. If this is impractical, a seal slab of lean concrete should be poured over the base of the excavation. Even with a seal slab, we recommend that foundations be completed promptly to prevent swelling or drying of the foundation soils. We also recommend that good surface drainage away from the excavation be established to prevent surface runoff from either flooding the excavation or ponding around the completed foundation. Excavation safety systems should be in accordance with all applicable local, state, and federal trenching regulations, including federal Occupational Safety and Health Administration (OSHA) Standards, 29 CFR Part 1926 (Revised July 1996), Subpart P, Excavations. Details for open-cut slopes and excavation shoring based on soil type and groundwater conditions are provided in the latest amended OSHA federal regulations. Excavations 4 feet deep or less are not generally required to be sloped back or braced following federal OSHA requirements for excavations. Based on our interpretation of the regulations and the subsurface conditions indicated in our borings, we classify the surficial fill soils and the natural cohesive soils at the Pearland Soccer Complex site as Type B soils. Excavations deeper than about 4 feet should be either braced or sloped back no 12-1 TUfaRO Report No.04.12110023R1 steeper than 1-horizontal to 1-vertical in Type B soils. Flatter slopes or bracing should be used if sloughing or raveling is observed. We recommend that the Geotechnical Engineer-of-Record or their qualified representative observe foundation excavations immediately prior to placing concrete. The engineer should compare the soils exposed with those encountered in the soil test borings and document the results. Any significant differences should be brought to the attention of the Owner's representative. Foundation soils exposed by the excavations should be protected from disturbance due to construction activities. We recommend that the foundations be placed the same day the excavation is completed. Consideration should be given to placing a seal slab of lean concrete to protect the bottom of excavations from disturbance. Good surface drainage away from all excavations should be established to prevent surface runoff from either flooding the excavations or ponding around the completed foundations. Pumps should be available onsite in the event any excavations become flooded or cause surface runoff or seepage. 12.4 Drilled Footing Excavations The successful completion of drilled footing excavations will depend, to a large extent, on the suitability of the drilling. Straight-sided drilled excavations should be constructed by a skilled operator using techniques which allow the excavation to be completed, the reinforcing steel to be placed, and the concrete to be poured in a continuous, rapid manner to reduce the time the excavations remain open. Drilled excavations should not be left open overnight. Past experience performing drilled footing excavations at the site should be considered for installation. Surface casing may be required during the installation of drilled footings due to the presence of some sandy clays with ferrous and calcareous nodules that might result in a potential for collapse during construction. The bottoms of the excavations should be dry and free of soft, loose, or disturbed soil. Concrete should be placed using a tremie pipe, elephant trunk, or comparable method to reduce the possibility of the concrete contacting the reinforcing steel or excavation walls during placement. Contact with the reinforcing steel or excavation walls may lead to segregation of the concrete or sloughing of the excavation wall. To reduce the potential for a drilled excavation to collapse due to recently placed concrete in an adjacent excavation and to reduce increased settlements due to closely spaced foundations, we recommend a clear spacing between shafts of at least one shaft diameter. Straight-sided drilled footings spaced closer than about 6 ft (clear spacing) should be placed at least 6 hours apart and preferably on alternate days. 12.5 Temporary Groundwater Control As discussed in our previous study, we observed groundwater levels as shallow as about 5 feet below existing grade, during our previous field exploration, and we understand that shallow groundwater levels were encountered during construction of the adjacent detention basin. We also 12-2 GRO Report No.04.12110023R1 _ understand that the proposed basin will have a maximum depth on the order of 8 feet below existing grade. The excavation of the basin should be constructed under "dry" conditions to prevent erosion and slope instability conditions. Therefore, we believe that temporary groundwater control measures will be required for construction of the detention basin. As discussed in our previous study, the soil conditions within the proposed excavation depths generally consist of natural cohesive soils with isolated seams of granular soils. The encountered granular seams may provide a path for lateral, i.e. side-slope, seepage during construction of the detention basin. This could become a particular concern during construction if the water level in the adjacent detention basin and/or slough is higher than the depth of the basin excavation. Additionally, although we do not anticipate hydrostatic uplift to be a concern during construction, vertical seepage may also be encountered through the bottom of the basin excavation depending on the groundwater conditions at the time of construction. As mentioned in our previous study, the Contractor should be prepared to address lateral and vertical seepage during the construction of the basin. We expect that sump areas with pumps will be able to handle most of the seepage. However, depending on groundwater conditions, wellpoints may be needed in some isolated areas to provide temporary groundwater control. We recommend that piezometric levels in the subsurface soils should be determined immediately before and during construction of the detention basin. The Geotechnical Engineer-of-Record should be consulted if water levels are observed to be shallower than 5 feet below final grade. Excavations should proceed in such a manner that any water that surfaces from the excavation or rainfall should slope to areas designated as temporary sumps. Contractors should also be made aware that low lying areas exist at this site that may retain water after rain events resulting in soft surface conditions that may be difficult for construction traffic. Temporary slopes should be protected during construction from surface runoff to prevent erosion and the development of slope instability. Vegetation should be planted on the completed slopes as soon as possible to reduce the potential for erosion from surface runoff. We observed water flooding the excavation of a detention basin south of Hickory Slough during a site visit. Although we are unaware of the excavation depth at that location, experience at that site leads us to believe that shallow groundwater may be encountered during excavation of the Hickory Slough — Max Road Detention Basin. If unusual groundwater conditions are encountered at this site, the Geotechnical Engineer-of-Record should be consulted to observe the onsite conditions and provide additional recommendations as necessary. 12.6 Evaluation of On-Site Potentially Dispersive Clay Soils As mentioned earlier, the results of laboratory tests, performed during our previous study, indicate that dispersive soils are present within the proposed excavation depths at this site. However, dispersive soils were only encountered in some of our previous borings. Therefore, the depth and lateral extent of potentially dispersive soils at this site is unknown at the time of this report. We recommend consideration be given to performing an evaluation program, directed and monitored 12-3 GIRO Report No.04.12110023R1 by the Geotechnical Engineer-of-Record or their qualified representative, during the early phases of construction to evaluate the presence, depth and lateral extent of potentially dispersive clay soils and the reuse of material as fill for the project. The evaluation may be performed in multiple phases. The first phase would include sampling, classification, and laboratory testing of onsite soils to evaluate dispersive potential. Later phases would likely included sampling and classification as field representatives learn to visually identify soils that are unsuitable. During the first phase, we recommend samples of the existing natural onsite clay soils be collected on a grid pattern on the order of 50-feet by 50-feet. Collect samples of representative soil strata to depths extending at least 2-feet beyond the planned excavation depths. Each sample should be visually classified and packaged for testing. Crumb tests should be performed on each sample. Additionally, the Atterberg Limit and the percent passing the No. 200 sieve should be determine on samples taken from each test pit location. The second phase may exclusively consist of visual classification maintaining the same sampling frequency as that in Phase I. No laboratory testing should be required to determine potentially dispersive clay soils during the second phase, however, some testing may be performed at select locations at the discretion of the Geotechnical Engineer-of-Record or their qualified representative. The program should commence with Phase I and•may move from Phase I to Phase II only once proficiency is developed in visually classifying potentially dispersive onsite clay soils during Phase I, as determined by the Geotechnical Engineer-of-Record. 12.7 Construction of Slopes As discussed in our previous study, the slopes of the detention basin should be constructed under "dry" conditions. The construction of the slopes should be observed the Geotechnical Engineer-of- Record or their qualified representative. Areas of loose or soft soil, organics, granular soil, or otherwise incompetent soils, should be removed and replaced with structural clay fill. To reduce the potential for instability between existing soils and new fill material, for slopes steeper than 5-horizontal on 1-vertical, we recommend removing the unsuitable soils and replacing them in a benched fashion. We recommend benching in segments of not less than 3-foot wide and not greater than 3-foot tall steps. Grass cover should be planted on the completed slopes as soon as possible to reduce the potential for erosion. 12.8 Fill Materials and Placement The following sub-sections discuss our recommendations for fill materials, including placement and compaction, to be used for this project. 12.8.1 Structural Clay Fill Structural clay fill may be used to replace unsuitable soils to attain design grade in areas inside the building pad or as otherwise directed in this report. We recommend using low plasticity cohesive soils for structural clay fill. Structural clay fill should have a liquid limit of less than 40, and a plasticity index between 8 and 20. Structural clay fill should be free of deleterious matter and 12-4 T. �s UERU Report No.04.12110023R1 ; r should have an effective clod diameter less than 3 inches. We do not recommend mixing moderate or high plasticity clays with sand to achieve the requirements of structural clay fill. We recommend that swell tests be performed to evaluate suitability of the material as structural clay fill especially in areas of the building pad. Structural clay fill should be placed in 6- to 8-inch-thick loose lifts and uniformly compacted to at least 95 percent of the maximum dry density at a moisture content of 1 percent "dry" to 3 percent "wet" of optimum as determined by ASTM D698. Structural clay fill should be compacted by a sheepsfoot or padfoot type roller, or by alternative methods that provide a "kneading" compaction equivalent to the sheepsfoot or padfoot roller. We recommend using hand-operated compaction equipment and 4-inch-thick loose lifts adjacent to foundations and in confined areas. If wet weather or extended dry periods deteriorate the surface whereby a good bond cannot be formed between successive lifts, the earthwork Contractor should prepare the surface as necessary. This preparation may include removing or scarifying the top couple of inches of the underlying material before placing the next lift. Some of the onsite cohesive soils meet the plasticity requirements for structural clay fill, whereas others do not. As such, we recommend that additional confirmatory soils testing be performed, including swell testing, prior to the use of the onsite natural cohesive soils as structural clay fill. 12.8.2 Lime-Stabilized Clay Fill Lime-stabilization may be used to modify potential clay fill materials. Laboratory tests should be conducted at the time of construction to determine the optimum lime content. The optimum lime content is the amount of lime necessary to achieve a pH of 12.4 (which represents lime fixation), while trying to achieve a plasticity (PI) of less than 20. For estimation purposes, about 6 to 8 percent lime, by dry weight, may be required to stabilize the onsite moderate to high plasticity clay soils. It should be noted that, the amount of lime necessary to treat dispersive soils is less then that required to stabilized soils. Lime-treated soil does not indicate that the soils will be fully stabilized. Organics, chemical fertilizers, and some clay minerals can modify the amount of lime necessary for lime fixation. We recommend that a lime series be performed using the specific soil samples and proposed lime additive. Lime-stabilization should be done in accordance with the Lime Association recommendations. Key items for lime-stabilizing the clay soils include placing the proper percentage of lime, thoroughly mixing the lime into the clay soils, bringing the stabilized soil to the proper moisture content, allowing the stabilized soil to cure for at least 48 hours, adjusting the moisture content from 1 percent dry to 3 percent wet of optimum moisture content, pulverizing the soils again until the lime is thoroughly blended, then placing the stabilized soil in accordance with the recommendations discussed herein. The moisture-density relationship should be established based on a material sample obtained on-site after stabilization with lime. A combination of sheepsfoot or padfoot rollers and pneumatic 12-5 ?GEM imoolum Report No.04.12110023R1 �� /.."11) rollers is recommended to compact the lime-stabilized clay fill. We recommend using hand- operated compaction equipment and 4-inch-thick loose lifts adjacent to foundations and in confined areas. Care should be taken not to over-compact next to basement walls. Excessive compaction could induce lateral pressures that are greater than the design pressures. The percentages of lime usually required to stabilize clay is detrimental to vegetation. Vegetation generally does not thrive well in or around lime-stabilized clay. To support vegetation, a thick layer of topsoil is usually placed on top of the stabilized clay. 12.8.3 Flowable Fill Flowable fill (soil-cement slurry) may be used to backfill over-excavated areas beneath shallow foundations. In general, sandy soils containing less than about 30 percent fines are suitable for use as flowable fill. Flowable fill to be used for bedding and/or backfill should meet the following recommendations: • Sandy soils used for flowable fill contain no more than 30% fines, • The soil and cement for the flowable fill should be thoroughly mixed, • Proportioning of the sandy soil and cement is sufficient to produce a minimum unconfined compressive strength of 100 psi at 7 days while remaining workable for placement, • The flowable fill is not placed when ambient air temperature is below 40 degrees Fahrenheit, • Placement of the flowable fill should completely fill the space to be backfilled, • The flowable fill is properly compacted using standard ASTM procedures for soil- cement materials; if a fluid consistency is used for the flowable fill, an "elephant trunk" vibrator may be used to consolidate and remove air voids from the mixture, • The consistency of the soil-cement slurry mix should be confirmed prior to placement. The mix consistency should be such that when the mix is placed in a 3-inch diameter, 6-inch tall cylinder and the cylinder is immediately pulled up, the mix should produce at least an 8-inch diameter circular spread with no segregation, and • Backfill over the flowable fill will not be placed until after initial set (4 to 6 hours) has been achieved for the flowable fill. 12.9 Installation of Drilled Shafts The proper installation of drilled shafts is dependent upon the Contractor's experience, construction procedures, and equipment. Detailed shaft installation specifications should be 12-6 0TIERO Report No.04.12110023R1 � Immileem prepared in accordance with the Drilled Shaft Construction Procedures and Design Methods4 Manual. We should also be given an opportunity to review the proposed specifications prior to construction. 12.9.1 Contractor Equipment and Experience Potential Contractors should be made aware of the presence of shallow depth-to-water conditions, the presence of possible fill and the possibility of encountering debris in the potential shallow fill, and sand layers and slickensided structure encountered within the natural cohesive soils. Such conditions can impact the drilled shaft excavation and installation process. In particular, we have observed occasions where drilled shaft excavation sidewalls have sloughed into the excavation along planes of granular soil pockets and slickensided structure. We recommend that the selected contractor perform several test shafts using the same equipment, crews, and methods to confirm the capability of install shafts in these soil conditions prior to the production shaft installations. We also recommend installing surface casing during the drilled shaft excavations. The casing should be installed to a depth of at least 1-foot below the bottom of the granular soil layers and/or have at least 6-inches of stick-up above the ground surface to limit the amount of surficial debris from entering the excavation. Drilled shafts installed at this site will penetrate through water-bearing sand soil layers. Experience shows that the walls of the shafts excavated in similar soils, especially those below the depth-to-water may collapse unless supported by casing and/or heavyweight slurry. Therefore, use of a temporary casing and/or slurry will be needed to install drilled shafts at this site. The use of temporary casing requires that the Contractor be careful when pulling the auger to remove cuttings from the excavation. A slightly oversized casing is sometimes used to reduce chances for snagging and lifting the casing during cleanout operations. In addition, the following installation techniques will aid in the successful construction of drilled shafts. • For tremie placed concrete, the clear spacing between rebar or behind the rebar cage should be at least 8 times the maximum size of the coarse aggregate or 5 inches, whichever is larger. • Centralizers on the rebar cage should be installed to keep the cage properly positioned. • Cross bracing of a reinforcing cage may be used when fabricating, transporting, and lifting. However, experience has shown that cross bracing can contribute to the development of voids in a concrete shaft. Therefore, we recommend removing the cross bracing prior to lowering the reinforcing cage into the open shaft. 4 Drilled Shafts: Construction Procedures and LRFD Design Methods, NHI Course No. 132014 — Geotechnical Engineering Circular No. 10, FHWA NHI-10-016, National Highway Institute — Federal Highway Administration, (117 Washington, D.C., May 2010. 12-7 BRO ® .w Report No.04.12110023R1 74.114111 • Concrete should have a slump of 7 to 9 inches, and it should be placed from the bottom of the shaft using a tremie pipe or chute, using proper tremie concrete placement procedures. The concrete should be designed to achieve the required strength at the higher slumps indicated. 12.9.2 Use of Slurry Concrete tremied into a shaft with slurry should always maintain a hydrostatic pressure greater than either the surrounding groundwater level or slurry in the excavation. The slurry should have a marsh funnel viscosity of between 28 and 45 seconds. The slurry should have a specific gravity between 1.03 (8.6 lb/gal.) and 1.15 (9.6 lb/gal.) at the time of concrete placement. In addition, the sand content in the slurry should be less that 6 percent. If casing is used, a sufficient head of concrete that fills the casing is required before pulling the casing. 12.9.3 Scheduling and Sequencing The successful completion of drilled shaft excavations will depend largely on the suitably of the drilling equipment and skill of the operator. The drilled foundation Contractor should try to reduce the time the excavation is open. The Contractor should schedule the sequence of operations so each excavation can be completed, reinforcing steel placed, and the concrete poured in a continuous, rapid, and orderly manner. The Contractor should not place shafts adjacent to each other until the first shafts sets. Drilled shafts spaced closer than about 6 feet (clear spacing) should be placed at least 6 hours apart and preferably on alternate days. A drilled shaft excavation should not be left open overnight. The drilled shaft installation should be continually observed by the Geotechnical Engineer-of- Record or their qualified representative to verify that, among other things: 1) subsurface conditions are as anticipated from the soil borings; 2) the shafts are constructed to the proper diameter and penetration; 3) drilled shafts are within allowable tolerances for plumbness; 4) reinforcing is properly placed; and 5) a tremie is used for proper concrete placement. These critical items are fundamental to the proper installation and behavior of the drilled shafts in accordance with our recommendations. 12.10 Construction Monitoring We strongly recommend that the Geotechnical Engineer-of-Record, or their qualified representative, be present on site during construction to observe and monitor construction activities. Construction monitoring performed by qualified personnel independent of the Contractor is recommended because the performance of foundations and other structures constructed during this project will be directly related to the Contractor's adherence to the recommendations presented in this report and to the specifications prepared by the Designer. Additionally, unanticipated soil and/or groundwater conditions may be encountered during construction. Qualified geotechnical personnel observing construction on-site can monitor construction activities 12-8 ?ERO Report No.04.12110023R1 �o and may aid in recognizing unanticipated subsurface conditions and reconciling these conditions with design recommendations. Construction monitoring should be performed during site preparation and the installation of foundations to verify the suitability of the foundation soils, the stability of excavations, and the placement of foundation concrete. During the site preparation and foundation installation phases, we can provide material testing and surveillance to: 1) observe compliance with the design concepts, specifications, and recommendations; 2) observe subsurface conditions during construction; and 3) perform quality control tests. r 12-9 TUGRO Report No.04.12110023R1ImiNtekom =� rih\ ILLUSTRATIONS TIfaRO Report No.04.12110023R1 ®� �o� ePh\ - - DELORME. II Street Atlas USA®200I t . t I • t 1 . t .e 01 I m r 'f 1 ,� III .f• Br o ui e ill. : rya. .. - 1 " i PROJECT SITE ` 1l _ Ill - . . ati . "' . .. . .: � tt_ Fqu wine: , It ,, t . W:: l :Y _ • -1._. tMNI� J Data use subject to license. ■ IM1 M ml ©2005 DeLorme.Street Atlas USA®2006. O '/ '/z 3/. 1 1'/< 1'/z 1$/ www.delorme.com MN(3.3e E) Data Zoom 11-0 VICINITY MAP eliPb\ PUMP STATION, PAVEMENTS & STRUCTURES PEARLAND SPORTS COMPLEX PEARLAND, TEXAS PLATE 1 BIRO ao Report No.04.12110023R1 -e.mo I I sl l 1 ' - Ij-- I` irv,x.WM' �( IIcvr crmax I I�.4 rem , ¢nice secure 1s sort e L T wi _ - . 4 ,t ems: i — awo. :gin .-^,p; ? t. G1J=_� W. 4S 12 13 CPT 4 I) . - +' I - y _ CPT-5 iill «.,... ..... ..........,>.. I Y I 5 �, {t• lr m f d�th -f Y,.n.Mr . �,.. Mww '�"'E I(��'Ia 1 4 II I° � • 3 .iCPT6 a* I -_.!•.l a I.) \, ' A..� 13 e - _ `n, i wry — 1 .�-B-7' _"_:' -) B-8 (..41: /yowtrd B-11 B-12 11, LEGEND - I - 1' [i T (:) i� y Y T I Y `'' I I le I✓�e id ek L. *CPTA PRIORITY CPT • .•,"••« (' I 4. Im= • t1 ;a L.Ipiirt -ry�}'f"S --- ----- B-1 GEOTECHNICAL BORING o. CrBr r 4pT-8! CPT-10 1 I 11 (PREVIOUS FUGRO REPORT NO. ....,... «.� ;i IN 1 I- �-. 3 .I L{r f 8 I 1j 10 lotus I? I•.omM"owo"x. ...,.` 0415.1605•HICKORY5LOUGH- I ! 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I , �' PT-1,.�.a�.ew..,g- --_ e��="'='Z -^� _I � __ ^°" ,4r,�,�`1 CP -&ma - - - ,•- -n`- = µ ge;!...,___ •- rtIt A L ........«.... _ _1. 3 — �� -r'� — __— 1 i a� / SITE PLAN Pkiii PUMP URES ( STATION,PAVEMENTS&STRUCTr" .o� PEARLAND SPORTS COMPLEX II ICI PEARLAND,TEXAS rI „«.,_-•,„ I�f { �s (NOT TO SCALE) 9q1 I -R,,.p Staf:o7 5(pe �,..;4y Fo, weir — —__,� "(f �111 PLATE 2 3 3 ,3 MinkTUBE/0Report No.04.12110023R1 MillnmilmEl finledttiM LOCATION: See Plate 2 CLASSIFICATION SHEAR STRENGTH u_ > _1 w COORDINATES: Not Available 2 IL: Ill w CI-I- D e _ ❑Penetrometer Unconfined♦ 2 -I CO t1 W 0 H-2 z ui c,F p v a OTorvane Triaxial• W Lij i_ 0 < 0 IL SURFACE EL.: Not Available w tea w a Li t a b 5 W L.Field Vane Miniature Vane♦ 0 Q CO m rn0 z ¢S, F J a O STRATUM DESCRIPTION a IN a z KIPS PER SQ FT 0.5 1.0 1.5 2.0 2.5 /// SILTY CLAY,stiff to very stiff,dark gray,with - /// organic material and roots -- - /// - — 1 //// - 29 _ ID — 2 — 000 - - ❑+ %%% — - - CLAY,stiff to very stiff,olive gray,with few 2.5 calcareous nodules 25 84 26 58_ — 4 — - - ❑ — 5 — 0 --- 5.0 28_ -�---- (.IIII - - - _ N O N — 6 — - - iii - - - - 'n a 0 - 7 — - - a. - - cD N 0 - J 0 N — 8 — - - o - - - - i= - - QLL - _ m N O - - - - N - - - - O O) O) - - 0 O O NOTES: DATE: June 25,2011 8 1. Boring performed using manual hand augering and sampling methods. TOTAL DEPTH: 5' o w 2. Free-water was not encountered during hand augering. CAVED DEPTH: Not Applicable a 3. Terms and symbols defined on Plates 6a and 6b. ce DRY AUGER: Surface to 5' WET ROTARY: Not Applicable N s BACKFILL: Soil Cuttings N a LOGGER: E.Schulak 3 (11111.b) LOG OF BORING NO. SB-1 PUMP STATION, PAVEMENTS, & STRUCTURES PEARLAND SPORTS COMPLEX PEARLAND, TEXAS PLATE 3 TGIRO Report No.04.12110023R1 vira / LOCATION: See Plate 2 CLASSIFICATION SHEAR STRENGTH 9 LL > W COORDINATES: Not Available 2 LL l III O w d o o ❑Penetrometer Unconfined _ —I CO e7 F-_ z ui F c� a_ OTorvane Tdaxial• I— W 2 2 O 0~.. rr v z w w 5 li l 5 F E Field Vane Miniature Vane• o I- O SURFACE EL.: Not Available wcn p Z o a- 3 0 0- g 5 z m o_— KIPS PER SQ FT STRATUM DESCRIPTION D IL 0 0.5 1.0 1.5 2.0 2.5 CLAY,stiff to very stiff,dark gray - -with organic material and roots to 2' - 1 - - - 0 - 2 - _94 27 94 27 67_ Y ❑ - 3 - - - 0 -olive gray,3'to 4' - 4 - - - - 5 - _ 5.0 -92 --28-_82._26-56 II 3.2 - - _ 77) in- - 6 - - - - - - - N zr- - 7 - - - w - - - - 6 N 0 0 N a - 8 - - - o _ z - - 0 N 0 - 9 - _ - 9 - - _ - N - - - 0 O W - - _ - O 0 9 NOTES: DATE: June 25,2011 s in 1. Boring performed using manual hand augering and sampling methods. TOTAL DEPTH: 5' I- o 2. Free-water was not encountered during hand augering. w CAVED DEPTH: Not Applicable 3. Terms and symbols defined on Plates 6a and 6b. DRY AUGER: Surface to 5' ca. e WET ROTARY: Not Applicable ZS BACKFILL: Soil Cuttings N LOGGER: E.Schulak o LOG OF BORING NO. SB-2 '44, PUMP STATION, PAVEMENTS, & STRUCTURES PEARLAND SPORTS COMPLEX PEARLAND, TEXAS PLATE 4 TIMM Report No.04.12110023R1 ®� LOCATION: See Plate 2 CLASSIFICATION SHEAR STRENGTH j EC w COORDINATES: Not Available w O w tl. m O e o I— R _ D Penetrometer Unconfined • 2 --I m a m O i__ zo µ� w i_ �1_ V❑ a" OTorvane Triaxial• z 0- w co < 0 O QI- >w cC a o_o z w 1-w - m— r x Field Vane Miniature Vane• w } ¢ O�` SURFACE EL.: Not Available I-w ❑a CI,rn <I- -- S— U) Q m CO z Q o J o ao KIPS PER SQ FT STRATUM DESCRIPTION a`� 0 0.5 1.0 1.5 2.0 2.5 CLAY,very stiff to hard,dark gray -with organic material and roots to 3' — 1 — _ 79 27 67 22 45_ - - - — 2 — ❑+ - - — 3 — - - — 4 — _106 19 61 21 40_ ❑ 5.7v 1 _ — 5 — --- 5.0 a+ N - - 7 N O - - - - V _ - - _ LC O - - — 7 — o - - - - N 0 0 N R - p _ O — o z - _ - - F - - U - Fi N — 9 — - a - _ - - N C 'm m 0 9 0 NOTES: DATE: June 25,2011 0P 1. Boring performed using manual hand augering and sampling methods. TOTAL DEPTH: 5' i- 2. Free-water was not encountered during hand augering. CAVED DEPTH: Not Applicable o 3. Terms and symbols defined on Plates 6a and 6b. re DRY AUGER: Surface to 5' re WET ROTARY: Not Applicable O BACKFILL: Soil Cuttings N a LOGGER: E.Schulak 3 rib\ LOG OF BORING NO. SB-3 PUMP STATION, PAVEMENTS, & STRUCTURES PEARLAND SPORTS COMPLEX PEARLAND, TEXAS PLATE 5 rTBRD Report No.04.12110023R1 ®� SOIL TYPES SAMPLER TYPES77 `::: Sand Silt % Clay ' - Gravel ° o°` Thin- Partial Auger - / o G walled Recovery Tube !Recovery Tube Silty - -- Sandy fp: Sandy Peat or =:: Sand _ -= Silt Clay M Highly -- - w Organic Split- No gi,,'` Clayey I" Clayey ' // Silty4 Debris or !Pitcher y y �// ...A. barrel \Recovery =- Sand r 0 Silt /// Clay ii Mixed r 1 �i./, s: Fill IAsphalt -p--r Concrete --a-- Piston Geoprobe -Rock .4-.6. Core :L ,; • SOIL GRAIN SIZE U.S. Standard Sieve 6" 3" 3/4" 4 10 40 200 Sad l Boulders Cobbles CoarseaveFine Coarse Medium Fine Silt Clay 152 76.2 19.1 4.76 2.00 0.420 0.074 0.002 (mm) PLASTICITY CHART 60 50 J�` v.-'`' w w z 40 40 G\Y' U 30 P QE O�.4ORGANIC J 20 . CLAYS d SANDY OR GAY' SA l 'SILTY CLAYS TO ��- 10 'sRGA IC SILT OR CLgYEY SILTS I SILTS 00 10 20 30 40 50 60 70 80 90 100 LIQUID LIMIT SOIL STRUCTURE Slickensided -Having planes of weakness that appear slick and glossy. Fissured Containing shrinkage or relief cracks,often filled with fine sand or silt;usually more or less vertical. Pocket Inclusion of material of different texture that is smaller than the diameter of the sample. Parting • Inclusion less than 1/8 inch thick extending through the sample. Seam Inclusion 1/8 inch to 3 inches thick extending through the sample. Layer - Inclusion greater than 3 inches thick extending through the sample. Laminated Soil sample composed of alternating partings or seams of different soil type. Interlayered Soil sample composed of alternating layers of different soil type. Intermixed Soil sample composed of pockets of different soil type and layered or laminated structure is not evident. Calcareous Having appreciable quantities of carbonate. Carbonate Having more than 50%carbonate content. /644 TERMS AND SYMBOLS USED ON BORING LOGS /1 SOIL CLASSIFICATION (1 of 2) PLATE 6a EMI Report No.04.12110023R1 irAions (Ph\ STANDARD PENETRATION TEST(SPT) A 2-in.-OD, 1-3/8-ID split spoon sampler is driven 1.5 ft into undisturbed soil with a 140-pound hammer free falling 30 in. After the sampler is seated 6 in.into undisturbed soil,the number of blows required to drive the sampler the last 12 in.is the Standard Penetration Resistance or"N"value,which is recorded as blows per foot as described below. SPLIT-BARREL SAMPLER DRIVING RECORD Blows Per Foot Description 25 25 blows drove sampler 12 inches,after initial 6 inches of seating. 50/7" 50 blows drove sampler 7 inches,after initial 6 inches of seating. Ref/3" 50 blows drove sampler 3 inches during initial 6-inch seating interval. NOTE:To avoid damage to sampling tools,driving is limited to 50 blows during or after seating interval. DENSITY OF GRANULAR SOILS STRENGTH OF COHESIVE SOILS Descriptive *Relative Undrained Blows Per Foot(SPT) Term: Density,% **Blows Per Foot(SPT) Term Shear Strength,ksf (approximate) Very Loose <15 0 to 4 Very Soft <0.25 0 to 2 Loose 15 to 35 5 to 10 Soft 0.25 to 0.50 2 to 4 Medium Dense 35 to 65 11 to 30 Firm •0.50 to 1.00 4 to 8 Dense 65 to 85 31 to 50 Stiff •1.00 to 2.00 -8 to 16 Very Dense >85 >50 Very Stiff 2.00 to 4.00 -16 to 32 *Estimated from sampler driving record. Hard >4.00 >32 **Requires correction for depth,groundwater level,and grain size. SHEAR STRENGTH TEST METHOD U-Unconfined Q=Unconsolidated-Undrained Triaxial P=Pocket Penetrometer T=Torvane V=Miniature Vane F=Field Vane HAND PENETROMETER CORRECTION Our experience has shown that the hand penetrometer generally overestimates the in-situ undrained shear strength of over consolidated Pleistocene Gulf Coast clays. These strengths are partially controlled by the presence of macroscopic soil defects such as slickensides,which generally do not influence smaller scale tests like the hand penetrometer. Based on our experience,we have adjusted these field estimates of the undrained shear strength of natural,overconsolidated Pleistocene Gulf Coast soils by multiplying the measured penetrometer reading by a factor of 0.6. These adjusted strength estimates are recorded in the"Shear Strength"column on the boring logs. Except as described in the text,we have not adjusted estimates of the undrained shear strength for projects located outside of the Pleistocene Gulf Coast formations. Information on each boring log is a compilation of subsurface conditions and soil or rock classifications obtained from the field as well as from laboratory testing of samples. Strata have been interpreted by commonly accepted procedures. The stratum lines on the logs may be transitional and approximate in nature. Water level measurements refer only to those observed at the time and places indicated,and can vary with time, geologic condition,or construction activity. TERMS AND SYMBOLS USED ON BORING LOGS SOIL CLASSIFICATION (2of2) PLATE 6b Report No.04.12110023R1 . =® C.16‘) FOUNDATION DESIGN CRITERIA A properly-sized foundation must satisfy the two following criteria with respect to the supporting soil. 1. For soil strength. The bearing pressure created on the base of the foundation by the maximum design load must be less than that which would cause shear failure in the soil. A factor of safety of 2 or more with respect to the soil shear strength is generally used. 2. For soil compressibility. The bearing pressure created on the base of the foundation by the sustained load must not produce sufficient consolidation in the underlying soil to result in foundation settlement that is detrimental to the safety or utility of the structure. TERMS AND SYMBOLS P= Column load (subscript can be used to denote character of load: Ps = sustained load, P„ _ normal operating load, Pm= maximum design P P load). We= Weight of soil located above base of foundation ro excavation and lowest adjacent grade.* We Ws Ws w `^, Ws= Weight of soil located above foundation.* s ••Is I Wf II Wf Wf= Weight of foundation.* A= Area of base of foundation. SYMBOLS p = Average bearing pressure acting on soil (subsript can be used to correspond to column load: Ps, P,,, Pm). * Position of groundwater level must be considered in determining weights. Effective, or buoyant, unit weights should be used below the highest expected groundwater level. BEARING PRESSURES Gross Bearing Pressure. p, for any column load is the total pressure acting on the base of the foundation. p = 1/A(P+Ws +Wf) Net Bearing Pressure. p', for any column load is the difference between the gross bearing pressure acting on the base of the foundation and the soil pressure existing at that elevation from the lowest overlying or adjacent soils. p' = 1/A(P +Ws +Wf-We) For analysis with regard to the first design criterion, soil strength, the column load in the above equations should usually be the maximum design load, Pm. Occasionally,the normal operating load, P,,, may also be used. If footing is loaded eccentrically, the increase in edge bearing pressure due to the eccentricity should be computed in the usual manner. For analysis with regard to the second design criterion, soil compressibility, the column load in the above equations should be the sustained load, Ps. This load is the dead load plus the sustain live load. For further references, see pp. 506- 512, "Soil Mechanics in Engineering Practice"by Karl Terzaghi and Ralph B. Peck (2nd edition);and pp. 564-565, "Fundamentals of Soil Mechanics"by Donald W. Taylor. (aP '1 COMPUTATION OF BEARING PRESSURES PUMP STATION, PAVEMENTS, & STRUCTURES PEARLAND SPORTS COMPLEX PEARLAND, TEXAS PLATE 7 Version Approved 9/12/01 niao Report No.04.12110023R1 .�` n� !! P„ =Total Vertical Load Pv -----Ph Ph =Wind or Other Horizontal Load e--- H h 1 Zone of Seasonal Shrinkage and/or b r DS Thickness of Non-engineered Fill Ws =Weight of Soil Wf =Weight of Footing r r b = Shaft Diameter Ws Wf Ws Df — P — Po Df- Ds B = Base Diameter I I V Df/3 (Df- Ds)/2 FP, - „ I 'DfN -.4 I- -I P 2c' �2 B -t 1. Applied Vertical Load: V= P„+Wf+Ws 2. Applied Overturning Moment: P = ( '/2) (Df)2 b N Mo= Pve + Ph(h + Df) ' = Effective Unit Weight of Soil N =tan2 (45 + '/2) 3. Maximum Available Resisting Moment 1.14) from lateral Earth Pressure: ' = arctan(tan /F.S.) Mr= P (Df/3) + PC[(Df- Ds)/2],where =Angle of Internal Friction of Soil Mr cannot be greater than M. F.S. = Factor of Safety(2.0, unless 4. Net Moment Resisted by Base: otherwise specified) Mr,= Mo-Mr Po = 2c'(Df- Ds) bril c' = c/F.S. 5. Bearing Pressures: c = Cohesion of Soil P, = (4V/ B2)- (32 M„/ B3) P2= (4V/ BZ) + (32 M„/ B ) F.S. = Factor of Safety(2.0, unless 6. Maximum Bearing Pressure, P2, should not exceed otherwise specified) Allowable Gross Bearing Pressure, qga, where: qga qna+ 'Df q„a=Allowable Net Bearing Pressure 7. Minimum Bearing Pressure, P,, should be> 0 NOTES : 1. This simplistic procedure should be used only for those cases where: (a)The footing size and depth make it rigid. (b)The supported structure is not especially sensitive to lateral deflections. If these conditions are not met, a more rigorous analysis or a different foundation type or configuration should be considered. 2. Values for the soil related parameters are given in the text. 3. Not intended for spread footings or drilled footings with D,/b ratio greater than 6. ECCENTRICALLY LOADED DRILLED FOOTINGS , PUMP STATION, PAVEMENTS, & STRUCTURES PEARLAND SPORTS COMPLEX PEARLAND, TEXAS PLATE 8 Plate Modified on 1/28/05 TUBBICI Report No.04.12110023R1 lalsi SURFACE SURCHARGE LOAD=q(psf) Q 11 . 1 • a N/1 a -/ " Pq • •:. v H - • • a • i ' I • .1' I I� I I- Ps---"1F i -Pw--I ACTIVE PRESSURE Soil: PS=65(H), psf Surcharge: Pq=(2q/7c)[a—sin a cos(a+28)], psf Water: Pw=62.4(H), psf H = Excavation Depth,ft q = Surcharge Load,psf NOTES: 1.The lateral earth pressures shown above are for soils in contact with temporary walls. 2. Lateral earth pressures assume full hydrostatic pressure. 3. Both a and 6 should be in radians. 4. Pq can be terminated when computed pressres are less than 10%of the value of surcharge q. 5. See report text for additional details. LATERAL EARTH PRESSURES PUMP STATION, PAVEMENTS & STRUCTURES PEARLAND SPORTS COMPLEX PEARLAND, TEXAS (NOT TO SCALE) PLATE 9 TI[aR0 • 004 Report No.04.12110023R1 ��� �r� Ultimate Axial Capacity, kips 0 25 50 75 100 125 150 52 0 Assumed Final Grade at EL. +53-ft .L Assumed Final Grade at EL. +45-ft i o 42 - - - 10 E • ♦ +. ♦ ! cv 32 ♦ • -� - 20 2 ♦ ♦ (/) ♦ $ ♦ c ♦ • 0 022 j . ♦ _ - 30 ° W • X ♦ W ♦ N 12 ♦ + 40 .E ♦ ♦ O ♦ Q w a ♦ ♦ ♦ 2 - - ♦ ♦; - 50 al ♦ I N -8 a NOTES: 1. This curve represents ultimate values for compression and tension. A safety factor of 2.0 should be applied for sustained compressive loads or transient tensile loads and a safety factor of 3.0 should be applied for sustained tensile loads. 2. This curve is for a single isolated shaft. Group effects are discussed in the text. 3. To obtain capacity for a given size shaft, multiply values from the curve by the shaft diameter, in feet. 4. Tension capacity should be limited to depth of steel reinforcement that can develop proposed tensile loads. ULTIMATE AXIAL CAPACITY CURVES UNIT (1-FOOT) DIAMETER DRILLED SHAFT PUMP STATION, PAVEMENTS, & STRUCTURES PEARLAND SPORTS COMPLEX PEARLAND, TEXAS PLATE 10 TIMM APPENDIX A CONE PENETRATION TESTING (CPT) SOUNDINGS CPT-1 THROUGH CPT-22 PUMP STATION, PAVEMENTS & STRUCTURES (.6\' PEARLAND SPORTS COMPLEX PEARLAND, TEXAS CPT Data TemGRO ®tea Job Number 04.1211-0023 CPT Number CPT-01 Location Jacobs-Pearland TX Soccer Operator David Cline Date&Time 24-Jun-2011 15:28:58 Cone Number A15F2.5CKE2H2121 Client Fugro Consultants,Inc. rilk.\, cc CPT DATA J a= TIP FRICTION PRESSURE U2 RATIO O m I- � 0 TSF 350 0 TSF 8 -6 TSF 12 0 % 10 0 12 0 I I I I I I I I I I I I I I I ( I I I I 1 I IIIIIII 10 — — — — 20 rillb\ , 30 C -= altaln 40 - 50 T- u ' ellih' 0 t.1- sensitive fine grained ■4- silty clay to clay ■7- silty sand to sandy silt IN 10- gravelly sand to sand ®2- organic material •5- clayey silt to silty clay o 8- sand to silty sand ■11 -very stiff fine grained(*) ■3- clay •6- sandy silt to clayey silt ■9- sand •12- sand to clayey sand(*) CPT Data 6R0 Job Number 04.1211-0023 CPT Number CPT-02 Location Jacobs-Pearland TX Soccer Operator David Cline Date&Time 24-Jun-2011 10:45:44 Cone Number A15F2.5CKE2H2121 Client Fugro Consultants,Inc. CL I CPT DATA JQW = a p TIP FRICTION PRESSURE U2 RATIO W m 0 TSF 350 0 TSF 8 -6 TSF 12 0 % 10 0 12 0 1 I 1 I 1 I I I I I I I I _I I : I I I I I I } J I I 10 I I i 1 I • I I I I I I 20 1 1 1 I l 1 30 L__ i 1 —— 1 I I 1 11 �_ 1 I 1 i • 40 ®-., I ; I I , i 1 1 50 ' I 1 1 I 1 1 1 1 I ! 1I I 60 I I 1 - sensitive fine grained ■4- silty clay to clay IN 7- silty sand to sandy silt ■10- gravelly sand to sand ®2- organic material I 5- clayey silt to silty clay [i 8- sand to silty sand ■11 -very stiff fine grained(*) ■3- clay •6- sandy silt to clayey silt ■9- sand I 12- sand to clayey sand(*) CPT Data TIJIMIE0 Job Number 04.1211-0023 CPT Number CPT-03 Location Jacobs-Pearland TX Soccer '� Operator Dave Cline Date&Time 23-Jun-2011 16:28:07 Cone Number A15F2.5CKE2H2121 Client Fugro ConsultantszInc. r) CC CPT DATA p v TIP FRICTION PRESSURE U2 RATIO O m I- � 0 TSF 350 0 TSF 8 -6 TSF 12 0 % 10 0 12 0 I I I 1 I 1 1 I I I I I I I I I I 1 1 I WWI I I I I 10 1 'I - - I I 20 I ril*. I 30 1 1 50 1 I 1 I 1 1 I I c 1 sensitive fine grained ■4- silty clay to clay •7- silty sand to sandy silt •10- gravelly sand to sand •2- organic material ■5- clayey silt to silty clay ®8- sand to silty sand •11 -very stiff fine grained(*) ■3- clay •6- sandy silt to clayey silt ■9- sand IN 12- sand to clayey sand(*) CPT Data filGoan : � Job Number 04.1211-0023 CPT Number CPT-04 Location Jacobs-Pearland TX Soccer reoLgasirra Operator Dave Cine Date&Time 23-Jun-2011 15:12:11 Cone Number A15F2.5CKE2H2121 Client Fugro Consultants,Inc. (III) Ce CPT DATA J a oWa p v TIP FRICTION PRESSURE U2 RATIO P m 0 TSF 350 0 TSF 8 -6 TSF 12 0 % 10 0 12 0 1 I I I I I I 1 I I I I I I -I 1-hI 11 I I I I 10 ,- - • 20 I 1 1 ► I 1 I I I I 40 50 I I i I EZ 1 - sensitive fine grained ■4- silty clay to clay ■7- silty sand to sandy silt ■10- gravelly sand to sand s 2- organic material IN 5- clayey silt to silty clay p 8- sand to silty sand ■11 -very stiff fine grained(*) ■3- clay •6- sandy silt to clayey silt ■9- sand ■12- sand to clayey sand(*) CPT Data TmiGRO Job Number 04.1211-0023 CPT Number CPT-05 Location Jacobs-Pearland TX Soccer milli mill Operator Glenn Johnson Date&Time 28-Jun-2011 09:19:08 Cone Number A15F2.5CKE2H2121 Client Fugro Consultants,Inc. CPT DATA ° w p. TIP FRICTION PRESSURE U2 RATIO O w a 0 TSF 350 0 TSF 8 -6 TSF 12 0 % 10 0 m 12 0 ) 1 1 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 p 1 10 I 20 I 30 1 40_ I 50 I l 1 0 I ii 1- sensitive fine grained ■4- silty clay to clay ■7- silty sand to sandy silt •10- gravelly sand to sand U 2- organic material ■5- clayey silt to silty clay 6 8- sand to silty sand Ell -very stiff fine grained(*) ■3- clay •6- sandy silt to clayey silt ■9- sand ■12- sand to clayey sand(*) CPT Data itiuGRO ....". Job Number 04.1211-0023 CPT Number CPT-06 Location Jacobs-Pearland TX Soccer iskaiummoNvim allimiallkillimill Operator David Cline Date&Time 24-Jun-2011 09:44:17 Cone Number A15F2.5CKE2H2121 Client Fugro Consultants,Inc. _ cc CPT DATA J5 w TIP FRICTION PRESSURE U2 RATIO U) m I- 0 TSF 350 0 TSF 8 -6 TSF 12 0 % 10 0 12 . . 0 I I I I I I � l I I I I I 11 l l I I um ,.___ j , 1 1 I 1 , 1 , , _ . ______ _ 10 j -- ' j ! , 1 1 I11 , ! I , 1 I 1 20 f __ I ' I I 30 _ ` 1 ! I -- i —i — ®� I 1 • Al 1 I 1 ' 40 1 I I I 1 I I 1 I I 1 1 1 I 1 1 1 1 50 1 1 I 1 1I 1 I 1 I 1 I II 60 I C 1 - sensitive fine grained ■4- silty clay to clay •7- silty sand to sandy silt •10- gravelly sand to sand ®2- organic material ■5- clayey silt to silty clay 338- sand to silty sand •11 -very stiff fine grained(*) ■3- clay •6- sandy silt to clayey silt •9- sand •12- sand to clayey sand(*) CPT Data TUGREI MI IMIMM"IgilliNg-alin_ Job Number 04.1211-0023 CPT Number CPT-07 Location Jacobs-Pearland TX Soccer Operator Glenn Johnson Date&Time 28-Jun-2011 07:33:28 Cone Number A15F2.5CKE2H2121 Client Fugro Consultants,Inc. it CPT DATA J Q W p v TIP FRICTION PRESSURE U2 RATIO U) c0 I-- 0 TSF 350 0 TSF 8 -6 TSF 12 0 % 10 0 ,_ 0 I I I I I I I 1 I I 1 1 I I I II ! ! 1-i 1 1 1 1 1 1 1 1 1 I I I I I 10 . t_ 20 30 _ , l IF 1 MEASMEKM c' '4*,:t*,a,[1, - 40 lik ! - IF i ,,i.m.n.7.1 50 I i J 1- sensitive fine grained ■4- silty clay to clay •7- silty sand to sandy silt •10- gravelly sand to sand i 2- organic material ■5- clayey silt to silty clay o 8- sand to silty sand •11 -very stiff fine grained(*) ■3- clay •6- sandy silt to clayey silt ■9- sand •12- sand to clayey sand(*) CPT Data MVO11 11=lw...e`tftimo-qmill.A.,f Job Number 04.1211-0023 CPT Number CPT-08 Location Jacobs-Pearland TX Soccer Operator David Cline Date 8,Time 24-Jun-2011 08:41:50 Cone Number A15F2.5CKE2H2121 Client Fugro Consultants,Inc. IY CPT DATA 0 J5W 0= TIP FRICTION PRESSURE U2 RATIO U) m I- 0 TSF 350 0 TSF 8 -6 TSF 12 0 % 10 , 12 0 I I I I I I 1 I I I I I I IIIIII I - I I �'--- 10 I - I I 20 1 30 1 — - c-r. IIMINNIIIIF ,? ---- , 1111111 i I 50 I I i 1 I 60 • a 1 - sensitive fine grained ■4- silty clay to clay ■7- silty sand to sandy silt ■10- gravelly sand to sand ®2- organic material IN 5- clayey silt to silty clay D 8- sand to silty sand !11 -very stiff fine grained(*) ■3- clay •6- sandy silt to clayey silt ■9- sand ■12- sand to clayey sand(*) CPT Data *ORO Job Number 04.1211-0023 CPT Number CPT-09 Location Jacobs-Pearland TX Soccer iLizumsomilemun m1111. �` Operator Glenn Johnson Date&Time 27-Jun-2011 12:39:23 Cone Number A15F2.5CKE2H2121 Client Fugro Consultants,Inc. X CPT DATA ° W o = � TIP FRICTION PRESSURE U2 RATIO.� 0 TSF 350 0 TSF 8 -6 TSF 12 0 % 10 0 m 12 o I I I I I I _I I I I I 1 1 I I I I 1 I I I I I I I IIII j 10 1 . 20 i .� 1 30— I 1 40 i 50 1 ra c 1- sensitive fine grained ■4- silty clay to clay ■7- silty sand to sandy silt •10- gravelly sand to sand ■2- organic material •5- clayey silt to silty clay o 8- sand to silty sand •11 -very stiff fine grained(*) ■3- clay •6- sandy silt to clayey silt •9- sand •12- sand to clayey sand(*) CPT Data ORO Ili 111111=11111eNdilll Job Number 04.1211-0023 CPT Number CPT-10 Location Jacobs-Pearland TX Soccer riumniamm. 1111"1-11/1—,--411.1"441--4111m. Operator David Cline Date&Time 23-Jun-2011 13:58:30 Cone Number A15F2.5CKE2H2121 Client Fugro Consultants,Inc. 2 CPT DATA o 5 0_ 2 fl >- 0= TIP FRICTION PRESSURE U2 RATIO 0 TSF 350 0 TSF 8 -6 TSF 12 0 % 10 0 12 0 1I I I I I I 1 I [ I 1 1 1 1 1 1 I . 111111 ) 20 —7--- HH 1 . 4 1 30 I r--- --- , 40 ij 50 . , 1 1 i 1 Ii 1 I 60 o 1- sensitive fine grained •4- silty clay to clay II 7- silty sand to sandy silt •10- gravelly sand to sand •2- organic material M 5- clayey silt to silty clay a 8- sand to silty sand IM 11 -very stiff fine grained(*) •3- clay M 6- sandy silt to clayey silt III 9- sand II 12- sand to clayey sand(*) CPT Data P11....--ein.. IN GRO 117 2 Job Number 04.1211-0023 CPT Number CPT-11 Location Jacobs-Pearland TX Soccer Operator Glenn Johnson Date&Time 28-Jun-2011 10:25:17 Cone Number A15F2.5CKE2H2121 Client Fugro Consultants,Inc. Et CPT DATA ° II— JQW I w tl p= O TIP FRICTION PRESSURE U2 RATIO g m 0 TSF 350 0 TSF 8 -6 TSF 12 0 % 10 n 12 0 I I 1 1 1 I I I I I I I I I I I I I I ill Ill I 5--- 10 i I 20 30 40 i 50— — - — I ra I e 1- sensitive fine grained ■4- silty clay to clay •7- silty sand to sandy silt ■10- gravelly sand to sand w 2- organic material ■5- clayey silt to silty clay o 8- sand to silty sand ®11 -very stiff fine grained(*) ■3- clay ■6- sandy silt to clayey silt ■9- sand ■12- sand to clayey sand(*) CPT Data GSM firm immer-iimil Job Number 04.1211-0023 CPT Number CPT-12 Location Jacobs-Pearland TX Soccer me amoniume Operator Dave Cline Date&Time 24-Jun-2011 13:27:38 Cone Number A15F2.5CKE2H2121 Client Fugro Consultants,Inc. W CPT DATA J a LU a TIP FRICTION PRESSURE U2 RATIO U) CO I- 0 TSF 350 0 TSF 8 -6 TSF 12 0 % 10 a 12 0 1 I III I I I 1 I I I -1-i-I-�-p.I I I I I I I I I I 1 1 I I ! I 10 I I I f } 20 11 I I I 1 I I 11 1 1 I I 1 r I i 1 ! 1 I 1 1I 1 1 40 I 1 - 1 C r----T1 l , ..„ 1 _ , , 50 I1 I i I 1 C 1 - sensitive fine grained ■4- silty clay to clay ■7- silty sand to sandy silt •10- gravelly sand to sand ■2- organic material ■5- clayey silt to silty clay p 8- sand to silty sand 111 -very stiff fine grained(*) ■3- clay ■6- sandy silt to clayey silt I9 9- sand •12- sand to clayey sand(*) CPT Data ;1121551PCI N. Job Number 04.1211-0023 CPT Number CPT-13 Location Jacobs-Pearland TX Soccer on Operator Dave Cline Date&Time 24-Jun-2011 07:27:51 Cone Number A15F2.5CKE2H2121 Client Fugro Consultants,Inc. (11111 , CC CPT DATA a JIWQ_ a IA = TIP FRICTION PRESSURE U2 RATIO OC m 0 TSF 350 0 TSF 8 -6 TSF 12 0 % 10 a 11 0 1 I I I I I 1 1 I I 11 I 1 1 , 1 1 1 1 I I 11111 D 10 — -- b 20 fil'. i 30 Asa "J 40_ } IMISBEI 50 — 3 , rillh'i ' i e.1- sensitive fine grained ■4- silty clay to clay ■7- silty sand to sandy silt ■10- gravelly sand to sand 12- organic material ■5- clayey silt to silty clay D 8- sand to silty sand ■11 -very stiff fine grained(*) ■3- clay •6- sandy silt to clayey silt ■9- sand •12- sand to clayey sand(*) CPT Data 1:1novo 11111111111mNi Job Number 04.1211-0023 CPT Number CPT-14 Location Jacobs-Pearland TX Soccer &jonumue"un. Operator David Cline Date&Time 23-Jun-2011 12:06:52 Cone Number A15F2.5CKE2H2121 Client Fugro Consultants,Inc. W I CPT DATA w.--.. 0 0 TIP FRICTION PRESSURE U2 RATIO CY) LCO TSF 350 0 TSF 8 -6 TSF 12 0 % 10 c, 12 0 I I I I I 1 II I I I I III 111 1 I •,-- - I 1 , I 10 I I I I I I 1 I I I I I I I 1 I 1 I ' I I 1 I I I I 20 1 I 1 II ::1IIII , , -----r I ' 1 30 —7- 1 I 1 I I I ' .. I 1 ; 1 1 1 1 1 ; I I 1 1 ! I I 1 i 1 I H —,--. , -- -- I ; I I i ; I ! .------." -- I I 40 I I — - I . , I !! ; . 1 ! I I I I . 50 . I I I I 1 I I I I „ 60 I 1 E.1 - sensitive fine grained MI 4- silty clay to clay IN 7- silty sand to sandy silt M 10- gravelly sand to sand II 2- organic material II 5- clayey silt to silty clay iii 8- sand to silty sand •11 -very stiff fine grained(*) III 3- clay •6- sandy silt to clayey silt M 9- sand MI 12- sand to clayey sand(*) CPT Data afllMVO ."...g".r Job Number 04.1211-0023 CPT Number CPT-15 Location Jacobs-Pearland TX Soccer 111111111111 Operator David Cline Date&Time 23-Jun-2011 09:32:30 Cone Number A15F2.5CKE2H2121 Client Fugro Consultants,Inc. rilh\. CPT DATA 1 Jaw uj p v TIP FRICTION PRESSURE U2 RATIO O W I- fn m H 0 TSF 350 0 TSF 8 -6 TSF 12 0 % 10 0 12 0 I I I I I I I I I I 1 I I I I I I I I I I I I I I 10 _ - L1 I 20 r i 30 , I I 1 40 J 50 • 0 1 ! 1 1 1 1 1 - sensitive fine grained ■4- silty clay to clay ■7- silty sand to sandy silt I 10- gravelly sand to sand ®2- organic material •5- clayey silt to silty clay r 8- sand to silty sand ■11 -very stiff fine grained(*) ■3- clay •6- sandy silt to clayey silt ■9- sand ■12- sand to clayey sand(*) CPT Data GOO Job Number 04.1211-0023 fill CPT Number CPT-16 Location Jacobs-Pearland TX Soccer Operator Dave Cline Date&Time 23-Jun-2011 07:42:23 Cone Number A15F2.5CKE2H2121 Client Fugro Consultants,Inc. ' CC 0 I CPT DATA 5 w--. o 0 TIP FRICTION PRESSURE U2 RATIO 5 w W TSF 350 350 0 TSF 8 -6 TSF 12 0 % 10 0 I I I I I I I I I I 11---1 -I I I I I I " I I I I I I I <r I ---, I I I I I I I 1 1 i I .1 1 1 , I I ; I 1 ' --I— , I i ' I I I I I ' I I I I 1 1 11 1 I I i 1 , I I 1 I I I I II II 1 '1 i , 50 I I ! r , i 1 1 ' 1 I I I i ; 60 I I I I L 1 - sensitive fine grained •4- silty clay to clay IN 7- silty sand to sandy silt •10- gravelly sand to sand E 2- organic material E 5- clayey silt to silty clay o 8- sand to silty sand •11 -very stiff fine grained(*) •3- clay •6- sandy silt to clayey silt 19- sand •12- sand to clayey sand(*) CPT Data ifGRIN I� Job Number 04.1211-0023 CPT Number CPT-17 Location Jacobs-Pearland TX Soccer lakAmmemoitimmi Operator Glenn Johnson Date&Time 27-Jun-2011 14:17:31 Cone Number A15F2.5CKE2H2121 fillih\ Client Fugro Consultants,Inc. lY CPT DATA J a TIP FRICTION PRESSURE U2 RATIO U) m H 0 TSF 350 0 TSF 81-6 TSF 12 0 % 10 0 12 0 I 1 I I I I 1 I 11 I I I I 1 1 I 1 1 1 1 1 1 / III III I t 10 I I I 20 r 30 i —.. , 40 50 1 1 r e3 , 1- sensitive fine grained ■4- silty clay to clay ■7- silty sand to sandy silt ■10- gravelly sand to sand •2- organic material •5- clayey silt to silty clay a 8- sand to silty sand •11 -very stiff fine grained(*) ■3- clay ■6- sandy silt to clayey silt .19- sand ■12- sand to clayey sand(*) CPT Data taRO ®�® Job Number 04.1211-0023 CPT Number CPT-18 Location Jacobs-Pearland TX Soccer okum Operator David Cline Date&Time 24-Jun-2011 06:17:44 Cone Number A15F2.5CKE2H2121 Client Fugro Consultants,Inc. cc CPT DATA ° w d o w a p v TIP FRICTION PRESSURE U2 RATIO P m 0 TSF 350 0 TSF 8 -6 TSF 12 0 % 10 a 12 0 I I I I I I I 1 1 1 1 I l 1 I I I 1 I IIIIII11 I i I I I I I I 10 1_— 1 I 20 — - i I 1 I I , , I I , I 1 I11 11 l 40 _ _ i I I I I i I 1 , I 1 I 1 I 50 H I I I I 1 1 60 I 1 1 o 1 - sensitive fine grained ■4- silty clay to clay •7- silty sand to sandy silt IN 10- gravelly sand to sand ■2- organic material ■5- clayey silt to silty clay o 8- sand to silty sand ■11 -very stiff fine grained(*) ■3- clay ■6- sandy silt to clayey silt •9- sand ■12- sand to clayey sand(*) CPT Data ifilGIRO .....0",..., Job Number 04.1211-0023 CPT Number CPT-19 Location Jacobs-Pearland TX Soccer LAmmusioNown �-11.11 Operator Glenn Johnson Date&Time 27-Jun-2011 15:50:11 Cone Number A15F2.5CKE2H2121 Client Fugro Consultants,Inc. CC CPT DATA a J = d a= TIP FRICTION PRESSURE U2 RATIO O(1 m 0 TSF 350 0 TSF 8 -6 TSF 12 0 % 10 0 12 0 ---; 1 1 1 1 1 I I I I I I I I1 I I I I I I I 1 I I I I IIIII 1 1 1 ' 10 1 , I i tee] 6 1 40 I 50 i 1 I eilli 0 , ti 1- sensitive fine grained ■4- silty clay to clay ■7- silty sand to sandy silt •10- gravelly sand to sand E 2- organic material ■5- clayey silt to silty clay 0 8- sand to silty sand ■11 -very stiff fine grained(*) ■3- clay •6- sandy silt to clayey silt ■9- sand •12- sand to clayey sand(*) CPT Data GRO 1.1,.....7,,,„„...0,„...,,,...0.44.f Job Number 04.1211-0023 CPT Number CPT-20 Location Jacobs-Pearland TX Soccer w® i��e Operator Dave Cline Date&Time 23-Jun-2011 10:47:08 Cone Number A15F2.5CKE2H2121 Client Fugro Consultants,Inc. /4111111, F CPT DATA JQW a= TIP FRICTION PRESSURE U2 RATIO U) m I- 0 TSF 350 0 TSF 8 -6 TSF 12 0 % 10 0 12 0 I I I I 1 1 1 1 1 I 1 1 I I 1 I I. M. I111 1 I 1 1 1 1 1 1 I I I j 1 H H 10, I — 1 1 I I i I I • I I I I I ' ISEMINIZI 1 20 I , I I ®� 1 H I I i I I i 1 I I I I I I 1 1 • 1 I 1 Ht I f I 1 I 40_ I I 1 I I I 1 ' I ; 1 1 1 1 I : 1 I 50 1 1 1 j ' I 1 1 1 1 1 I 1 1 i 60 I 1 1- sensitive fine grained ■4- silty clay to clay ■7- silty sand to sandy silt ■10- gravelly sand to sand ®2- organic material ■5- clayey silt to silty clay e 8- sand to silty sand •11 -very stiff fine grained(*) ■3- clay •6- sandy silt to clayey silt •9- sand ■12- sand to clayey sand(*) CPT Data iiiiiGIRO ."0.0 Job Number 04.1211-0023 CPT Number CPT-21 Location Jacobs-Pearland TX Soccer mailengioilemos Operator Glenn Johnson Date&Time 27-Jun-2011 06:26:57 Cone Number A15F2.5CKE2H2121 rillh.\ Client Fugro Consultants,Inc. IY CPT DATA J Lu p = TIP FRICTION PRESSURE U2 RATIO U) m H 0 TSF 350 0 TSF 8 -6 TSF 12 0 % 10 0 12 0 I 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1Hi1I 10 -- - 20 rih.) 40 ' 50 1 ellib\) I 1- sensitive fine grained ■4- silty clay to clay ■7- silty sand to sandy silt ■10- gravelly sand to sand ®2- organic material ■5- clayey silt to silty clay €a 8- sand to silty sand ®11 -very stiff fine grained(*) ■3- clay •6- sandy silt to clayey silt ■9- sand •12- sand to clayey sand(*) CPT Data ill 6R0 Job Number 04.1211-0023 CPT Number CPT-22 Location Jacobs-Pearland TX Soccer zumenia Operator David Cline Date&Time 24-Jun-2011 12:16:11 Cone Number A15F2.5CKE2H2121 Client Fugro Consultants,Inc. /4.11, iY CPT DATA � 5 a owa 0= TIP FRICTION PRESSURE U2 RATIO m 0 TSF 350 0 TSF 8 -6 TSF 12 0 % 10 0 12 0 V I I I I I I I I I I I I I 1---1I [ I I I I I 1 I 1 I 1 1 I I I I I ' H 10 I I1 i I 1 1 1 1 : 1 I 1 1 20 1 1 I , , — r- 1 I I I I I 1 I I ` I I I I , 30 ' 1 1 I I I 1 ! I i I I I I I I 40 I I I I I ........ .,43 1 1 I 1 I 1 I I 1 I I I 1 , I 1 1 I 11 I ! 50 ' I I I I I 1 1 I I I 1 I I I 1 1 1 I I 11 c 1 - sensitive fine grained ■4- silty clay to clay ■7- silty sand to sandy silt •10- gravelly sand to sand ®2- organic material ■5- clayey silt to silty clay o 8- sand to silty sand ■11 -very stiff fine grained(*) •3- clay ■6- sandy silt to clayey silt ■9- sand •12- sand to clayey sand(*) oTUBRO miNA APPENDIX B FUGRO REPORT NO. 0415-1605 PREVIOUS BORING LOGS: BORINGS B-1 THROUGH B-13 PUMP STATION, PAVEMENTS & STRUCTURES PEARLAND SPORTS COMPLEX PEARLAND, TEXAS Ifli... Report No.0415-1605 = arta LOCATION: See Plate 2 CLASSIFICATION SHEAR STRENGTH \ w w COORDINATES: Not Available LIT: J O J mop' O e e _ ❑Penetrometer Unconfined 2 m 4. CO O 1_ Z ui w F ❑ 0 ,a_ O Torvane Triaxial• I- w 2 2 O cl d v z w ~w ❑5 0 5 H i 0 Field Vane Miniature Vane♦ w I- a p Li- SURFACE EL.: Not Available I—w ❑a 5 F) 3 Z o D .5 a❑ O < U) -' cop u)o O a a z KIPS PER SQ FT m STRATUM DESCRIPTION z a Cs1m v 0.5 1.0 1.5 2.0 2.5 // CLAY,very stiff,dark gray _ - -with organic material to 2' _ - ❑ — 2 - - -firm,2'to 3' -with ferrous nodules,2'to 13' _ 23 ❑ — 4 - - -stiff below 4' -gray and tan,4'to 6' _ 20 _ ❑ with calcareous nodules,4'to 13' - 6 - - -brown and gray below 6' - - _ _ _ 31 - ❑ —- 8 — - - _ _ _ 19 _ ❑ —10— - - - -slickensided,with sand pockets below 10' - N ❑ N —12— �' - - a _ _ with silt pockets below 13' _ = a —14— Ni 0 m _ _ LL —16— - - a - - - 0 Ui - - - - to 118 N %% SILTY CLAY,soft to firm,brown and gray,with 18.0 _ o /� sand pockets and seams _106 85 24 22 14 8 _ ♦ o z —20— %% 20.0--- - ❑ vs - - - - 6 - - v 0 —22— - - N O - - - - 9 N —24— - - O - - - - O E NOTES: DATE: September 8,2006 0 1.57:Water First Noticed. .t: Depth To Water after 23 hours. TOTAL DEPTH: 20' 1- 2. Terms and symbols defined on Plate A-14. CAVED DEPTH: 12' O' DRY AUGER: Surface to 20' LL WET ROTARY: Not Applicable 0 BACKFILL: Soil Cuttings and Bentonite Chips a LOGGER: E.Schulak 3 r LOG OF BORING NO. 1 HICKORY SLOUGH - MAX ROAD DETENTION BASIN CARTER & BURGESS, INC. BRAZORIA COUNTY, TEXAS PLATE A-1 TUGIRO Report No.0415-1605 = ®` LOCATION: See Plate 2 CLASSIFICATION SHEAR STRENGTH I- all w COORDINATES: Not Available Li. Lu O Lu d I— IL: r p e o _ ❑Penetrometer Unconfined 2 CO a Cl)0 P.2 $ Z W cc.a...,_- 0 0 a_ 0 Torvane Triaxial• I- W 2 2 O 2 d ri v z w w 0 li 6- A Field Vane Miniature Vane w I- u) O u SURFACE EL.: Not Available wo o a 0 3 Z ° a J g z a, 0 o - KIPS PER SQ FT m STRATUM DESCRIPTION ao 0 0.5 1.0 1.5 2.0 2.5 CLAY,very stiff,dark gray, _ _ -with organic material to 4' - - p — 2 — - 27 - - - - - 0 -firm,3'to 5' _ 4 - - -gray and tan,4'to 8' _ -with ferrous nodules,4'to 13' _ 94 89 29 77 15 62 _ Dv -stiff,5'to 14' - - — 6 -with calcareous nodules below 6' - - - - 0 — 8 -brown and gray below 8' - 26 _ 0 —10— - - E - _ _ N _ _ _ _ N r —- 12— - - a ,741N — — - 17 ❑+ / - 14 _ -very stiff below 14' o cc - o — u_ —16— - - a - t, 6 - - - 6 —18— - - o - - - - - - - - 0 Z • - - - - -20— --- 20.0 - o - - - - 6 - - - - a 0 —22— - - N O - - 4 - - - _ R . —24— - - cn — — - 0 NOTES: DATE: September 8,2006 1. Free water not encountered during drilling. TOTAL DEPTH: 20' I- o 2. Terms and symbols defined on Plate A-14. w CAVED DEPTH: Not Applicable 3 DRY AUGER: Surface to 20' a WET ROTARY: Not Applicable O BACKFILL: Soil Cuttings and Bentonite Chips a LOGGER: E.Schulak o LOG OF BORING NO. 2 HICKORY SLOUGH - MAX ROAD DETENTION BASIN CARTER & BURGESS, INC. BRAZORIA COUNTY, TEXAS PLATE A-2 TUfaRO Report No.0415-1605 —f� LOCATION: See Plate 2 CLASSIFICATION SHEAR STRENGTH u_ > _J COcL w COORDINATES: Not Available 2 I- w O w a LL p e e _ ❑Penetrometer Unconfined V 2 m a (q 0 _ z u o a O Torvane Triaxial• ~ ct 2 2 O d ij z w ~w _ _ v Field Vane Miniature Vane• w I- p SURFACE EL.: Not Available I-wo o rL o <z o�11 a J c z m STRATUM DESCRIPTION z Co 0 a- KIPS PER SQ FT 0.5 1.0 1.5 2.0 2.5 CLAY,very stiff,dark gray - - -with or- - ganic material to 4' - 24 - ❑ — 2 — - - - - - ❑ -firm,3'to7' - -- 4 — - - 28 _ ❑ — 6 - - -gray and tan,with ferrous nodules,6'to 13' _ - - -with silt pockets and calcareous nodules,6'to _ 91 92 32 74 16 58 _ tin 8' - -stiff,7'to 13' — 8 — - - - - - - ❑ —10— - - 0 - N - - - - iz —12— - - 1- a (Ow) _ _ -very stiff to stiff,brown and gray with - _ ❑ g —14— calcareous nodules below 13' - - o 0 - - CD 7 _ U. —16— - - 07 CD N - - - CoO - - - - In —18— - - o - - S _ _ 29 _ 4 z LL - - a - w —20— --- 20.0 - - 0 - - 0 - - - - - - - a - 0 M _ _ —22— N - - 9 - - N - - V —24— - - 0 - - 0 9 0 NOTES: DATE: September 8,2006 0c' 1. Free water not encountered during drilling. TOTAL DEPTH: 20' o 2. Terms and symbols defined on Plate A-14. CAVED DEPTH: Not Applicable 3 DRY AUGER: Surface to 20' d WET ROTARY: Not Applicable N O BACKFILL: Soil Cuttings and Bentonite Chips LOGGER: E.Schulak LOG OF BORING NO. 3 HICKORY SLOUGH - MAX ROAD DETENTION BASIN CARTER & BURGESS, INC. BRAZORIA COUNTY, TEXAS PLATE A-3 TRaR0 Report No.0415-1605 '11114 LOCATION: See Plate 2 CLASSIFICATION SHEAR STRENGTH 7 LL > w COORDINATES: Not Available 2 Lit JJ UJ _1 J w F- 0= o _ ❑Penetrometer Unconfined CD 0 F 2 z c0 �a_ O• Torvane Tria,dal• I- W 2 >0 g ,-6 z w wit 5 ai, (E A• Field Vane Miniature Vane w W � Q p u SURFACE EL.: Not Available i-w o LL c o 3 Z o 5 5 Q D ❑ m STRATUM DESCRIPTION m a., a. a KIPS PER SO FT 0.5 1.0 1.5 2.0 2.5 _ _ % CLAY,stiff,dark gray - _ -with organic material to 4' - _ El — 2 — - - 30 _ 0 firm,3'to 14' - - —4 — - - _ _ -gray and tan,4'to 8' _ _ -with ferrous nodules,4'to 6' - - ❑ -with silt pockets,4'to 13' - _ — 6 -with calcareous nodules below 6' - r 29 _ 0 — 8 —_ -brown and gray,8'to 18' -with silt pockets,8'to 10' _ 97 79 25 47 12 35 _ ♦ 0 —10— -with sand pockets, 10'to 12' N - - - 0 N N. —12—V - - a _ _ -sand seam, 12.5'to 13' _ _ ❑ —14_ -very stiff below 14' _ o rc —16— - - 'a o 6 _ _ gray and tan below 18' 1- o _ - I; 14 — _ 23 _ —20— ' 20.0 -g TB- - - - u, - - - - v 0 —22— - - N _ o - 9 . —24— - - it 0, - o 9 NOTES: o DATE: September 8,2006 s 1.Q:Water First Noticed. Y:Depth To Water after 6 hours. 1- TOTAL DEPTH: 20' w 2. Terms and symbols defined on Plate A-14. CAVED DEPTH: 11' 'o re DRY AUGER: Surface to 20' a. WET ROTARY: Not Applicable BACKFILL: Soil Cuttings and Bentonite Chips a LOGGER: E.Schulak LOG OF BORING NO. 4 HICKORY SLOUGH - MAX ROAD DETENTION BASIN CARTER & BURGESS, INC. BRAZORIA COUNTY, TEXAS PLATE A-4 taR0 IT I ii 0.-.1 m El_ Report No.0415-1605 ®� �je rik\' LOCATION: See Plate 2 CLASSIFICATION SHEAR STRENGTH u_ > _I co w COORDINATES: Not Available 2 w o w 0- 0= e _ ❑Penetrometer Unconfined• 2 J CO El Co 0 I-2 z ui . U a_ O Torvane Triaxial• d w < 0 w a_ ce o z w ..w 21- 2 F A Field Vane Miniature Vane• w O u SURFACE EL.: Not Available I-w o a t co 0 3 z d D a- w o ) m STRATUM DESCRIPTION zD a N a KIPS PER SQ FT 0.5 1.0 1.5 2.0 2.5 CLAY,firm,dark gray - - -with organic material to 4' - 30 _ ♦ ❑ —- 2 — - - _ _ _ 86 92 35 85 19 66 _ ❑ — 4 - - -gray and tan,with ferrous and calcareous nodules,4'to 13' _ - ❑ — 6 —' - - _ _ 27 - ❑ -stiff,7'to 19'- - - — 8 — - - - - - - 0 —10— - - 0 _ - N - - - - N r —- 12— - - - - _ _ a 0 rb. _ _ brown and gray below 13' - _ a —14— - 29 - ❑ o - - - - o m - - LL —- 16— - - 'a - - o o - - - - CO - - C —18— - - o - - 0 ❑ z - - - r - _ a cc —- 20— --- 20.0 - o - - - - 0 - - N - ; 0 —22— - - N 0 - _ 9 N - - V —24— - - O - - - co 9 0 NOTES: DATE: September 8,2006 y 1. Free water not encountered during drilling. TOTAL DEPTH: 20' o Lu 2. Terms and symbols defined on Plate A-14. CAVED DEPTH: Not Applicable 8 DRY AUGER: Surface to 20' a WET ROTARY: Not Applicable N 0 BACKFILL: Soil Cuttings and Bentonite Chips a LOGGER: E.Schulak (11"4.\ LOG OF BORING NO. 5 HICKORY SLOUGH - MAX ROAD DETENTION BASIN CARTER & BURGESS, INC. BRAZORIA COUNTY, TEXAS PLATE A-5 .CmRO Report No.0415-1605 — LOCATION: See Plate 2 CLASSIFICATION SHEAR STRENGTH I- W W COORDINATES: Not Available ►- = -I m W aF- 12I 0= e _ ❑Penetrometer Unconfined• O F-I- z W F ❑ U 6 a 0 Torvane Triaxial• F- n Q I- CC u- z w z 0 F- co F v N p Field Vane Miniature Vane Cl- W >- e D u- SURFACE EL.: Not Available a ❑a z_w_ « o W I— — O 1—W C)() J J 0 Q m — �I° Z Qo O -I a V STRATUM DESCRIPTION a N C.) KIPS PERSQ FT 0.5 1.0 1.5 2.0 2.5 CLAY,very stiff,dark gray _ _ -with organic material to 4' _ 23 _ ❑ — 2 — - - - - - - 0 _ -stiff,3'to 9' _ _ — 4 -gray and tan,4'to 13' _ -with ferrous and calcareous nodules,4'to 8' - 29 _ 0 — 6 — - - - - - - 0 — 8 -with silt pockets,8'to 13' _ _ _ 95 78 26 55 15 40 _ ❑► -firm,9'to 13' - - —10— - - 0 N N r —12— - - a _ _ stiff to very stiff,brown and gray,with _ 7111) —14— calcareous nodules below 13' - 23 _ ❑ V)1 re D —16-- - - d - - 0 - - - - 6 —18— - - o - - - - o - - - - 0 z r - - - - -20— --- 20.0 - 9 - 0 - - - - 6 - - - - 4 0 —22— - - N O _ _ _ _ 9 _ _ _ - N - - - _ a . —24— - - 0 o - - 0 9 0 NOTES: DATE: September 8,2006 0 1. Free water not encountered during drilling. Ii- TOTAL DEPTH: 20' w 2. Terms and symbols defined on Plate A-14. CAVED DEPTH: Not Applicable z DRY AUGER: Surface to 20' a WET ROTARY: Not Applicable 0 BACKFILL: Soil Cuttings and Bentonite Chips a LOGGER: E.Schulak o LOG OF BORING NO. 6 HICKORY SLOUGH - MAX ROAD DETENTION BASIN CARTER & BURGESS, INC. BRAZORIA COUNTY, TEXAS PLATE A-6 TUERO EN• 17,..Report No.0415-1605 ®a �01W LOCATION: See Plate 2 CLASSIFICATION SHEAR STRENGTH Lu LL > _1 ca w COORDINATES: Not Available _ ❑penetrometer Unconfined? I a W 0_ o= e F-2 z o a_ O Torvane Triaxial• d W O iY d rc o z w Li w w cn 2 r Field Vane Miniature Vane• W I_ Q p LL SURFACE EL.: Not Available I_.W o a 5 o5 <Z o- 3- g z m STRATUM DESCRIPTION aN 0 a— KIPS PERSQFT 0.5 1.0 1.5 2.0 2.5 _ _ e7 CLAY,stiff,dark gray _ - -with organic material to 4' - ID — 2 — - - - _ _ 94 29 89 20 69 _ ❑ • - - -very stiff at 3' - - I _ 4 - - -gray and tan,with calcerous and ferrous _ nodules below 4' _ 30 _ ❑ — 6 - - -slickensided below 6' - - ❑ — 8 SANDY CLAY,very stiff,brown and gray 8.0 - - - - 15 _ ❑+ —- 10— - - - - with sand seams below 10' - - _ _ _ N - - N. 12— a - CPS 0 (11111111'\ _ j 13 CLAY,stiff,brown and gray,with calcareous .0 - -- a —14— nodules 27 ❑ o D u _ _ a —16— - - a - - - - 0 U, _ -with silty sand seams below 17' —18 - - - o - - - - o _ _ 67 _ 14 _ _ —20— / --_ 20.0 -o - - - - - - uS - - 6 - - 0 —- 22— - - `" 0 - - - - 9 N - - - - a —24— - - 0 ra 9 0 NOTES: DATE: September 8,2006 o 1.Q:Water First Noticed. 1:Depth To Water after 18 hours. TOTAL DEPTH: 20' w 2. Terms and symbols defined on Plate A-14. CAVED DEPTH: 10' w DRY AUGER: Surface to 20' D- .- WET ROTARY: Not Applicable N 'o BACKFILL: Soil Cuttings and Bentonite Chips a LOGGER: E.Schulak 3 LOG OF BORING NO. 7 HICKORY SLOUGH - MAX ROAD DETENTION BASIN CARTER & BURGESS, INC. BRAZORIA COUNTY, TEXAS PLATE A-7 ?GIRO s w Report No.0415-1605 �� �e� I�LOCATION: See Plate 2 CLASSIFICATION SHEAR STRENGTH i- > w WLLI COORDINATES: Not Available = J m J dF.. 0= o _ ❑Penetrometer Unconfined �0 F-2 � z ui � o c� �a O Torvane Triaxial• I- C D O <}- >-LL 0> W 2 F ~I- U Field Vane Miniature Vane• - Q p SURFACE EL.: Not Available i-w o a z 0 I-Z a n g zi 5 z m STRATUM DESCRIPTION D a N 0 n- KIPS PER SQ FT 0.5 1.0 1.5 2.0 2.5 _ _ % CLAY,very stiff,dark gray - _ -with organic material to 4' _ 99 87 21 73 15 58 _ ❑ 3•5V — 2 — - - - - - - 0 -stiff to very stiff below 3' _ _ - 4 - - -grayandtan,4'to8' - -with calcareous and ferrous nodules,4'to 15' - _ ❑ — 6- - - - _ 31 _ El 8 -brown and gray below 8' -with sand pockets,8'to 15' _ - ❑ —- 10 with sand seams, 10'to 13' N _ _ N r —12— - - - - o - - —14— - 21 - 0 re - - - - D —16— I - - a - - 0 u; - - 66 ii —18— - - o - 0 _ 25 0 LL _ _ a re —20— --- 20.0 o vs - - . - - t00 - - _ _ N - - _ a O —22— - - N O _ _ - - 9 _ _ - - N . —24— - - m - - - - 0 b NOTES: DATE: September 8,2006 s 1. Free water not encountered during drilling. o 2. Terms and symbols defined on Plate A-14. TOTAL DEPTH: 20' w CAVED DEPTH: Not Applicable 3 DRY AUGER: Surface to 20' o_ WET ROTARY: Not Applicable N s BACKFILL: Soil Cuttings and Bentonite Chips a LOGGER: E.Schulak o LOG OF BORING NO. 8 HICKORY SLOUGH - MAX ROAD DETENTION BASIN CARTER & BURGESS, INC. BRAZORIA COUNTY, TEXAS PLATE A-8 TUIBIZEIw Report No.0415-1605 �� LOCATION: See Plate 2 CLASSIFICATION SHEAR STRENGTH (1711) LL Ill CL> w COORDINATES: Not Available g LL J O J <L I— O e e _ ❑Penetrometer Unconfined I m tL to O II--I 5 z ui F; o c� a_ O• Torvane Triaxial• ,,I- W 2 2 O 2'a L6- 2 w H w 5�_ � F 0• Field Vane Miniature Vane♦ o I- co pLL SURFACE EL.: Not Available k W Cl too <o an a-' g2 m Cl.Q N a o — KIPS PER SQ FT STRATUM DESCRIPTION 0.5 1.0 1.5 2.0 2.5 CLAY,organicstiff,dark gray - - with material to 4' 23 n — 2 -gray and tan below 2' - ❑ — 4 - - -with ferrous nodules below 4' - - _ _ _ 27 _ ❑ — 6 - - -with calcareous nodules below 6' • _ _ _ _ ❑ - 8 . . SANDY CLAY,stiff,brown and gray,with 8.0 ferrous and calcareous nodules 77 18 _ ID —- 10— • - - 0 - - - _ N ,•-,I: ,?°' - with silty sand layer, 11'to 12' ❑ / 0 I _ % CLAY,stiff to very stiff,brown,with calcareous 13.0 —14— nodules _99 26 63 19 44_ ♦ ❑ o - - o CD 7 - - LL —16— - - a - - a _- 0 _ o -with sand seams 17'to 18' - - - th —18— - - o - - - - 0 ❑ Z - i= - - - LL —20— --- 20.0 T - - - - - 0 - - - - 6 - - - o —22— - - m 0 - - - - 9 ri - - a —24— - Om - - - - 0 9 NOTES: DATE: September 8,2006 0 1.2:Water First Noticed. 1:Depth To Water after 17 hours. 1- TOTAL DEPTH: 20' o iii 2. Terms and symbols defined on Plate A-14. CAVED DEPTH: 12' a re DRY AUGER: Surface to 20' a WET ROTARY: Not Applicable N S BACKFILL: Soil Cuttings and Bentonite Chips p LOGGER: E.Schulak 3 LOG OF BORING NO. 9 HICKORY SLOUGH - MAX ROAD DETENTION BASIN CARTER & BURGESS, INC. BRAZORIA COUNTY, TEXAS PLATE A-9 TIMM Report No.0415-1605 = Aimmea LOCATION: See Plate 2 CLASSIFICATION SHEAR STRENGTH it > J w cc COORDINATES: Not Available 2 ❑penevometer Unconfined = W 0 w Cl-I- rr 0= e F-2 S z 0 I-a_ O Torvane Triaxial• d Wix d cd o z w 1-w o w 2 Field Vane Miniature Vane• w I- u) ¢ p SURFACEEL.: Not Available i-w coo om uic <Z -- 5- win m z Qa N a nJ KIPS PER SQ FT I STRATUM DESCRIPTION 0.5 1.0 1.5 2.0 2.5 _ _ % CLAY,stiff,dark gray _ _ -with organic material to 2' - 24 _ 0 - 2 - - -with ferrous nodules,2'to 13' _ 91 85 29 80 15 65 _ 0 • _— 4 - -gray and tan,4'to 8' - -with calcareous nodules below 4' _ 0 — 6 — - - _ 23 = 0 — 8 - -brown and gray,with silt pockets below 8' - -- 0 —10— - - - - N -with silt seams,10.5'to 12' _ - N —12— - a - - o WI —14— - - CI - - - °0 _ 0- - 7 LL a. 0 - m —18— - o _ _ 20 _ ❑ I- -very stiff below 19'- - _ _ —20- --- 20.0 T------- ---- -LE - - i - o - - - - 1 - - o —22— - - m O - - 9 - - N - - V —24— - - O - - - - o 9 0 NOTES: DATE: September 8,2006 0 1.1:Depth To Water after 17 hours. TOTAL DEPTH: 20' w 2. Terms and symbols defined on Plate A-14. CAVED DEPTH: 12' cr DRY AUGER: Surface to 20' o_ WET ROTARY: Not Applicable 0 BACKFILL: Soil Cuttings and Bentonite Chips 2.1 LOGGER: E.Schulak o LOG OF BORING NO. 10 HICKORY SLOUGH - MAX ROAD DETENTION BASIN CARTER & BURGESS, INC. BRAZORIA COUNTY, TEXAS PLATE A-10 TUGuw Report No.0415-1605 mmis r: LOCATION: See Plate 2 CLASSIFICATION SHEAR STRENGTH i- W w COORDINATES: Not Available LL 0 a- ❑Penetrometer Unconfined♦ 2 W W m tl �0 2 t oa o _z uj F ❑ U —a. O Torvane Triaxial• H W 0 QH >LL z> wz I- F-1- 0 -' o_ W } LL 0 z w F w m Field Vane Miniature Vane• w ¢ O SURFACE EL.: Not Available 1—w o a tow 3I- o 7, > aJ u) ❑ j Jto )❑ Hu,oZ P a N KIPS PER SQ FT STRATUM DESCRIPTION 1 0.5 1.0 1.5 2.0 2.5 _ % CLAY,very stiff,dark gray -with organic material to 6' - _ ❑+ — 2 — - - - - 25 ❑ _ -stiff,3'to 19' _ 4 - - -gray and tan,4'to 6' -with ferrous nodules,4'to 8' - - - _ 29 _ ❑ - 6 - - -brown and gray,with calcareous nodules _ below 6' - _ ❑ — 8 — - - - _ _112 61 19 31 11 20 _ n • —- 10— -with silty sand seams, 10'to 13' N _/-12— - - o _ _r co 23 —14— 0, - - - o U_ _ LL —16—J - - 'a - 0 - - - - ei —18— - - o - o - - ❑ z - very stiff below 19' - —20— --- 20.0 - o 6 0 - - - to - - - ei - - - .. - - O —22— - - N O - 9 N - - C . —24— - - Oin _ o - - 9 0 NOTES: DATE: September 8,2006 9 1.1:Depth To Water after 18 hours. TOTAL DEPTH: 20' o 2. Terms and symbols defined on Plate A-14. CAVED DEPTH: 13' cc DRY AUGER: Surface to 20' CI_ WET ROTARY: Not Applicable N 6 BACKFILL: Soil Cuttings and Bentonite Chips p LOGGER: E.Schulak 3 rib\ LOG OF BORING NO. 11 HICKORY SLOUGH - MAX ROAD DETENTION BASIN CARTER & BURGESS, INC. BRAZORIA COUNTY, TEXAS PLATE A-11 TUGI U Report No.0415-1605 0� simmilmts /�LOCATION: See Plate 2 CLASSIFICATION SHEAR STRENGTH I- w EC w COORDINATES: Not Available 2 LL _ ❑Penetrometer Unconfined = W m J ~O H 2 z o F v a_ 0 Torvane Triaxial� I- W2 O ce a_ w o z w �w D-. y 2 F Mield •Vane Miniature Vane• w Q >- p SURFACE EL.: Not Available wp o o 0 3 Z ° a g z 07 Qa N v o KIPS PER SQ Fr STRATUM DESCRIPTION 0.5 1.0 1.5 2.0 2.5 CLAY,very stiff,dark gray with organic material to 4' 19 ❑ — 2 — _ - - - - - 0 -stiff,3'to 14' - - —- 4 — - - _ _ gray and tan,4'to 6' _ _ 97 89 25 64 15 49 _ o • — 6 — - - _ -brown and gray,with ferrous and calcareous _ _ nodules below 6' ❑ — 8 — - - V/ -with silt pockets below 8' _ 18 _ ❑ —10— fA ,7� SILTY CLAY,firm,brown and gray,with silty 10.0 S - _ /� sand seams and calcareous nodules _ _ ❑ - - - // _ - ❑ 14— �� -very stiff below 14' o �� o LL —16— %� - o_ // -with silty sand seams, 16.5'to 17.5' o co —18— // - - o - - // - - 0 26z // - ❑ rz LL —20— rr ——— 20.0 - o - - - - - - - oi - - a 0 —- 22— - - N O _ - 9 - - N . —24— - - 0 a) o - - - - o 9 NOTES: DATE: September 8,2006 s 1.Y:Depth To Water after 17 hours. en TOTAL DEPTH: 20' o 2. Terms and symbols defined on Plate A-14. m CAVED DEPTH: 10.4' oo re DRY AUGER: Surface to 20' a. WET ROTARY: Not Applicable E, 0 BACKFILL: Soil Cuttings and Bentonite Chips 1 LOGGER: E.Schulak o LOG OF BORING NO. 12 .'"r") HICKORY SLOUGH - MAX ROAD DETENTION BASIN CARTER & BURGESS, INC. BRAZORIA COUNTY, TEXAS PLATE A-12 taR0 . ter® Report No.0415-1605 = ft LOCATION: See Plate 2 CLASSIFICATION SHEAR STRENGTH rilik\ i__ Ed> _1 o) wLL1 COORDINATES: Not Available 2 I-U _ ❑Penetrometer Unconfined• = W m J CO p 1—2 z w o U }-5 0 Torvane Triaxial• d W 2 cc d cc o z w i-w 5 U)2 F Field Vane Miniature Vane♦ wo Q Cl) p SURFACE EL.: Not Available o ~a u)0 3 0 o f 5 D 5 z m Z a N U a- KIPS PER SQ FT STRATUM DESCRIPTION 0.5 1.0 1.5 2.0 2.5 CLAY,stiff,gray - - -with organic material to 6' - 29 _ ❑ — 2 — - - _ _ _ 97 88 25 80 17 63 _ ❑ V -stiff to very stiff 3'to 4' - - — 4 — - - - - - - ❑ - - - 6 -brown and gray,with calcareous nodules - below 6' - ❑ — 8 — - - - _ _ 18 _ 0 —10— - - - -with silt seams, 10'to 12' _ _ - - N - - - - N r —12— - - a r - - o - - 5 —14— _ 24 _ 0 Cl) -very stiff below 14' - _ o1 - LU (0 U- —16— - - -' - o N - - - ID _ - - (1) —18— - o - - - _ U' - - - - ❑ H - - -20— --- 20.0 - - - 0 - - - - u) - - - - o —22— - - " 0 - _ N - - R —24— - - O O 0 NOTES: DATE: September 8,2006 y 1.1:Depth To Water after 17 hours. TOTAL DEPTH: 20' )- 2. Terms and symbols defined on Plate A-14. CAVED DEPTH: 14' w DRY AUGER: Surface to 20' a WET ROTARY: Not Applicable 0 BACKFILL: Soil Cuttings and Bentonite Chips a LOGGER: E.Schulak 3 r. LOG OF BORING NO. 13 HICKORY SLOUGH - MAX ROAD DETENTION BASIN CARTER & BURGESS, INC. BRAZORIA COUNTY, TEXAS PLATE A-13 TIGRE. r APPENDIX C FUGRO REPORT NO. 0415-1605 SLIDE ITERATIONS FOR BASIN SLOPES PUMP STATION, PAVEMENTS & STRUCTURES PEARLAND SOCCER COMPLEX PEARLAND, TEXAS rn- Safety F - 0...- 0.25 0.50 0.75 1.00 - - -- 1.25 - r-----z- 1.50 Material•Clay I co- 1.75 Unit Weight-120`lb/ft3 - '� - 2.00 Cohesion:;1500psf - 2.25 ,Friction Angle:0-degrees 2.5o Hickory Slough -Max Road 2.75 Detention Basin 3.00 Short-Term Conditions :T Material:Clay ii eh teli, 3.50 !UUUirt•Wgh?1201b/ft3. o_ �Cohesion1000 psf N- 3.75 >!FrictignaAnglr0 degreees 4.00 7.81 - _- 4.25 - -- 4.50 / Material:Clay Ill - = _ - 4.75 Unit Weight:120 lb/ft3 - '--— 5.00 Cohesion:1200 psf 5,25 Friction Angle:0 degrees 5.50 c 5.75 6.00+ o_ 151 ft * \ , . `' a' mw te' r r.' bt -o-.'_"' I' ;, 4\fR� N» °, .° ' �s a- r a !f.o.. ¢ x . am{ _ ",,,7° . - .;'' iB 7.. , * a1: F " w.- ". as .r a d e . . 1. .tip ..:. ..> c .4°> ,a ?. a°1 e� a8..�" °�` �.. ..Cf x .V LI.45 ft 'yir w 5 tI 45 ft / o i 13 El.33 ft - m. co w 0 ft 10 20 30 40 50 60 70 80 rn- Safety Factor - -- 0.00 0.25 0.50 - 1- 0.75 - 1.00 1.25 �. . �. -_- a 7 - _ ; 1.50 ' ;; Material:Clay I cco- - - 11 1.75 ' !i Unit Weight:120 Ib/ft3. - ,r- -_•_. 2.00 ' fl Cohesion 200 psf - 2.25 .•ii Friction Angle 20 degrees - G_ 2.50 r- 2.75 !I - 3.25 Hickory Slough -Max Road j' rNaa C[at04� � Unit We ht:'20Ib.ft3 .s - 3.50 Detention Basin I icon` on Zoo pw , o-- 3.75 Long-Term Conditions Eric,ion Angle 20 degrees - _ - _- 4.00 - .---- 4.25 2.66 - 4.50 Material:Clay III - =----= 4.75 Unit Weight::120-Ib/ft3 - f- 5.00 Cohesion:100:psf 5.25 i Friction Angle:22 degrees - ` m- f 5.50 5.75 - 6.00+ / 5- _ _ �. 5 tI 53 ft - p_ 1 5'I R ti` 4•,'. P;,,. .'. %n i`s° ""4 5.$5 r- p� bE i `n ' cam, � 4 ' 4� �..b N*',, LL r 0�g,a 1. rQ�"' 3 a ..a � .i�. rAT m�'.° ty p c o u.Z ,�F�L•�0. '�, a �i Bx�C:;T. a �+' d .'Yc.Dt 4.' w t. 4 `M a ;,';'Al„,..;. 'r .1. "a �w;,.`"K ;' .• .=4) ., ,' ,,,,, `,,,,,, .`. (EI.45 ft', i El.45 ft o \'\\-�` ��F / - - --U EI.33 ft o--I Oft 3 10 20 30 50 60 70 J 80 cn Safety F' 0.25 - 0.50 - 1 0.75 1.00 - --- -- 1.25 _ o_ - • -'' 1.50 I Material`Clay co -._ 1.75 Unit Weight;:1201b/ft3 - =-=- 2.00 Cohesion:200 psf.:. - ` - - -: 2.25 Fricfion'.Angle:20 degrees - 2.50 Hickory Slough -Max Road - - 2'75 Detention Basin 3.25 Rapid Drawdown Conditions Ma erial ciay4°.--;'p ,Unit eighty 120 1, o_ - 3.50 'C esion:200 psf A , 3.7 5 Frictw Angie 20 degrees: 4.00 2.03, - - - 4.25 4.50 4.75 Material:Clay III 00, Unit Weight:120 Ib/ft3 - 1---- 5.00 Cohesion:100:psf - 5.25 • , Friction Angle:22 degrees I 5.50 �`�� m- 5.75 , . 6.00+ ' EI53ft oin EI m�y{� F stw i,y s ` ,y -.i".fit A'' ,s..<: '� a:. �, 1 &zr a d S o 4 w'c « r :•',1 . . � EI.45 ft 1.45 ft i i - -0 El.33 ft cr m 01 r-� 0 ft 10 20 30 40 ,--r Tr-I _r 50 60 70 80 TERMS & CONDITIONS riL UNDERGROUND ELECTRIC SERVICE FOR CITY OF PEARLAND MAX ROAD SPORTS COMPLEX 7600 HUGHES RANCH RD Job#64477125 Revision#1 CenterPoint Energy(CNP) Major Underground Engineering P. O.Box 1700;Houston,Texas 77251-1700 REFERENCE CITY OF PEARLAND DRAWINGS: Site Plan Drawing#: N/A Received: August 6,2012 Electrical One-Line Drawing#: E601 Received: January 31,2013 Load Analysis Drawing#: E601 Received: January 31,2013 v - REFERENCE CENTERPOINT ENERGY SPECIFICATIONS: Service Standards August 23,2012 Emergency Generators 007-231-82 Ready-Mix Concrete 007-221-01 Harmonic Distortion 007-231-83 Reviewed And Agreed To By: Signature Title Date Print Name If this Terms &Conditions package is signed by anyone other than an official from City of Pearland, it will not be considered valid. A valid signature will be considered an acceptance of all information contained within this Terms&Conditions package. CenterPoint Energy Houston,Texas WRITTEN MDD 4-10-13 CHECKED RJG 4-10-13 (3" APPROVED RED 4-10-13 1 4-18-13 CHANGE OF ADDRESS MDD RJG RED SHEET I OF 13 SHEETS NO. DATE ITEMS REVISED BY CH APP PM2457 Job#64477125 Revision#1 GENERAL A. These Terms and Conditions are for a service arrangement for City of Pearland. City of Pearland and/or its contractors/representatives are herein referred to as the Customer. B. Service to be provided by CenterPoint Energy (CNP) from (1) 750 kVA, 34.5 kV — 480Y/277 V,three-phase,four-wire,pad-mounted transformer. C. The CNP Major Underground Engineering (MUG) representative is Montrell Daniel at 713-207-6271 or Montrell.Daniel@CenterPointEnergy.com. The CNP Service Area Consultant is Courtney LeBlanc at 713-945-6752. D. The Customer must comply with all CNP Service Standards,the National Electrical Code, the National Electrical Safety Code, all Occupational Safety and Health Administration (OSHA) requirements, the International Building Code and all local governing body codes. E. During installation of CNP equipment, CNP will make every effort to preserve the Customer's landscaping,parking areas, or other facilities. However,any cost that has been quoted to the Customer does not include any special replacements or repairs to these items. The Customer shall be solely responsible for any expenses associated with replacements or repairs to its facilities. F. The service arrangement outlined in these Terms and Conditions is based on the Customer drawings referenced on page 1. Any changes in the design as illustrated in the referenced drawings may impact CNP's ability to meet the Customer's requested service date. Any changes, additions, deletions, rearrangements, relocations, rerouting, reduction of clearances, etc.,of the Customer's and/or CNP's service facilities illustrated in these Terms and Conditions shall have MUG's approval and may require a revised Terms and Conditions. It is the Customer's responsibility to coordinate the location of all Customer installed facilities outlined in these Terms and Conditions with all other structures and/or appurtenances not shown in the referenced drawings. G. Contact the MUG representative concerning Customer drawing revisions, information submission,questions,Terms and Conditions revision requests,etc. H. Hard copy submittals may be mailed to the MUG representative (address — 3000A Harrisburg Blvd. —Houston, Texas 77003). Electronic submittals may be e-mailed to the MUG representative. The MUG representative will; "approve the submittals", "approve the submittals as noted" or "not approve the submittals". The Customer shall not install any item that requires CNP approval before receiving an official approval from MUG. CNP shall not be responsible for any installed item that has not received MUG approval. REVISION NO. SPECIFICATION NO, SHEET 2 OF 13 SHEETS Job#64477125 Revision#1 rl SERVICE CONNECTION A. The.Customer's maximum number of secondary cables that can be terminated in CNP's pad mount transformer is 8-750 MCM cables per phase. The Customer shall advise the MUG representative, about the type, size and number of secondary conductors. Ampacity equivalent sets of cable must be individually approved by the MUG representative prior to installation by the Customer. If the Customer's cable requirements exceed this specified maximum limit, it cannot be served directly from the pad mounted transformer. The Customer shall then install, own,.and maintain a cable tap box(CTB)(See Section D). B. The Customer shall furnish, own, and maintain all secondary service conduit and cable underground into the secondary opening of the transformer pad. Secondary conductors shall be extended a minimum of seven feet(7')above the transformer pad. The Customer shall not install the secondary cables until after the transformer has been set. CNP will terminate the secondary cables in the transformer. C. To accommodate future expansion, the Customer may install up to 14-4" secondary conduits into the transformer pad. D. On installations utilizing a CTB, CNP shall furnish, own, install and terminate the secondary cable .from the transformer to the CTB at the Customer's expense. The Customer shall furnish, install, own and maintain the CTB, the CTB pad, and 14-4" conduits from the secondary opening of the transformer pad to the CNP side of the CTB pad.. The.Customer shall install and terminate the secondary cable from its side of the CTB to its switchgear. Typical three-phase CTB drawings are available upon request. The Customer shall submit three (3) drawings of the proposed CTB to the MUG representative for approval prior to fabrication. E. The initial available short circuit current is 16.957 amperes symmetrical,with an X/R ratio of 8.0. F. The ultimate available short circuit current is 56,523 amperes symmetrical, with an X/R ratio of 9.6. G. Customers receiving electrical service from multiple sources will be required to install a permanent plaque or directory at each source in accordance with Article 230.2 of the National Electrical Code (NEC). These plaques are to signify that there is more than one electrical service to the building. The Customer shall keep the power from each source separate throughout its entire electrical system. This requirement is for the life of the service. H. A protective device coordination study for the Customer's service relative to CNP's protective devices may be requested by contacting the MUG representative. • REVISION NO, SPECIFICATION NO. SHEET 3 OF 13 SHEETS Job#64477125 Revision#1 ACCESS The Customer must provide a twelve foot (12') minimum width, fourteen foot (14') minimum vertical clearance, all weather, vehicle access road designed for HS-20-44 loading as recognized by the American Association of State Highway Officials (AASHO), for CNP personnel and equipment ten feet (10') past the side of the proposed pad mounted equipment location. In addition,the area adjacent to the pad must be designed for HS-20-44 loading to allow for outrigger placement. If the access road and the pad mounted equipment location have not been completed and passed final inspection (see Final Inspection, page 7) at the time the Customer requests the equipment be set,the equipment can only be set under the following conditions. A. MUG has determined that the access route is dry and readily accessible to CNP's normal installation equipment. B. The Customer shall be responsible for all expenses associated with the repair and/or replacement of CNP pad mounted equipment damaged by additional construction activity. Damage to CNP equipment may result in delays to the Customer's requested service date. C. CNP will not complete the underground construction (i.e. pulling & terminating cable, energizing the service, etc.) until the access road and pad mounted equipment location have passed final inspection(see Final Inspection, page 7). The Customer must provide a thirty two foot(32')minimum vertical clearance over all equipment pads for CNP trucks and equipment. The Customer must maintain these requirements for the Iife of the service. CNP will utilize the Customer's parking and driveway facilities for the required access. EMERGENCY GENERATION AND SECONDARY LOAD TRANSFER Customer installed Emergency Generators and/or Secondary Load Transfer schemes shall meet the requirements of the CNP Specification on Customer Emergency Generation and Secondary Load Transfer, Specification 007-231-82, latest revision (available upon request). This requirement is for the life of the service. Generator exhaust must be located and/or directed away from CNP's equipment. HARMONIC DISTORTION The Customer shall meet the requirements of the CNP Specification on Limitation of Harmonic Distortion on the Distribution System, Specification 007-231-83, latest revision (available upon request). This requirement is for the life of the service. REVISION NO. SPECIFICATION NO. SHEET 4 OF 13 SHEETS Job#64477125 Revision#1 METERING A. The Customer's metering arrangement must comply with CNP Service Standards, Section 400 or 500 as applicable. B. The metering current and potential transformers (CT's and PT's) will be installed in the secondary compartment of the transformer provided all service from the transformer is through one meter. If all the services are not through one meter, the Customer shall inform the MUG representative,so that alternate metering provisions can be arranged (separate CT and PT cans as required for each service). C. All Retail Customers must be metered separately, D. Meter Room and/or Modular Meter installations must have CNP written approval prior to the purchase/installation of materials/equipment. The Customer must submit applicable drawings to the MUG representative for approval. FACILITIES INSTALLED BY THE CUSTOMER All facilities are to be installed per the attached construction specifications. The Customer or its contractor is to request a preconstruction meeting prior to starting the required underground construction by calling the number listed below; All facilities shall be inspected by CNP after the conduit is installed, pads are formed, reinforcing rods installed, etc. but prior to the pouring of concrete. CNP recommends that the Customer complete the pouring of concrete on the day the facilities are inspected and approved. The rl'\; Customer will insure that all inspected and approved facilities remain in the approved condition until the concrete pour has been completed. If there is damage to the inspected and approved facilities prior to the pouring of concrete, the facilities must be re-inspected by CNP before the Customer begins the pouring of concrete. CNP reserves the right to require the Customer to break out any unapproved concrete pours at its expense. CNP will make a reasonable attempt to complete all inspection requests. To insure that inspection requests can be fulfilled, they should be made twenty-four (24) hours in advance (Mon. - Fri.; between 9:00 a.m. and 3:00 p.m., holidays excluded) to Major Underground Engineering at (713)207-6229. Job#64477125 must be provided as the inspection identification number. DUCTBANK INSTALLATION All proposed conduit for CNP's use is to be installed in straight runs,unless otherwise indicated on CNP drawings. Any conduit bends must be installed with a'twenty foot (20') minimum radius, unless indicated otherwise on CNP drawings. Conduit turn-ups into any equipment pad and/or pole pedestal must have a minimum five foot(5') radius. Any deviations from these requirements shall have written approval from the MUG representative prior to installation. During installation,the minimum depth for a conduit run must be referenced to the final grade. The Customer is to delay installation of approximately the last twenty feet(20') of the conduit run and the pole pedestal to any terminal pole until the pole has been set by CNP. Before trenching to the base of any terminal pole, the Customer must securely brace the pole. The Customer must request staking and setting of any terminal pole by contacting the MUG representative. The Customer must provide a jet line in each conduit installed. This jet line shall extend a minimum of seven feet(7')beyond the end of each conduit. REVISION NO. SPECIFICATION NO. SHEET 5 OF 13 SHEETS Job#64477125 Revision#1 DUCTBANK INSTALLATION (continued) For installations not utilizing a blanket easement document(see Easement Instrument section,page 7), the Customer shall also install a #14 American Wire Gage (AWG) or larger aluminum or copper 600 volt insulated conductor in one of the conduits. The conductor must be electrically continuous. For manhole installations, the electrically continuous conductor must also be looped through each manhole lid and tied to a concrete insert in the neck of each manhole. This conductor is to facilitate surveying of the duct bank by CNP. The duct bank cannot be surveyed until this conductor is installed as prescribed. The Customer must take adequate measures to assure the conductor will be in place until all necessary surveying is.completed. After surveying of the duct bank is completed, but prior to CNP installing any primary cable, the Customer may retrieve its conductor at its option. Conduit ends shall be plugged with a duct cap or other type capping device. The use of rags to plug conduits is not acceptable. If the conduit is installed in stages,the Customer must keep each section of conduit capped until the new section is installed. If,prior to CNP using any conduit,the conduit is found to be blocked, the Customer will be responsible, at its expense, for removing the obstruction. CLEARANCES Final approval for the location of the pad mount equipment and/or other proposed electrical installation is contingent upon proper clearance, as determined by CNP, from cooling towers, vents, buildings,structures,etc., and other underground utilities. It is in the Customer's and CNP's best interest to have all service equipment in a contamination-free environment to avoid unscheduled outages and/or premature equipment failures. Therefore, prior to any construction, the Customer shall inform the MUG representative of any existing or future contamination or pollutants which may affect the equipment so that necessary clearances can be secured. The MUG representative shall be notified promptly if the Customer intends to install any obstructions such as walls, hedges, bushes, trees, etc., around the transformer and/or any associated equipment so that additional clearances and access can be secured. Any proposed enclosure surrounding CNP's equipment must be louvered,and both a profile and a cross-sectional view of the proposed louvered enclosure shall be submitted for approval prior to installation. If, in the future, there is a problem with contamination of CNP's equipment, or proper clearances are not maintained, CNP reserves the right to relocate the equipment at the Customer's expense. CNP will not allow other facilities to pass beneath its equipment pads. A one foot(1')minimum horizontal clearance shall be maintained between CNP pads and all other facilities. A one foot (1') minimum vertical clearance must be maintained between CNP duct banks and all non-CNP facilities crossing the duct bank. A five foot (5') minimum horizontal clearance must be maintained between CNP duct banks and other facilities running parallel to the duct bank. CNP will not allow joint trenching between CNP duct banks and other facilities. REVISION NO. SPECIFICATION NO. 1 SHEET 6 OF 13 SHEETS Job iI64477125 Revision 111 FINAL INSPECTION After the Customer has advised CNP that all "Customer installed" facilities pertaining to this service arrangement have been completed and inspected, a final on-site inspection will be made by a MUG representative. This final inspection will verify that all Customer installed facilities are in accordance with these Terms and Conditions. The Customer (or its contractor) and the Service Area Consultant will be advised of any needed corrections and/or changes. When all necessary corrections and/or changes have been completed,CNP's portion of the construction may begin. EASEMENT INSTRUMENT CNP will prepare an instrument for easements to be granted by the property owner after all installations for CNP's use have been completed according to these Terms and Conditions. The service cannot be energized until CNP has accepted the signed instrument for all easements. The Customer also has the option of signing a blanket easement document. Use of the blanket easement allows the service to be energized before the final signed instrument for all easements has been completed. The Customer may request use of the blanket easement document by contacting the MUG representative. CNP will need access to and from the proposed easements. CNP will use these easements, as shown on the attached sketches, for the purposes of erecting, installing, operating, maintaining, replacing, inspecting and removing electrical distribution facilities.The Customer shall keep these easements free and clear of any obstructions (trees, shrubs, other structures, etc.) that may endanger or interfere with the efficiency,safety, and proper operation of the proposed facilities for the life of the service. INDEMNIFICATION AND LIABILITY LIMITS Indemnity: This indemnity is pursuant to Company's Tariff located on our website at www.centerpointenergy.com. RETAIL CUSTOMER ASSUMES THE RISK OF AND SHALL INDEMNIFY COMPANY AGAINST DAMAGES FOR INJURIES OR DEATH TO PERSONS OR LOSS TO RETAIL CUSTOMER'S PROPERTY, OR TO THE PROPERTY OF COMPANY, WHEN OCCASIONED BY ACTIVITIES OF RETAIL CUSTOMER OR THIRD PARTIES ON CUSTOMER'S PREMISES, RESULTING FROM THE INSTALLATION,EXISTENCE, REPLACEMENT, OR REPAIR OF COMPANY'S UNDERGROUND FACILITIES, AND AS FURTHER PROVIDED IN THE TERMS OF "LIMITS ON LIABILITY," SECTIONS 4.2 AND 5.2 OF THIS TARIFF. NOTWITHSTANDING ANY OF THE ABOVE, THE PROVISIONS REQUIRING A RETAIL CUSTOMER TO INDEMNIFY, FULLY PROTECT, OR SAVE COMPANY HARMLESS APPLY TO A GOVERNMENTAL ENTITY AS THIS TERM IS DEFINED IN CHAPTER 2251 OF THE TEXAS GOVERNMENT CODE, TO THE EXTENT OTHERWISE CONSISTENT WITH" LAW; PROVIDED, HOWEVER, THAT ANY GOVERNMENTAL ENTITY THAT IS A RETAIL CUSTOMER TO WHICH THIS SUBSECTION 2.5 APPLIES MUST TAKE NECESSARY STEPS TO ENSURE THAT THE INDEMNIFICATION REQUIREMENTS OF THIS SUBSECTION 2.5 DO NOT CREATE A"DEBT" IN VIOLATION OF ARTICLE XI, SECTION 7 OF THE TEXAS CONSTITUTION. SUCH STEPS MAY INCLUDE, BUT ARE NOT NECESSARILY LIMITED TO, A THIRD-PARTY INDEMNIFICATION IN WHICH THE CONTRACTOR PERFORMING THE WORK FOR THE GOVERNMENTAL ENTITY INDEMNIFIES THE COMPANY OR THE ESTABLISHMENT OF A SINKING FUND.(see Governmental Entity Addendum if applicable.) REVISION NO. SPECIFICATION NO. SHEET 7 OF 13 SHEETS CenterPoint SHEET 8 OF 13 JOB 64477125 Energy LAMBERT SECTION KEY MAP FUNCTIONAL LOCATION SCALE CIRCUIT ORDER NO. JOB REVISION 1 5449 B4 614J N. T.S. S042 GENERAL LOCATION SKETCH SEE TERMINAL POLE DETAIL SHEET 10 OF 13 J CITY OF PEARLAND (CUSTOMER I (PROPOSED 30 OH) 1 L AND/OR ITS CONTRACTOR IS TO / ? REQUEST R PRECONSTRUCTION MEETING ! , � SEE TRANSFORMER PRD Cp1IORTO(STARTING CONSTRUCTION BY ! H• 1 DETAIL SHEET S OF 13 { CENTERPOINT ENERGY (CNP) TO UTILIZE I { I _ 6229 JIIIII1111111H111111111111H O ,dI ,,,un„n,,,,11{IH!I{III{11L1 I�,IIII^i1 mmuuirma Trniurni rn, i THE CUSTOMER'S PARKING AND DRIVEWAY i I Oil IIIHIIIIII 11111111 1HIIIIIIID 0 III rI rn""""' ""r, ! FACILITIES FOR EQUIPMENT ACCESS I IIIIIOIitli RIRIfliifLI I,�FIiFFH{}FHi FHii#NifFHi Hi1}fFHifHt_I _ I c CIIIIIIIIIIIIIIIIII11I1111111111 0�p oil u ail is�La a _i1 f rn rl l _ „ nr _ UHIfFHifkl.i l�Hilift,,,...uHiill$......r ; 1111111111111111 IHI\�LI LI LIIIIIIIIIIIIIIIf\\J L __Jll,,,,,,,,,,,,,,,,x.�f uvxuuLa.u,aai'J.f r 1 I r-T-T====.I--- it r Ilf, {{ „ ...____ ii .. i i / . I ! I _ ,.._...., fi -, r �� I \l i I !J ! i I Ct II II it ��PROPOSED�1fII FUTURE it SPORTS COMPLEX ;f 'DEVELOPMENT j I I �i i i i , CI ii i I . njI �� ---- 1 --- i „ _n i io f1.1 i1 O iKI -a ri .I I I { I r - I ` ....1......1•-----.. i ! I I i I a_i_J I VICINITY MP I I I P I N SNI HOUSTON PINY S A I r i ` I r Q i,--- I. ',� 13 B I I 1 �L._._._._._._._._._._._._._._._._._._._.,PL,_._._._._._._.__._._._._._.�• _._._._ SITES N BROACNAY ST J/_ J .j CenterPoint SHEET 9 OF 13 Ener/�/ JOB # 64477125 ,yl REVISION 1 DETAIL SKETCH LAMBERT SECTION KEY MAP FUNCTIONAL LOCATION SCALE CIRCUIT ORDER NO. \al% 5449 84 614J N. T. S. SO42 NOTES / TRANSFORMER PAD DETAIL CNP WILL NOT ALLOW OTHER FACILITIES TO PASS BENEATH ITS EQUIPMENT PAD. i THE CUSTOMER MUST MAINTAIN A S' HORIZONTAL CLEARANCE FROM PARALLEL i --- UTILITIES, AND A 1' VERTICAL CLEARANCE i 4 2-6" CONCRETE ENCASED PVC CONDUITS WHEN CROSSING UTILITIES. (SEE NOTES 10 i j BY THE CUSTOMER PER SPEC OLFS2C (85'±) a I1, SHEET II OF 13) REQUIRED MINIMUM 12' WIDE ALL-WEATHER — ! ! HS-20-44 LOADING ACCESS ROAD 10' PAST —A 10' EASEMENT CENTERED ON THE SIDE OF TRANSFORMER. THIS REQUIREMENT i THE CONDUITS TO BE ACQUIRED IS FOR THE LIFE OF THE SERVICE. METER TO BE MOUNTED ON THE SIDE OF ! THE TRANSFORMER BY CNP. t — i - 1 _ i I i I i — r:ii,,) i --- /—PROPOSED WALL/FENCE ENCLOSURE MUST I / MAINTAIN 507. AIRFLOW. DESIGN TO BE APPROVED BY CNP PRIOR TO CONSTRUCTION WALL I I .r i i o GATE II "� ------------ I 9' X 11' PAD FOUNDATION BY i - i THE CUSTOMER PER SPEC 80-400 i 1 1I I I �� i 0 I 00 . I SCALE i ! N I I I I i I 4 1 i CURB — ' C CURB �\u�:' r \ 3'-0• \s-0- , 4 dC A 16' X 24' PAD EASEMENT is 0- \\ TO BE ACQUIRED 1 11 • REQUIRED ACCESS GATE 12' MINIMUM WIDTH (180° SWING) Cill* \ I ‘ Z.===CURB _./ DRIVEWAY CenierPoint SHEET 10 OF 13 JOB u 64477125 Energy REVISION 1 DETAIL SKETCH LAMBERT SECTION KEY MAP FUNCTIONAL LOCATION SCALE CIRCUIT ORDER NO. 5449 B4 614J N. T. S. S042 TERMINAL POLE DETAIL FUTURE ROAD CNP TO INSTALL POLE -_i_,:=C._._._._._._._._.--. (PROPOSED 30 OH 1- '-----•—•— 1 CURB —— — ____I_ i -CURB X i i 1 -.1,-,i SIDEWALK j ! `I z \I i = y\I N 1 � i 1 i i ! A 10' GROUND AND 30' AERIAL •,'"khy I ! EASEMENT CENTERED ON THE } j 1 OVERHEAD LINE TO BE ACQUIRED CNP TO INSTALL i i TERMINAL POLE ! i j 1 j 1 1 00 ! i i CONCRETE PEDESTAL AND i 1 CONDUITS BY THE CUSTOMER 1 i PER SPEC 65-500 i I 1 I 1 i _ r I ! I ! I 1 I j j - 1 j i j ! 1 ! 1 1 i j 2--6" CONCRETE ENCASED PVC CONDUITS i i BY THE CUSTOMER PER SPEC DLFS2C IB5'±) j 0 1 i 1 i 1 i 1 j 1 1 i I i 1 1 1 i !.., A 10' EASEMENT CENTERED ON i I THE CONDUITS TO BE ACQUIRED i 1 i i d I 1 f I ! ! 7;. 1 1 SHEET 11 OF 13 JOB u 64477125 6 FINAL GRADE (ROAD, PARKING AREA, ETC. l REVISION 1 • 4 •_• • ► • , ••• ..:, • - ►• ••. ► °• •. • ' • + • • +,•. • •• ' - a a Z O U- ♦ °Oa Y_I • 1:71 4" •--!L 4" 2" 2 - 6" CONDUITS NOTE: THE CUSTOMER AND/OR ITS CONTRACTOR IS TO REQUEST A PRECONSTRUCTION MEETING PRIOR TO STARTING CONSTRUCTION BY CALLING (713 ) 207-6229. DRIVE $3 REBAR FOR SPACER ANCHOR (SEE NOTE B ) .►, v ` 113 BARS 3 '-0 LONG -�� �� - (SEE NOTE 6 ) `���I011 ,'6 SPACER (SEE NOTE 2 ) \/'--"// 2 BRICKS ,)6° (BOTTOM OF TRENCH ) NOTES: 1. CONDUIT TO BE PVC, MINIMUM GRADE TYPE EB. 2. SPACERS SHOULD BE INSTALLED NOT MORE THAN 10'-0" APART. 3. CONDUITS TERMINATING AT MANHOLES SHOULD BE SLOPED 0.5% DOWN TOWARD MANHOLE. 4. ALL EXTERIOR CONCRETE COVER DIMENSIONS. ARE MINIMUM. 5. CONCRETE SHALL BE IN ACCORDANCE WITH CNP SPECIFICATION 007-221-01, LATEST REVISION. 6. PLACE REINFORCING BARS IN 4 CORNERS OF THE CONCRETE WHERE SPACERS ARE USED. 7. ON COLD JOINT CONCRETE POUR USE US REBAR (3'-0" IN LENGTH, EXPOSED 1 '-6"). 8. LENGTH OF REBAR FOR SPACER ANCHOR WILL VARY PER DUCT BANK HEIGHT. 9. CONDUITS ENDS SHALL BE PLUGGED WITH.A DUCT CAP OR OTHER TYPE OF CAPPING DEVICE. 10. A ONE FOOT (1 ' ) VERTICAL CLEARANCE MUST BE MAINTAINED `` BETWEEN CNP'S OUCTBANK AND ALL NON-CNP FACILITIES CROSSING THE OUCTBANK. 11. A FIVE FOOT (S' ) HORIZONTAL CLEARANCE MUST BE MAINTAINED BETWEEN CNP'S DUCTBANK AND ALL NON-CNP FACILITIES RUNNING PARALLEL TO THE DUCTBANK THREE PHASE DUCTBANK (JOINT TRENCHING NOT PERMITTED ). 12. INSTALL JET LINE IN ALL CONDUITS AND A #14 AWO WIRE IN ONE CONDUIT. FEEDER BASED ON DISTRIBUTION STANDARD DLFS2C s SHEET 12 OF 13 JOB # 64477125 REVISION 1 I~��a 101A" ill SCRAP PVC 11 • SEE NOTE S 1 C>.J NON-THREADED PVC COUPLING f~N: SEE NOTE 6 �Y� BY CNP •_'° L_J4r_ z BY CUSTOMER I I I I i I [I II �I+ �I1 ° 4` CONDU I R ° o 1 -•'� 4GROUND L I NE 40, ' c \, CONCRETE ` \A` • ° . G • Aft" INLINE PLACEMENT OF CONDUIT 2" NOTES: 1. CONDUIT BENDS AT TERMINAL POLE SHALL BE PVC. 2. BRACE THE POLE SECURELY BEFORE TRENCHING. 3. INSTALL CONDUIT BENDS TO BASE OF POLE. ADD PORTIONS OF STRAIGHT CONDUIT AS NECESSARY TO OBTAIN THE PROPER HEIGHT ABOVE FINAL GRADE. 4. ATTACH COUPLING TO END OF CONDUIT. S. INSERT, BUT DO NOT GLUE, A SHORT PIECE OF SCRAP PVC CONDUIT INTO THE TOP COUPLING. TIE CONDUIT TO BRACKET. 6. FORM AREA AROUND PEDESTAL TO THE TOP OF THE COUPLING. FORM PEDESTAL SO THAT NO CONCRETE WILL CONTACT POLE. r"") 7. AFTER INSPECTION BY CNP, POUR CONCRETE TO TOP OF COUPLINGS. 8. ALL CONDUITS SHALL HAVE A MINIMUM 4" CONCRETE COVER. TERMINAL POLE CONDUIT PLACEMENT 12KV 8 35 KV BASED ON DISTRIBUTION STANDARD 65-500 r 0 0 SHEET 13 OF 13 JOB 64477125 m0 ,t0 `" REVISION 1 REINFORCING SCHEDULE PER FOUNDATION * �-- MARK QTY. SIZE LENGTH REMARKS MK-1 14 n7 10'-6" STRAIGHT MK-2 2 tt7 7'-0" STRAIGHT 1 '-5" MK-2 ar---IMK-I MK-3 16 tt7 8'-6" STRAIGHT MK-4 2 tt7 S'-3" STRAIGHT MK-5 2 tt7 0'-9" STRAIGHT SEE NOTE �MK-3 0 - MK-6 2 n7 . 1 '-0" STRAIGHT -11 1 '-5" MK-5 • MATERIAL ESTIMATE PER FOUNDATION 8"1'-3" DESCRIPTION QUANTITY o REINFORCING STEEL tt7 • 636 LBS in 1 '-4 O O T CONCRETE 15 SACK) 51 CU. YDS. 9" 4I UI TYPE EB OR BETTER PVC 2 CONDUIT, 90 DEC, 60" R MK-4 4 � 1-.-- 1 2" PVC CONDUIT 5 FT MK-6 2'-0" I'-3" 9'-0" i BACK i ! - PLAN CHAMFER ALL EXPOSED o i ! EDGES AND CORNERS %,, X 45 DEC. FINISHED GRADE LINE - 1'� 1 i 4" o —I ll=Jci- Fl . w•'. i i i • .i'•t �1 to BF- .1j 00 • j llu UMIt= I= IN '. _' I I- = ,� Hum -=if C° FRONT COLD JOINT REBAR i EXTENDING INTO _�2" PVC CONDUIT TO a i ! PAD EXTEND BELOW o CONCRETE ENCASEMENT ELEVATION CONCRETE ENCASEMENT ! TO BE POURED NO HIGHER o THAN BOTTOM OF PAD '" NOTES: 1. CONCRETE SHALL BE IN ACCORDANCE WITH CNP ! ! SPECIFICATION 007-221-01, LATEST REVISION (MINIMUM COMPRESSION IN 28 DAYS, 3000 PSI ). ! ! 2. REINFORCING STEEL SHALL BE INTERMEDIATE GRADE DEFORMED '---- ------------------t BARS IN ACCORDANCE WITH A.S.T.M. SPECIFICATION A-615, GRADE 60, OR BETTER. 3'-O" g'-p�� 3. ALL SPLICES IN REINFORCING SHALL LAP A LENGTH EQUAL 1.. _ TO 24 BAR DIAMETERS. I. 4. ALL DIMENSIONS ON REINFORCING ARE TO THE CENTER OF BARS. 16'-0" 5. CONCRETE SHALL BE THOROUGHLY WORKED AROUND REINFORCING, ANY EMBEDDED FIXTURES AND INTO ALL CORNERS OF FORMS. 6. IF REQUIRED, GROUT SHALL BE A MIXTURE OF I PART CEMENT TO 2 PARTS SAND WITH ENOUGH WATER TO PRODUCE MINIMUM EASEMENT REQUIREMENTS A WORKABLE MIXTURE.7. CONCRETE IS TO BE POURED ONLY WHEN THE ATMOSPHERIC TEMPERATURE IS A MINIMUM 40° F. (5° C. I AND RISING. EQUIPMENT 8. STRIP BACK ALL VEGETATION AND APPROXIMATELY 12" OF TOP SOIL. WEIGHT 43,000 LBS REMOVE ALL LOOSE CLODS AND STONES. BACKFILL AND THOROUGHLY MAXIMUM COMPACT ALL CONDUIT TRENCHES AND HOLES BEFORE CONCRETE IS PLACED. ,9. REINFORCING SHALL HAVE A MINIMUM OF 21/2" CONCRETE COVER. '0. SLOPE PAD 1" FRONT TO BACK. 11. THE SQUARE OPENING IS FOR THE CUSTOMER'S SECONDARY CONDUITS. 12. CNP WILL NOT ALLOW OTHER FACILITIES TO PASS BENEATH HORIZONTALSCLEARANCETSHALLL.BEAMAINTAOINETD BETWEEN 500-5000 KVA PMT CNP PADS AND ALL OTHER FACILITIES. FOUNDATION, 12KV & 35KV 13. THE SECONDARY OPENING IS TO BACKFILLED WITH SAND TO WITHIN 4" OF THE TOP OF THE PAD. BASED ON DISTRIBUTION STANDARD 80-400 (1"b.\, ADDENDUM TO "TERMS AND CONDITIONS TO UNDERGROUND ELECTRIC SERVICE" This Addendum is dated as of the Effective Date (as defined below) and is between CENTERPOINT HOUSTON ELECTRIC, LLC (the "Company") and CITY OF PEARLAND ("Customer"). The Company and Customer are referred to in this Addendum individually as a "Party"and collectively as the"Parties." Customer is the owner and operator of MAX ROAD SPORTS COMPLEX AT 7600 HUGHES RANCH RD. ("Property"). ("Facilities") shall mean any facilities, equipment, cable, or other material referred to in the Agreement installed and owned by the customer or his contractor at 7600 HUGHES RANCH RD. Contemporaneously with the execution of this Addendum, Customer and the Company are entering into THE TERMS AND CONDITIONS TO UNDERGROUND ELECTRIC SERVICE (the "Agreement") under which underground electric service will be provided to the Facility. "Effective Date" means the date that the Agreement is signed, as indicated by the date next to the customer signature on the cover sheet of the Agreement. Because of certain laws and regulations applicable to Customer, the Parties desire to set forth their understanding regarding those laws and regulations and the related allocation of certain risks and liabilities between them. The Parties therefore agree as follows: 1. Applicability. This Addendum is being executed in connection with and will be deemed to be a part of the Agreement. No provision of the Agreement stating that the Agreement contains the entire understanding of the Parties with respect to its subject matter or other provision in the Agreement of the type typically referred to as a"merger clause"will apply to this Addendum. To the extent that the terms and provisions of this Addendum conflict with the terms and provisions of the Agreement, the terms and provisions of this Addendum control. Notwithstanding the execution of this Addendum,the Agreement remains in full force and effect, except as otherwise provided in this Addendum. 2. Customer as Governmental Entity. (a) Customer represents and warrants that it is a governmental entity, and that as a governmental entity it is subject to constitutional and statutory limitations on its ability to be bound by certain terms and conditions of the Agreement,which may include terms and conditions relating to: liens on government property;disclaimers and limitations of warranties; disclaimers and limitations of liability for damages;waivers, disclaimers, and limitations on legal rights,remedies,requirements, commitment of future funding,and processes; limitations of time in which to bring legal action; control of litigation or dispute resolution;indemnities; and confidentiality of information, and to the extent that any provisions of the Agreement, including this Addendum,would violate any such restrictions, the Customer will not be bound by such ti provisions. Anyterms or provisions of this Addendum that are less restrictive than those in the Agreement with respect to Customer's obligations will be null and void and will have no force or effect if the representation and warranty that Customer is a governmental entity is not true or to the extent that the more restrictive term in the Agreement would be enforceable against Customer under Applicable Laws (as defined below). (b) Terms and conditions in the Agreement relating to limitations of the type described in Section 2(a) will only be binding on Customer to the extent they are valid and enforceable under all applicable laws,including all state and federal laws,rules and regulations, the constitutions of the United States and the State of Texas and the laws of the United States and the State of Texas ("Applicable Laws"). 3. Maintenance. Except to the extent expressly set forth in a written agreement between the Parties,the Company will not be required to maintain equipment, cable, or other material that is owned by Customer. Customer acknowledges that it is Customer's sole responsibility to follow the proper administrative or internal procedures to cause its Facilities and any related equipment to be properly maintained. Customer also acknowledges that Company reserves the right, in accordance with Company Tariff, to discontinue service if Customer has failed, or the Company has determined,in its sole discretion, that Customer has failed,to maintain the Property and facilities or any related equipment, cable or other material in a manner that causes or could cause a safety hazard to person or property. 4. Installation. Customer understands that all facilities, equipment, cable and other material referred to in the Agreement must comply with all specifications set forth in said Agreement and the Permanent Easement and/or Right to Pull before the Company installs any equipment or provides electrical service. During the installation of any equipment to be installed by the Company under the Agreement,the Company will use every effort to preserve Customer's landscaping,parking areas, or other facilities. However, any cost that has been quoted to Customer does not include any special replacements or repairs to these items. The Company shall not be responsible for any expenses associated with replacements or repairs to Customer's property, and Customer hereby waives any claims for such expenses that it has or may have against the Company. • 5. INDEMNIFICATION. This indemnity is pursuant to Company's Tariff located on our website at www.centerpointenergy.com. CUSTOMER ASSUMES THE RISK OF AND SHALL INDEMNIFY COMPANY AGAINST DAMAGES FOR INJURIES OR DEATH TO PERSONS OR LOSS TO CUSTOMER'S PROPERTY, OR TO THE PROPERTY OF COMPANY, WHEN OCCASIONED BY ACTIVITIES OF CUSTOMER OR THIRD PARTIES ON CUSTOMER'S PREMISES, RESULTING FROM THE INSTALLATION, EXISTENCE, REPLACEMENT, OR REPAIR OF COMPANY'S UNDERGROUND FACILITIES, AND AS FURTHER PROVIDED IN THE TERMS OF "LIMITS ON LIABILITY," SECTION 5.2 OF COMPANY'S TARIFF. NOTWITHSTANDING ANY OF THE ABOVE, THE PROVISIONS REQUIRING A CUSTOMER TO INDEMNIFY, FULLY PROTECT, OR SAVE COMPANY HARMLESS APPLY TO A GOVERNMENTAL ENTITY AS THIS TERM IS DEFINED IN CHAPTER 2251 OF THE TEXAS GOVERNMENT CODE, TO THE EXTENT OTHERWISE CONSISTENT WITH LAW; PROVIDED, HOWEVER, THAT ANY GOVERNMENTAL ENTITY THAT IS RECEIVING SERVICES UNDER THE AGREEMENT MUST TAKE �' NECESSARY STEPS TO ENSURE THAT THE INDEMNIFICATION REQUIREMENTS OF THIS SECTION DO NOT CREATE A "DEBT" IN VIOLATION OF ARTICLE XI, SECTION 7 OF THE TEXAS CONSTITUTION. SUCH STEPS MAY INCLUDE, BUT ARE NOT NECESSARILY LIMITED TO, A THIRD-PARTY INDEMNIFICATION IN WHICH THE CONTRACTOR PERFORMING THE WORK FOR THE GOVERNMENTAL ENTITY INDEMNIFIES THE COMPANY OR THE ESTABLISHMENT OF A SINKING FUND. SEE BROW V. JEFFERSON COUNTY, 406 S W.2D 185 (TEX. 1966). 6. Further Assurances. If at any time after the date of this Addendum any further action is necessary or appropriate to carry out the purposes of this Addendum, Customer shall use all commercially reasonable efforts to take,or cause to be taken, that action. 7. Assignment. Customer shall not assign any part of its rights or delegate any performance under this Addendum,voluntarily or involuntarily,whether by merger, consolidation, dissolution, operation of law,or any other manner, without the Company's prior written consent. Any purported assignment of rights or delegation of performance in violation of this Section 6 is void and of no effect. 8. Modification; Waiver. No amendment of this Addendum will be effective unless it is in writing and signed by the Parties. No waiver of satisfaction of a condition or nonperformance of an obligation under this Addendum will be effective unless it is in writing and signed by the Party granting the waiver, and no such waiver will constitute a waiver of satisfaction of any other condition or nonperformance of any other obligation. To be valid, any document signed by a Party in accordance with this Section 7 must be signed by an officer or other representative of that Party authorized to do so. In addition,nothing in this Addendum or the Agreement shall be construed as a waiver or relinquishment by the Company of any right that it has or may have hereafter to discontinue service for or on account of default in the performance of Customer's obligations under this Addendum or the Agreement,including payment of any bill owing or to become owing thereafter,or for any other reason or cause stated in the Company's Tariff. [The remainder of this page has been intentionally left blank] The Parties are signing this Addendum as of the Effective Date. COMPANY: CENTERPOINT ENERGY HOUSTON ELECTRIC, LLC By: Name: Roland E. Deike,Jr.,P.E. Title: Engineering Manager CUSTOMER: CITY OF PEARLAND By signing this Addendum, the person purporting to sign this Addendum on behalf of Customer is representing and warranting to the Company that the person has the legal authority to bind Customer and has been duly authorized by Customer to sign and deliver this Addendum to the Company. i) By: Name: Title: '1 J 'I•CLN Jul' • Last edited July 13,2011 SECTION 26 56 68— EXTERIOR ATHLETIC LIGHTING ,,.. PART 1 —GENERAL 1.1 SUMMARY A. Work covered by this section of the specifications shall conform to the contract documents, engineering plans as well as state and local codes. B. The purpose of these specifications is to define the performance and design standards for Max Road Sports Complex located in Pearland. TX. The manufacturer contractor shall supply lighting equipment to meet or exceed the standards set forth in these specifications. C. The lighting will be for the following areas: 1. Soccer Fields 1 -3 D. The primary goals of this sports lighting project are: 1. Guaranteed Light Levels: Selection of appropriate light levels impact the safety of the players and the enjoyment of spectators. Therefore light levels are guaranteed for a period of 25 years. 2. Life-cycle Cost: In order to reduce the operating budget, the preferred lighting system shall be energy efficient and cost effective to operate. All maintenance costs shall be eliminated, and the fields shall be proactively monitored to detect fixture outages over a 25 year life-cycle. To allow for optimized use of labor resources and avoid unneeded operation of the facility, customer requires a remote onioff control system for the lighting system. 3. Control and Monitoring:To allow for optimized use of labor resources and avoid unneeded operation of the facility, customer requires a remote on/off control system for the lighting system. Fields should be proactively monitored to detect fixture outages over a 25 year life- cycle. 1.2 LIGHTING PERFORMANCE A. Performance Requirements: Playing surfaces shall be lit to an average constant light level and uniformity as specified in the chart below. Light levels shall be held constant for 25 years. Lighting calculations shall be developed and field measurements taken on the grid spacing with the minimum number of grid points specified below. Average illumination level shall be measured in accordance with the IESNA LM-5-04. Light levels shall be guaranteed from the first 100 hours of operation for the maximum warranty period. Average Maximum to Area of Lighting Constant Light Minimum Grid Points Grid Spacing Levels Uniformity Ratio Soccer 1 - 3 30 footcandles I 2.0:1.0 60 30' x 30' 1. Lumen maintenance control strategy: A constant light system shall use automatic power adjustments to achieve a lumen maintenance control strategy as described in the IESNA Lighting Handbook 10th Edition. Lighting Controls Section, page 16-8: "Lumen maintenance involves adjusting lamp output over time to maintain constant light output as lamps age, and dirt accumulation reduces luminaire output. With lumen maintenance control, either lamps are dimmed when new. or the lamp's current is increased as the system ages." 2. Independent Test Report: Manufacturers bidding any form of a constant light system must provide an independent test report certifying the system meets the lumen maintenance control strategy above and verifying the field performance of the system for the duration of the useful life of the lamp based on lamp replacement hours. Report shall be signed by a licensed professional engineer with outdoor lighting experience. If report is not provided at least 10 days prior to bid opening, the manufacturer shall provide the initial and maintained designs. 3. Project References: Manufacturers bidding any form of a constant light system must provide a minimum of five (5) project references within the state of Texas that have been completed within the last calendar year utilizing this exact technology. Manufacturer will include project name. project city, and it requested, contact name and contact phone number for each reference. Page 1 M-1279-enUS-17 1/4 WARRANTY AND GUARANTEE A. 25'Yoar Warranty Sports Lighting Fixtures: Each manufacturer shall supply a signed warranty — l covering the entire system for 25 years OR for the maximurn hours of coverage based on the —'� estimated annual usage. whichever occurs first. Warranty shall guarantee light levels-, lamp replacernents; systern energy consumption: monitoring, maintenance and control services, spill light control, and structural integrity. k4anufacturo/shall maintain speci(|caUy'fundodhnanoia| reserves to ooauna fulfillment of the warranty for the h/U 0ann Warranty may exclude fuses, storm damage, vandalism, abuse and uoau1horized repairs oralterations. Group lamp replacements for constant light systems must occur in accordance with the independent test i eport provided by the manufacturer, alternate systems must re|amp every 3OOU hours, 1.5 DELIVERY TIMING A. Equipment On-Site: The equipment must be on-site 4'6 weeks from receipt ofapproved submittals and receipt ofoomp|ote order information. 1.6 APPROVED PRODUCT A. K4usco'u Green Generation LiUhtiny8Bsports lighting system is the approved product. Design Submittal Data Checklist will be provided by K4uocu following bid to owner/engineer. PART 3—PRODUCT 2.1 LIGHTING SYSTEM CONSTRUCTION A. System Description: Lighting system shall consist of the YoUovving� 1� Galvanized steel poles and omssaxnassembly �0' / 2� Pre-stressed concrete base embedded in concrete backfill allowed to cure for 12-24 hours before pole stress is applied. Alternate may be an anchor bolt foundation designed such that the steel pole and any exposed steel portion of the foundation is located a minimum of 18 inches above final grade. The concrete for anchor bolt foundations shall be allowed to cure for a minimum of 28 days before the pole o1/eno is applied. 3 All luminaires shall bo constructed with a die-cast aluminum housing or external hail shroud to protect the |uminoire reflector system. 4. Manufacturer will remote all ballasts and supporting electrical equipment in aluminum enclosures mounted approximately 10' above grade. The enclosures shall include ballast, capacitor and touch-safe fusing to indicate when a fLJSe is to be replaced for each luminaire. Safety disconnect per circuit for each pole structure will be located in the ann|uoura. S. Wire harness complete with on abrasion protection s|oevo, strain relief and plug-in connections for fast, trouble-free installation. G. Controls and Monitoring Cabinet to provide on-off control and monitoring of the lighting system. constructed of NEMA Type 4 aluminum, Communication method shall be provided by manufacturer. Cabinet shail contain custom configured contactor modules for 30, 60, and 100 amps, labeled to match field diagrams and electrical design. Manual O#'Qn'AuUa ao|oo0o, switches shall beprovided B. ManufmcturingRequiremento� All components shall be designed and manufactured aaosystem. All |uminoirea, wire harnesses, ballast and other onc|ooureashoU be factory assembled, aimed, wired and tested. ' l Page M'1279'enuG'17 PART 3—EXECUTION 3.1 FIELD QUALITY CONTROL_ A. Illumination Measurements: Upon substantial completion of the project and in the presence of the Contractor, Project Engineer, Owners Representative, and Manufacturer's Representative, illumination measurements shall be taken and verified. The illumination measurements shall be conducted in accordance with IESNA LM-5-04. B. Correcting Non-Conformance: If, in the opinion of the Owner or his appointed Representative, the actual performance levels including footcandles, uniformity ratios, and maximum kilowatt consumptions are not in conformance with the requirements of the performance specifications and submitted information, the Manufacturer shall be liable to any or all of the following: 1. Manufacturer shall at his expense provide and install any necessary additional fixtures to meet the minimum lighting standards. The Manufacturer shall also either replace the existing poles to meet the new wind load (EPA) requirements or verify by certification by a licensed structural engineer that the existing poles will withstand the additional wind load. 2. Manufacturer shall minimize the Owner's additional long term fixture maintenance and energy consumption costs created by the additional fixtures by reimbursing the Owner the amount of $1,000.00 (one thousand dollars) for each additional fixture required. 3. Manufacturer shall remove the entire unacceptable lighting system and install a new lighting system to meet the specifications. Page 5 M-1279-enUS-17 4 yr^ Y Z ', - _ .. .F� A ���tt! t - Y T Y _,t - _ pro r- r I Poletopluminare I[ rr �x assembly :*�4 { �' II II II I ! y Y I i -' I t I • Galvanized steel pinta ° r [--. Electrical cG+nponarnts. enclosure 1 I 4 m-IVI Ma I _ Ground level — — • —-- (¢0o mn1) � Precast concrete base I-3 i J • i. 1' Masco t,lght-Structure 5ystaajm ire. „� IiJIT GI I! (5)melt halide Gruen Generation'"'luminaires f nt