HomeMy WebLinkAboutR2003-0017 02-10-03 RESOLUTION NO. R2003-17
A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF PEARLAND,
TEXAS, AWARDING A BID FOR CONSTRUCTION OF THE HARKEY
ROAD WATER LINE.
BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF PEARLAND, TEXAS:
Section 1. That the City opened bids for construction of the Harkey Road water
line, and such bids have been reviewed and tabulated.
Section 2. That the City Council hereby awards the bid to Haddock Construction
in the amount of $456,444.50.
Section 3. The City Manager or his designee is hereby authorized to execute a
contract for construction of the Harkey Road water line.
PASSED, APPROVED and ADOPTED this the 10th day of February ,
A.D., 2OO3.
ATTEST:
APPROVED AS TO FORM:
DARRIN M. COKER
CITY ATTORNEY
TOM REID
MAYOR
BID PROPOSAL
organized and existing under the laws of the State of Texas/a partnership consisting of' , for the construction of':
HARKEY ROAD
16" WATER MAIN
City of Pearland, Texas
COP PN: B2002~032
(Submit itl Duplicate)
To:
The Honorable Mayor and City Council of Pearland
City of Pearland
3519 Liberty Drive
Pearland, TX 77581
Pursuant to tile published invitation to Bid, thc undersigned bidder hereby proposed to do all the work'
and furnish all necessary superintendence, labor, machinery, equipment, tools and materials, and
whatever else may be necessary to complete all tile work included under tile General Contract for the
construction of thc Harkcy Road 16" Water Main as shown on tile plans with all related appurtenances.
complete, tested and operational, in accordance with thc plans, and specifications prepared by thc
Engineer, JKC & Associates, Inc., League City, Texas, under thc City of Pearland's inspection for thc
unit prices set forth on the attached bid sheet which bears our signature for identification. It is
understood that, in the event any changes are ordered on any part of the work, the unit prices bid shall
apply as additions to or deductions fi'om the total prices for the parts of the work so changed.
The bidder binds himself upon acceptance of his proposal to execute a contract and furnish performance
bond and payment bond each in the amount of one hundred percent (I 00%) of the total cOntract price,
according to the specified forms, for performing and Completing the said work within thc time stated.
The undersigned bidder agrees to commence work within ten (I0) days after thc date of a written notice
to commence work. It is understood that the work is to be substantially complete within ninety (90)
calendar days and completed artd ready for final payment within one hundred twenty (120) calendar
days. Time for completion shall begin on the date established by the notice to commence work.
Page 1 of 4
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It is agreed that the contract price may be increased or decreased to cover work added or deleted by
order of the Engineer, in accordance with the provisions of the General Conditions of Agreement.
The urtdersigned agrees that the an'tounts bid in this proposal will not be witlidrav,,n or modified for sixty
· (60) days following date of bid opening.'
It is understood that in the event the successful bidder fails to enter into the Contract within fi fleen (15)
days of the Notice of Award and fails to fi~rnish a Performance Bond and Payment Bond in the amount
of one lmndred (100) percent of the Contract for all parts of the work, the successful bidder will forfeit
the Bid security as provided in the Specifications submitted with his bid proposal.
The following Addenda have been received. The modifications to the Bid documents noted therein have
been considered and all costs thereto are included in the Bid price.
!/ Dated: /-~-~),.,q' Addendum No. Dated:
Addendum No.
Addendum No. Dated: Addendum No. Dated:
Addendum No. Dated: Addendum No. Dated:
Firm Name:
Contact:
Address:
Phone No.:
FAX No.:
77£
ATTEST:
Signature:
Printed Name:
Title: ~)~ .
(Seal, if Bidder is a Corporation)
END OF BID FORM
Page 4 of 4
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01/13/2003 13:15 2913322466
JKC ASSOCIATES PAGE 03
Associates, lac.
Civil and Environmental entices
13 January, 2003
Mr. Joe Wertz
City of Pearland
3519 Liberty Drive
Pearland, TX 77581
RE: Contractor Selection Recommendation
Harkey Road 1.6" Waterline (RFP No.: 2002-032)
Dear Joe,
After reviewing the seven (7) bid submittals for the referenced project, JKC recomm,nds
that the City consider extending a contract to Haddock Construction Co., Inc for the
corrected bid amount of $456,444 50. (Note: Haddock's original bid submittal of
S432,444.50 had a math error on the Safety End Treatment line item of S24,000 which
was corrected by JKC)
Haddock Construction a as the low bidder on this project, and has a satisfactory record of
work on City of Pearland projects. JKC has worked with Haddock Construction on City
of Pearland utility projects and on several private sector construction projects in the 2rea,
and we believe they have the means and experience to provide these improvements in a
timely and cost effective manner.
Please do not hesitate to call me at (281) 332-1120 if you have any questions, comments
or concerns.
Sincerely,
JKC & Associates, Inc.
Jason Christian, P.E.
File O1.0701
JAN 13 2223 12:13
2813322466 PAGE.03
Exhibit "A"
ResoIu on No. R20034 7
•
ORIGINAL
CONTRACT DOCUMENTS
and
TECHNICAL SPECIFICATIONS
for
HARKEY ROAD
16" WATER MAIN
CITY OF PEARLAND
BRAZORIA COUNTY, TEXAS
COP PN: B2002 032
`Associate, Inc.
Civil and Environmental Services
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16
CONTRACT DOCUMENTS
and
TECHNICAL SPECIFICATIONS
for
HARKEY ROAD
16" WATER MAIN
CITY OF PEARLAND
BRAZORIA COUNTY, TEXAS
COP P N : B2002-032
PREPARED BY•
Associates, Inc.
Civil and Environmental Services
JKC & Associates, Inc.
909B West Main Street
League City, TX 77573
PREPARED FOR:
CITY OF PEARLAND
PUBLIC WORKS DEPARTMENT
April, 2002
CITY OF PEARLAND
BIDDING DOCUMENTS
CITY OF PEARLAND
BRAZORIA COUNTY, TEXAS
BIDDING DOCUMENTS
HARKEY ROAD
16" WATER MAIN
COP PN: B20021-032
BID FORMS
TABLE OF CONTENTS
No. of
Pages
Invitation to Bidders 2
Bid Proposal 4
INVITATION TO BIDDERS
CITY OF PEARLAND, TEXAS
BID No.: B2002-032
Sealed bids will be received, in duplicate, referencing the following project in the office
of the Purchasing Officer, the City of Pearland, City Hall located at 3519 Liberty Drive,
Pearland, Texas 77581 until 4:00 p.m., January 2, 2003, at which time they will be
publicly opened and read aloud for the construction of:
HARKEY ROAD
16" WATER MAIN
City of Pearland, Texas
COP PN: B2002-032
A non -mandatory pre -bid conference will be held at the City of Pearland Public Works
Department Offices located at 3501 East Orange Street, Pearland, Texas 77581 at 4:00
p.m. on December 18, 2002.
The project will entail construction of approximately 6,000 feet of 16" water main by
open cut and trenchless construction methods with all required appurtenances as shown
on the construction drawings by JKC & Associates, Inc. The project site is located along
Harkey Road between Fite and Cottonwood (Key Map 614-Q U & Y).
Information and Bid Documents: Copies of Contract Documents and Technical
Specifications and Plans are on file at the following locations for review:
City of Pearland
City Hall
3519 Liberty Drive
Pearland, Texas 77581
(281) 652-1600
The Associated General Contractors of America, Inc. (713) 843-3700
3825 Dacoma
Houston, TX 77092
Associated Builders & Contractors of Greater Houston (713) 523-6222
3910 Kirby, Suite 320
Houston, TX 77098
Dodge Reports (713) 529-4895
4101 Greenbriar, Suite 320
Houston, TX 77098
Bidders may obtain a complete set of the Contract Documents, Technical Specifications
and Plans from the office of the Engineer, JKC & Associates, Inc., 909B West Main
Street, League City, Texas 77573 (281) 332-1120 upon request and payment in the
amount of seventy-five dollars ($75.00) per set. The amount of the plan fee will NOT be
refunded.
No bid may be withdrawn or terminated for a period of sixty (60) days subsequent to the
bid opening date without the consent of the City of Pearland.
Bonds: Bidder's Bond in the form of Cashier's Check or Certified Check payable to the
City of Pearland in the amount of 5% of the total base bid price must accompany each
proposal. The successful bidders must furnish Performance and Payment Bonds as
required by law (Article 5160 Vernon's Texas Civil Statutes, as amended) upon an
acceptable form in the amount of one hundred percent (100%) of the contract price, such
bonds to be executed by a corporate surety duly authorized to do business in the State of
Texas, and named in the current list of "Treasury Department Circular No. 570", payable
to the City of Pearland, Texas.
Equal Opportunity in Employment: All qualified applicants will receive consideration
for employment without regard to race, color, religion, sex, or national origin.
The City of Pearland reserves the right to reject any or all bids, or to accept any bid
deemed advantageous to the City of Pearland.
Gordon Island
Purchasing Officer Date
Date:
BID PROPOSAL
Bid of . An individual proprietorship/a corporation
organized and existing under the laws of the State of Texas/a partnership consisting of
for the construction of:
HARKEY ROAD
16" WATER MAIN
City of Pearland, Texas
COP PN: B2002-032
(Submit in Duplicate)
To: The Honorable Mayor and City Council of Pearland
City of Pearland
3519 Liberty Drive
Pearland, TX 77581
Pursuant to the published invitation to Bid, the undersigned bidder hereby proposed to do all the work
and furnish all necessary superintendence, labor machinery, equipment, tools and materials, and
whatever else may be necessary to complete all the work included under the General Contract for the
construction of the Harkey Road 16" Water Main as shown on the plans with all related appurtenances,
complete, tested and operational, in accordance with the plans and specifications prepared by the
Engineer, JKC & Associates Inc , League City Texas, under the City of Pearland's inspection for the
unit prices set forth on the attached bid sheet which bears our signature for identification. It is
understood that, in the event any changes are ordered on any part of the work, the unit prices bid shall
apply as additions to or deductions from the total prices for the parts of the work so changed.
The bidder binds himself upon acceptance of his proposal to execute a contract and furnish performance
bond and payment bond each in the amount of one hundred percent (100%) of the total contract price,
according to the specified fouls, for performing and completing the said work within the time stated.
The undersigned bidder agrees to commence work within ten (10) days after the date of a written notice
to commence work. It is understood that the work is to be substantially complete within ninety (90)
calendar days and completed and ready for final payment within one hundred twenty (120) calendar
days. Time for completion shall begin on the date established by the notice to commence work.
Page 1 of 4
B2002-032
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16" Gate Valves w/ boxes
12" Gate Valves w/ boxes
10" Gate Valves w/ boxes
8" Gate Valves w/ boxes
blies
16" PVC Waterline with fittings (open cut)
16" PVC Waterline (auger)
16" Waterline w/ fittings (welded steel)
12" PVC Waterline w/ fittings (open cut)
12" PVC Waterline w/ fittings (auger)
10" PVC Waterline w/ fittings (open cut)
bination Air/Vacuum Valve
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It is agreed that the contract price may be increased or decreased to cover work added or deleted by
order of the Engineer, in accordance with the provisions of the General Conditions of Agreement.
The undersigned agrees that the amounts bid in this proposal will not be withdrawn or modified for sixty
(60) days following date of bid opening.
It is understood that in the event the successful bidder fails to enter into the Contract within fifteen (15)
days of the Notice of Award and fails to furnish a Performance Bond and Payment Bond in the amount
of one hundred (100) percent of the Contract for all parts of the work, the successful bidder will forfeit
the Bid security as provided in the Specifications submitted with his bid proposal.
The following Addenda have been received. The modifications to the Bid documents noted therein have
been considered and all costs thereto are included in the Bid price.
Addendum No. Dated: Addendum No. Dated:
Addendum No. Dated: Addendum No. Dated:
Addendum No. Dated: Addendum No. Dated:.
Firm Name.
Contact:
Address:
Phone No.:
FAX No.:
ATTEST:
Date:
Signature:
Printed Name:
Title:
END OF BID FORM
(Seal, if Bidder is a Corporation)
Page 4 of 4
CITY OF PEARLAND
CONTRACT DOCUMENTS
CITY OF PEARLAND
BRAZORIA COUNTY, TEXAS
HARKEY ROAD 16" WATER MAIN
COP PN: B2002-032
TABLE OF CONTENTS
CONTRACT DOCUMENT
No. of Pages
00500 Standard Form of Agreement 7
00610 Performance Bond 2
00620 Payment Bond 2
00700 General Conditions 30
1.0 Definitions and Interpretations
1.01 Owner, Contractor and Engineer 1
1.02 Contract Documents 1
1.03 Subcontractor 1
1.04 Written Notice 1
1.05 Work 2
1.06 Extra Work 2
1.07 Working Day 2
1.08 Calender Day 2
1.09 Substantially Completed 2
1.10 Interpretation of Words and Phrases 2
1.11 Referenced Standards 3
1.12 Special Conditions 3
2.0 Rights and Responsibilities of the Owner
2.01 Adequacy of Design 3
2.02 Right of Entry 3
2.03 Ownership of Drawings 3
2.04 Changes and Alterations 3
2.05 Damages 4
3.0 Rights and Responsibilities of the Engineer
3.01 Owner -Engineer Relationship 4
3.02 Keeping of Plans and Specifications Accessible 4
3.03 Preliminary Approval 5
3.04 Inspection by Engineer 5
CONTRACT TOC - i
CITY OF PEARLAND
CONTRACT DOCUMENTS
3.05 Determination of Questions and Disputes 6
3.06 Objections 6
3.07 Recommendation of Payment 6
4.0 Rights and Responsibilities of the Contractor
4.01 Independent Contractor 7
4.02 Contractor's Understanding _.._..__ 7
4.03 Laws and Ordinances _ 7
4.04 Assignment and Subletting 8
4.05 Performance and Payment Bonds 8
4.06 Insurance 8
4.07 Certificate of Insurance 10
4.08 Permits and Fees 10
4.09 Texas State Sales Tax 11
4.10 Contractor's Duty and Superintendence 11
4.11 Character of Workers 11
4.12 Labor, Equipment, Materials, Construction Plant
and Buildings 11
4.13 Sanitation 12
4.14 Cleaning and Maintenance 12
4.15 Performance of Work 12
4.16 Right of Owner to Modify Methods and
Equipment 12
4.17 Layout of Work 12
4.18 Shop Drawings 13
4.19 Engineer -Contractor Relationship; Observations 13
4.20 Observation and Testing 14
4.21 Defects and Their Remedies 14
4.22 Liability for Proper Performance 15
4.23 Protection Against Accident To Employees and
the Public 15
4.24 Protection of Adjoining Property 16
4.25 Protection against Claims of Subcontractors,
Laborers, Materialmen and Furnishers of
Machinery and Supplies 16
4.26 Protection Against Royalties or Patented
Ins ention 17
4.27 Indemnification 17
4.28 Losses From Natural Causes 18
4.29 Guarantee 18
5.0 Prosecution and Progress
5.01 Time and Order of Completion 18
5.02 Extension of Time 19
5.03 Hindrances and Delays 19
5.04 Liquidated Damages for Delay 19
CONTRACT TOC - ii
CITY OF PEARLAND
CONTRACT DOCUMENTS
00700-A
00700-B
00800
6.0 Measurement and Payment
6.01 Discrepancies and Omissions 20
6.02 Quantities and Measurements 20
6.03 Estimated Quantities 21
6.04 Price of Work 21
6.05 Payments 21
6.06 Partial Payments 21
6.07 Use of Completed Portions 22
6.08 Final Completion and Acceptance 23
6.09 Final Payment 23
6.10 Correction of Work Before Final Payment 24
6.11 Correction of Work After Final Payment 24
6.12 Payments Withheld 24
6.13 Delayed Payments 25
7.0 Extra Work and Claims
7.01 Change Orders 25
7.02 Minor Changes 25
7.03 Extra Work 26
7.04 Time of Filing Claims 27
8.0 Abandonment of Contract
8.01 Abandonment by Contractor 28
8.02 Abandonment by Owner 29
9.0 Arbitration
9.01 Arbitration 30
Attachment No. 1 to General Conditions 4
Attachment No. 2 to General Conditions 7
Special Conditions
00811 Wage Scale for Engineering Construction
2
CONTRACT TOC - iii
CITY OF PEARLAND
STANDARD FORM OF AGREEMENT
SECTION 00500
STANDARD FORM OF AGREEMENT
1
THIS AGREEMENT is dated as of the .day of February in the year 2003 by and between City of
Pearland (hereinafter called OWNER) and Haddock Construction Co., Inc (hereinafter called
CONTRACTOR).
OWNER and CONTRACTOR, in consideration of the mutual covenants hereinafter set forth, agree
as follows:
Article 1. WORK
CONTRACTOR shall complete all Work as specified or indicated in the Contract
Documents. The Work is generally described as follows:
HARKEY ROAD 16" WATER MAIN
COP PN: B2002-032
Pearland, Brazoria County, Texas
Article 2. ENGINEER
The Work has been designed by JKC & Associates, Inc. who is hereinafter called
ENGINEER and who is to act as OWNER s representative, assume all duties and
responsibilities and have the rights and authority assigned to ENGINEER in the Contract
Documents in connection with completion of the Work in accordance with the Contract
Documents.
Article 3. CONTRACT TIME
3.1 The Work will be substantially completed within ninety (90) calendar days
(including weekends and holidays) from the date when the Contract Time commences
to run as provided in paragraph 5.01 of the General Conditions (as revised in the
Special Conditions if applicable), and completed and ready for final payment within
one hundred twenty (120) days from the date when the Contract Time commences
to run. No work will be allowed on Sundays.
3.2 Liquidated Damages. OWNER and CONTRACTOR recognize that time is of the
essence of this Agreement and that OWNER will suffer financial loss if the Work is
not completed within the times specified in paragraph 3.1 above, plus any extensions
thereof allowed in accordance with Article 12 of the General conditions. They also
recognize the delays, expense and difficulties involved in proving in a legal or
arbitration proceeding the actual loss suffered by OWNER if the Work is not
completed on time. Accordingly, instead of requiring any such proof, OWNER and
4/00 00500-1
CITY OF PEARLAND
STANDARD FORM OF AGREEMENT
CONTRACTOR agree that as liquidated damages for delay (but not as a penalty)
CONTRACTOR shall pay OWNER two hundred dollars ($200.00) for each day that
expires after the time specified in paragraph 3.1 for Substantial Completion until the
Work is substantially complete. After Substantial Completion, if CONTRACTOR
shall neglect, refuse or fail to complete the remaining Work within the Contract Time
or any proper extension hereof granted by OWNER, CONTRACTOR shall pay
OWNER one hundred dollars ($100.00) for each day that expires after the time
specified in paragraph 3.1 for completion and readiness for final payment.
3.3 Inspection Time. Working hours for the Pearland Inspection personnel are from 7:30
a.m. to 4:30 p.m., Monday through Friday, excluding City approved holidays. The
Contractor shall notify the OWNER of any required overtime work at least 48 hours
in advance and shall pay the overtime wages for the required City inspections.
Article 4. CONTRACT PRICE
4.1 OWNER shall pay CONTRACTOR for completion of the Work in accordance with
the Contract Documents in current funds as follows:
For all Unit Price Work, an amount equal to the sum of the established unit price for
each separately identified item of Unit Price Work times the actual quantity installed
of that item as indicated in this paragraph.
UNIT PRICE WORK
Item
Description
Mobilization
Traffic Control and Regulation
Stormwater Pollution Prevention
Clearing & Grubbing
Seeding & Fertilizing
Tree Protection
5" to 8" Dia Tree Relocation
Payment Performance & Maintenance Bond
16" Gate Valves with Boxes
12" Gate Valves with Boxes
10" Gate Valves with Boxes
8" Gate Valves with Boxes
Fire Hydrant Assemblies
16' PVC Waterline with fittings (open cut)
16' PVC Waterline (auger)
16' Waterline with finings (welded steel)
12' PVC Waterline with fittings (open cut)
12' PVC Waterline with fittings (auger)
10' PVC Waterline with fittings (open cut)
8" PVC Waterline with fittings (open cut)
8" PVC Waterline (auger)
4/00
Item
Quantity
1
1
1
0.5
2.6
1
6
1
7
1
1
6
11
3,989
1,792
100
47
43
14
373
205
Units
LS
LS
LS
AC
AC
LS
EA
LS
EA
EA
EA
EA
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LF
LF
LF
LF
LF
LF
LF
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Unit
Price
3,000.00
3,000.00
1,200.00
1,500.00
1,500.00
20,000.00
300.00
10,547.00
3,320.00
1,320.00
1,170.00
850.00
2,100.00
35.50
61.00
130.50
26.00
53.00
22.75
20.50
48.50
Total
Price
3,000.00
3,000.00
1,200.00
750.00
3,900.00
20,000.00
1,800.00
10,547.00
23,240.00
1,320.00
1,170.00
5,100.00
23,100.00
149,100.00
109,312.00
13,050.00
1,222.00
2,279.00
318.50
7,646.50
9,942.50
00500-2
CITY OF PEARLAND
STANDARD FORM OF AGREEMENT
Item
Description
3" Combination AirNacuum Valve
Water Tie-in with Existing Line
Remove & Replace Asphalt Pavement
Remove & Replace Gravel Pavement
24" RCP Culvert (type III Tongue & Groove)
24" Safety End Treatments
Type A Storm Inlets
Concrete Bridge Piers
Pipe Safety Guards
Total of all work items:
Four hundred fifty-six thousand,
EXTRA PAY ITEMS
four
Item
Quantity
1
3
163
48
399
14
2
2
2
hundred
Units
EA
EA
SY
SY
LF
EA
EA
EA
EA
Unit
Price
1,500.00
700.00
20.00
30.00
53.00
2,000.00
2,300.00
1,200.00
500.00
forty-four
and
Total
Price
1,500.00
2,100.00
3,260.00
1,440.00
21,147.00
28,000.00
4,600.00
2,400.00
1,000.00
50/100 (Dollars)
$ 456,444.50
Item Description
Trench Dewatering
Extra Structural Backfill
Extra Crushed Concrete or Stone for Wet Trench
Extra Stabilized Sand
Overexcavation
Units
LF
CY
CY
CY
CY
Unit Price
20.00
6.00
45.00
25.00
4.00
Article 5. PAYMENT PROCEDURES
4/00
CONTRACTOR shall submit Applications for Payment in accordance with Section 6.0
"Measurement and Payment' of the General Conditions. Application for Payment will be
processed by ENGINEER as provided in the General Conditions.
5.1 Progress Payments. OWNER shall make progress payments on account of the
Contract Price on the basis of CONTRACTOR's Application for Payment as
recommended by ENGINEER as provided below. All progress payments will be on
the basis of the progress of the Work measured by the schedule of values established
in Section 6.0 "Measurement and Payment" of the General Conditions.
5.1.1 Prior to Substantial Completion, progress payments will be made in an
amount equal to the percentage of Work complete, but, in each case less the
aggregate of payments previously made and less such amounts as ENGINEER
shall determine, or OWNER may withhold, in accordance with the General
00500-3
CITY OF PEARLAND
STANDARD FORM OF AGREEMENT
Conditions. The OWNER shall make payment within 30 days of receipt of
invoice by the ENGINEER.
5.1.2 Each partial payment shall be less retainage as specified in Paragraph 6.06 of
the General Conditions, and further less all previous payments and all further
sums that may be retained by the OWNER under the terms of this Agreement.
It is understood, however, that in case the whole work be near to completion
and some unexpected and unusual delay occurs due to no fault or neglect on
the part of the CONTRACTOR the OWNER may upon written
recommendation of the ENGINEER pay a reasonable and equitable portion of
the retained percentage to the CONTRACTOR, or the CONTRACTOR at the
OWNER's option, may be relieved of the obligation to fully complete the
Work and, thereupon, the CONTRACTOR shall receive payment of the
balance due him under the contract subject only to the conditions stated under
`Final Payment."
5.2 Final Payment. Upon final completion and acceptance of the Work in accordance
with paragraph 6.09 of the General Conditions, OWNER shall pay the remainder of
the Contract Price as recommended by ENGINEER as provided in said paragraph
6.09.
Article 6. INTEREST
Not applicable.
Article 7. CONTRACTOR'S REPRESENTATIONS
In order to induce OWNER to enter into this Agreement CONTRACTOR makes the
following representations:
7.1 CONTRACTOR has familiarized himself with the nature and extent of the contract
documents, Work, site, locality, and all local conditions and Laws and Regulations
that in any manner may affect cost, progress, performance or furnishing of the Work.
7.2 CONTRACTOR has studied carefully all reports of explorations and tests of
subsurface conditions and drawings of physical conditions. Such technical reports
and drawings are not Contract Documents.
7.3 CONTRACTOR has obtained and carefully studied (or assumes responsibility for
obtaining and carefully studying) all such examinations, investigations, explorations,
tests, reports, and studies (in addition to or to supplement those referred to in
paragraphs 7.2 above) which pertain to the subsurface or physical conditions at or
contiguous to the site or otherwise may affect the cost, progress, performance of
furnishing of the Work as CONTRACTOR considers necessary for the performance
of furnishing of the Work at the Contract Price, within the Contract Time and in
4/00 00500-4
CITY OF PEARLAND
STANDARD FORM OF AGREEMENT
accordance with the other terms and conditions of the Contract Documents; and no
additional examinations, investigations, explorations, tests, reports, and studies or
similar information or data are or will be required by CONTRACTOR for such
purposes.
7.4 CONTRACTOR has reviewed and checked all information and data shown or
indicated on the Contract documents with respect to existing Underground Facilities
at or contiguous to the site and assumes responsibility for the accurate location of said
Underground Facilities. No additional examinations, investigations, explorations,
tests reports, studies or similar information or data in respect of said Underground
Facilities are or will be required by CONTRACTOR in order to perform and furnish
the Work at the Contract Price within the Contract Time and in accordance with the
other terms and conditions of the Contract Documents.
7.5 CONTRACTOR has correlated the results of all such observations, examinations,
investigations, explorations, tests, reports and studies with the terms and conditions of
the Contract Documents.
7.6 CONTRACTOR has given ENGINEER written notice of all conflicts, errors or
discrepancies that they have discovered in the Contract Documents and the written
resolution thereof by ENGINEER is acceptable to CONTRACTOR.
Article 8. CONTRACT DOCUMENTS
The Contract Documents which comprise the entire agreement between OWNER and
CONTRACTOR concerning the Work consist of the following:
8.1 This Agreement (Section 00500).
8.2 Performance and other Bonds (Sections 00610 and 00620).
8.3 General Conditions (Section 00700).
8.4 Supplementary Conditions (Section 00800).
8.5 Drawings, consisting of sheets numbered 1 through 15 inclusive with attachments
with each sheet bearing the following general title:
Harkey Road 16" Water Main
8.6 CONTRACTOR's Bid (Instructions to Bidders and completed Bid Form).
8.7 Documentation submitted by CONTRACTOR prior to Notice of Award.
4/00 00500-5
CITY OF PEARLAND
STANDARD FORM OF AGREEMENT
8.8 The following which may be delivered or issued after the Effective Date of the
Agreement and are not attached hereto: All Written Amendments and other
documents amending, modifying, or supplementing the Contract Documents.
There are no contract Documents other than those listed above in this Article 8. The
Contract Documents may only be amended, modified or supplemented as provided in the
General Conditions.
Article 9. MISCELLANEOUS
9.1 Terms used in this Agreement which are defined in Section 1, "Definitions and
Interpretations" of the General Conditions will have the meanings indicated in the
General Conditions.
9.2 No assignment by a party hereto of any rights under or interests in the Contract
Documents will be binding on another party hereto without the written consent of the
party sought to be bound; and specifically but without limitation moneys that may
become due and moneys that are due may not be assigned without such consent
(expect to the extent that the effect of this restriction may be limited by law), and
unless specifically stated to the contrary in any written consent to an assignment, no
assignment will release or discharge the assignor from any duty or responsibility
under the Contract Documents.
9.3 OWNER and CONTRACTOR each binds itself, its partners, successors, assigns and
legal representative to the other party hereto, its partners, successors, assigns and
legal representatives in respect of all covenants, agreements and obligations contained
m the Contract Documents.
9.4 CONTRACTOR agrees to warranty the Work for a period of one (1) year from final
completion against defects in materials and workmanship CONTRACTOR agrees to
repair or replace any defective work within this warranty period in an expeditious
manner at no additional cost to OWNER.
9.5 The Work will be completed according to the Contract Documents and in accordance
with codes, ordinances and construction standards of the City of Pearland.
IN WITNESS WHEREOF, OWNER and CONTRACTOR have signed this Agreement in duplicate.
One counterpart each has been delivered to OWNER and one to CONTRACTOR. All portions of
the Contract Documents have been signed or identified by OWNER and CONTRACTOR.
4/00 00500-6
CITY OF PEARLAND
STANDARD FORM OF AGREEMENT
This Agreement will be effective on
OWNER
1rr ,r
By:
ATTEST
Address
NC% �F RR_A'V0 "O
0
U
0
giving notices
o
Phone:
Fax:
4/00
eb)‘.SZa/462-
Set c fi
cn�
0 On
i-ti' 2d. /0 , 20 C" .
CONTRACTOR
CEr/ it.udga7
(Corporate Seal)
Address for giving notices
/De 3
UMAC
Phone:/ s <Nq ;e7df?
Fax: e90 y19 ,. 021151
Agent for service of process
END OF SECTION
00500-7
Washington
u+TCRHATwNALMVAANGE ix,MFYwv
STATUTORY PAYMENT BOND PTTRSHAM' TO CHAPTER 2253
Or THE TEXAS GOVERNMENT CODE
(MCGREGOR ACT - PUBLIC WORKS)
(Penalty of thin Bond must ha 100* of. Contract Amount)
RQowa ALL MEN BY THESE PRESENTS, That
AFFILIATE
Bond No: S-900-8881
Haddock Construction Company, Inc.
(hereinafter called the principal), as Principal, and
Washington International Insurance Company
thereinafter: called the surety), ua Surety, are held and firmly bound unto
City of Pearland, Texas
(hereinafter called the Obligee), in the amount of
Four Hundred Fifty -Six Thousand Four Hundred Forty -Four and 50/100*** DoLLARg cs 456,444.50*** t
for the payment whereof the maze' Prinnipai and Sttrety bind themselves and their heirs
administrators, exeoutere, successors and aethigns, jointly and severally, firmly by these
presents.
WHEREAS. the Principal has entered into•a certain written contract with the Obligee,
dated the 28th day of February 2003 , to
Harkey Road 16 Water Main, COP PN: B2002-032, Pearland, Brazoria County, Texas
which contract is hereby referred to and
made a part hereof as fully and to the sduia extent au if copied at length herein.
NOW, THEREFORE, 7CFti3 CONDITION Or THIS OBLIGATION IS SUCH THAT, if the said Principal
shall pay all claimants supplying labor and material to him or a subcontract in the
prosecution of the_work provided £or in said contract, then this obligation shall be void;
otherwise to remain in full free and effect.
PROVrb13b, nowzvzn, that this boleti i A necutad pursuant to the prnv:i s3 nnm of Chapter 2253
of the. Texan Covornmcnt Code, and all liabilities en thin bond shall be determined in
accordance with the provisions vL said Chapter to the same extent. rta J.t it. were copied at
length herein.
xM WITNESS WUfREOB', the said Principal and Suroty have signed and sealed this instrument.
this 10th day of March 2003
Had • Construction C
2
Mark V. Haddock, President
WASHINGTON INTBANATIONAL INSURANCE COMPANY
(surety)
By:
Paula Dodson,
At tome*. in- i' isu L
NAS SURETY GROUP
NORTH AMERICAN SPECIALTY INSURANCE COMPANY
WASHINGTON INTERNATIONAL INSURANCE COMPANY
GENERAL POWER OF ATTORNEY
KNOW ALL MEN BY THESE PRESENTS, THAT North American Specialty Insurance Company, a corporation duly organized and existing under
the laws of the State of New Hampshire, and having its principal office in the City of Manchester, New Hampshire, and Washington International
insurance Company, a corporation organized and existing under the laws of the State of Arizona and having its principal office in the City of Itasca,
Illinois, each does hereby make, constitute and appoint:
MARK SMITH, JOE BLACKSHEAR, JR., A. A. SHOTWELL,
BETTY BUSH, PATSY BEALL and PAULA DODSON
jointly or severally
its true and lawful Attorney(s)-in-Fact, to make, execute, seal and deliver, for and on its behalf and as its act and deed, bonds or other writings
obligatory in the nature of a bond on behalf of each of said Companies, as surety, on contracts of suretyship as are or may be required or permitted by
law, regulation, contract or otherwise, provided that no bond or undertaking or contract of suretyship executed under this authority shall exceed the
amount of: TEN MILLION (10,000,000.00) DOLLARS
This Power of Attorney is granted and is signed by facsimile under and by the authority of the following Resolutions adopted by the Boards of
Directors of both North American Specialty Insurance Company and Washington international Insurance Company at meetings duly called and held
on the 24th of March, 2000:
"RESOLVED, that any two of the President, any Senior Vice President, any Vice President, any Assistant Vice President, the Secretary or any
Assistant Secretary be, and each or any of them hereby is authorized to execute a Power of Attorney qualifying the attorney named in the given Power
of Attorney to execute on behalf of the Company, bonds, undertakings and all contracts of surety, and that each or any of them hereby is authorized to
attest to the execution of any such Power of Attorney, and to attach therein the seal of the Company; and it is
FURTHER RESOLVED, that the signature of such officers and the seal of the Company may be affixed to any such Power of Attorney or to any
certificate relating thereto by facsimile, and any such Power of Attorney or certificate bearing such facsimile signatures or facsimile seal shall be
binding upon the Company when so affixed and in the future with regard to any bond, undertaking or contract of surety to which it is attached.
\`\OQGOUTY jNs
:c3' GoSEALrGm
l`•Z 1973 411 n
By
Paul D. Amstutz, President & Chief Executive Officer of Washington International Insurance Company &
Vice President of North American Specialty Insurance Company
By
Steven P. Anderson, Sr. Vice President of Washington International Insurance Company &
Vice President of North American Specialty Insurance Company
IN WITNESS WHEREOF, North American Specialty Insurance Company and Washington International Insurance Company have caused their
official seals to be hereunto affixed, and these presents to be signed by their authorized officers this 28 day of January 20 02
North American Specialty Insurance Company
Washington International Insurance Company
State of Illinois
County of DuPage
28 day of January 20 02 , before me, a Notary Public, personally appeared Paul D. Amstutz , President and CEO of
Washington International Insurance Company and Vice President of North American Specialty Insurance Company and Steven P. Anderson
ss:
Sr. Vice President of Washington International Insurance Company & Vice President of North American Specialty Insurance Company, personally known
to me, who being by me duly sworn, acknowledged that they signed the above Power of Attorney as officers of, and acknowledged said instrument to be
the voluntary act and deed of, their respective companies.
OFFICIAL SEAL
YASMSN A PATEL
raDTAIey aalaYX:, STATE OF NUNON
MT COMMISSION EXPSIES, OS/1 am*
roa-a-rn...--n.. Q
Yasmin A. Patel, Notary Public
I, James A. Carpenter , Vice President & Assistant Secretary of Washington international Insurance Company and the Assistant Secretary of
North American Speciality Insurance Company, do hereby certify that the above and foregoing is a true and correct copy of a Power of Attorney given
by the companies, which is still m full force and effect.
IN WITNESS WHEREOF, i have set my hand and affixed the seals of the Companies this 10th day of March ,20 03 .
James A. Carpenter, Vice President & Assistant Secretary of Washington International Insurance Company &
Assistant Secretary of North American Speciality Insurance Company
/Intlliit'
NAS SURETY GROUP IMPORTANT NOTICE
In order to Obtain Information or Make a Complaint:
You may call Washington International Insurance Company and/or North
American Specialty Insurance Company at the following toll -free number:
800/338.0753
or
You may write to them at the following address:
Washington International Insurance Company
NAS Surety Group
1200 Arlington Heights Road #400
Itasca, IL 60143
You may also contact the Texas Department of Insurance to obtain information on
companies, coverages, rights or complaints at:
800/252-3439
You may write the Texas Department of Insurance at the following address:
P 0 Box 149104
Austin, TX 78714-9104
A MEMBER OF THE Was RE GROUP
POLICYHOLDER DISCLOSURE
NOTICE OF TERRORISM INSURANCE COVERAGE
ENDORSEMENT
Coverage for acts of terrorism as defined in § 102(1) of the Terrorism Risk Insurance
Act of 2002 ("the Act") is already included in this surety bond. You should know that,
effective November 26, 2002 under your existing coverage, any losses caused by
certified acts of terrorism would be partially reimbursed by the United States under a
formula established by federal law. Under this formula, the United States pays 90%
of covered terrorism losses exceeding the statutorily established deductible paid by
the insurance company providing the coverage. The portion of your annual premium
that is attributable to coverage for acts of terrorism is &0.
As your insurance/surety company we are sending you this notice to comply with the Terrorism Risk
Insurance Act of 2002.
For questions regarding this notice please visit our website www.nassuretv.com or you may call our
office at 630- 227- 4825.
REV• 2/03 agent notice
Washington International Insurance Company
STATUTORY PERFORMANCE BOND PURSUANT TO CHAPTER 2253
OF THE TEXAS GOVERNMENT CODE
(MCGREGOR ACT - PUBLIC WORKS)
(Penalty of this Bond must be 100% of Contract Amount)
KNOWN ALL BY THESE PRESENTS, that Haddock Construction Company, Inc.
Bond No: S-900-8881
(hereinafter call the Principal), as Principal, and WASHINGTON INTERNATIONAL INSURANCE COMPANY(hereinafter called the
Surety, As Surety, as held and firmly bound unto City of Pearland, Texas
(hereinafter called the Obligee), in the amount of Four Hundred Fifty -Six Thousand Four Hundred Forty -Four and 501100***
DOLLARS ($ 456,444.50*** ) for the payment whereof the said Principal, and Surety bind themselves and theirs heirs,
administrators, executors, successors and assigns, jointly and severally, firmly by these presents,
WHEREAS, the Principal has entered into that certain written contract with the Obligee, dated the 28th day of
February , 20 03 , to Harkey Road 16" Water Main, COP PN: B2002-032
Pearland, Brazoria County, Texas
(the "Contract"), which Contract is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein.
NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH THAT, if the said Principal shall faithfully perform the
work in accordance with the plans specifications and Contract documents, then this obligation shall be void; otherwise to remain if full force
and effect, subject to the following additional conditions:
A. Whenever Principal shall be, and declared by Obligee to be default under the Contract, the Obligee having performed Obligee's obligations
thereunder the Surety may promptly remedy the default, or may either:
1. Complete the Contract in accordance with its terms and conditions; or
Obtain a bid or blds for completing the Contract in accordance with its
terms and conditions, and upon determination by Surety of the lowest responsible
bidder, or if the Obligee elects, upon determination by the Obligee and the Surety
jointly of the lowest responsible bidder, arrange for a contract between such bidder
and Obligee, and make available as work progresses (even though there should be a
default or a succession of defaults under the contract or contracts of completion
arranged under this paragraph) sufficient funds to pay the cost of completion less the
balance of the Contract price but not exceeding, including other costs and damages for
which the Surety may be liable hereunder, the penal sum of this performance bond,
subject to the limitations in Paragraph B below The term "balance of the Contract
price," as used in this paragraph, shall mean the total amount payable by Obligee to
Principal under the Contract and any amendments thereto, less the amount properly paid
by Obligee to Principal.
The amount of this performance bond shall be reduced by and to the extent of any payments or payments made in good faith hereunder
by Surety.
This performance bond is executed pursuant to the provisions of Chapter 2253 of the Texas Government Code, and all liabilities on
this performance bond shall be determined in accordance with the provisions of said Chapter to the same extent as if it were copied
at length herein.
D. No right of action shall accrue on this performance bond to or for the use of any person or corporation other than the Obligee named
herein or the heirs, executors, administrators or successors of Obligee.
IN WITNESS WHEREOF, the said Principal and Surety have executed this instrument
this 10th day of March 200 3
Haddock Construction Com
Mark V. Haddock, President
WASHINGTON INTERNATIONAL INSURANCE COMPANY
(Surety)
By;
Attorney -in -fact Paula Dodson
NAS SURETY GROUP
NORTH AMERICAN SPECIALTY INSURANCE COMPANY
WASHINGTON INTERNATIONAL INSURANCE COMPANY
GENERAL POWER OF ATTORNEY
KNOW ALL MEN BY THESE PRESENTS, THAT North American Specialty insurance Company a corporation duly organized and existing under
the laws of the State of New Hampshire, and having its principal office in the City of Manchester, New Hampshire, and Washington International
insurance Company, a corporation organized and existing under the laws of the State of Arizona and having its principal office in the City of Itasca,
Illinois, each does hereby make, constitute and appoint:
MARK SMITH, JOE BLACKSIIEAR, JR., A. A. SHOTWELL,
BETTY BUSH, PATSY BEALL and PAULA DODSON
Jointly or severally
its true and lawful Attorney(s)-in-Fact, to make, execute, seal and deliver, for and on its behalf and as its act and deed, bonds or other writings
obligatory in the nature of a bond on behalf of each of said Companies, as surety, on contracts of suretyship as are or may be required or permitted by
law, regulation, contract or otherwise, provided that no bond or undertaking or contract of suretyship executed under this authority shall exceed the
amount of: TEN MILLION (10,000,000.00) DOLLARS
This Power of Attorney is granted and is signed by facsimile under and by the authority of the following Resolutions adopted by the Boards of
Directors of both North American Specialty Insurance Company and Washington Intemational Insurance Company at meetings duly called and held
on the 24th of March, 2000:
"RESOLVED, that any two of the President, any Senior Vice President, any Vice President, any Assistant Vice President, the Secretary or any
Assistant Secretary be, and each or any of them hereby is authorized to execute a Power of Attorney qualifying the attorney named in the given Power
of Attomey to execute on behalf of the Company, bonds, undertakings and all contracts of surety, and that each or any of them hereby is authorized to
attest to the execution of any such Power of Attorney, and to attach therein the seal of the Company; and it is
FURTHER RESOLVED, that the signature of such officers and the seal of the Company may be affixed to any such Power of Attorney or to any
certificate relating thereto by facsimile, and any such Power of Attomey or certificate bearing such facsimile signatures or facsimile seal shall be
binding upon the Company when so affixed and in the future with regard to any bond, undertaking or contract of surety to which it is attached.
\`QsG\PU7Y jHsOi��4
SEAL mj
'ET: a If ( 1973 tu o `QSet *NAP
By
Paul D. Amstutz, President & Chief Executive Officer of Washington International Insurance Cumpany &
Vice President of North American Specialty Insurance Company
By
Steven P. Anderson, Sr. Vice President of Washington International Insurance Company &
Vice President of North American specialty Insurance Company
papnttn"tq
•
llllllll
imm,o ( CORPORATE \• m
SEAL o
tig,,V..% ARIZONA et a
11 .
/rr,,,,,,, as'OP
IN WITNESS WHEREOF, North American Specialty Insurance Company and Washington International Insurance Company have caused their
official seals to be hereunto affixed, and these presents to be signed by their authorized officers this 28 day of January 20 02
North American Specialty Insurance Company
Washington International Insurance Company
State of Illinois
County of DuPage
28 day of January ,20 02 , before me a Notary Public, personally appeared Paul D. Amstutz , President and CEO of
Washington International Insurance Company and Vice President of North American Specialty Insurance Company and Steven P. Anderson
ss:
Sr. Vice President of Washington Intemational insurance Company & Vice President of North American Specialty Insurance Company, personally known
to me, who being by me duly sworn, acknowledged that they signed the above Power of Attorney as officers of, and acknowledged said instrument to be
the voluntary act and deed of, their respective companies.
OFFICIAL SEAL
YAEMIN A PATEL
NOTARY Na IC. OF KtM10N
MY CO aaMSNON EXPIRE 6, 0001 -402
Yasmin A. Patel, Notary Public
I James A. Carpenter , Vice President & Assistant Secretary of Washington International Insurance Company and the Assistant Secretary of
North American Speciality Insurance Company, do hereby certify that the abm e and t »egoing is a true and correct copy of a Power of Attorney given
by the companies, which is still in full force and effect.
IN WITNESS WHEREOF, i have set my hand and affixed the seals of the Companies this 10th day of March ,20 03 .
9 /6t
James A. Carpenter, %ice President & Assistant Secretary of Washington International Insurance Company &
Ass!stant Secretary of North American Speciality Insurance Cumpany
NAS SURETY GROUP
In order to Obtain Information or Make a Complaint:
IMPORTANT NOTICE
You may call Washington International Insurance Company and/or North
American Specialty Insurance Company at the following toll -free number:
800/338.0753
or
You may write to them at the following address:
Washington International Insurance Company
NAS Surety Group
1200 Arlington Heights Road #400
Itasca, IL 60143
You may also contact the Texas Department of Insurance to obtain information on
companies, coverages, rights or complaints at:
800/252-3439
You may write the Texas Department of Insurance at the following address:
P 0 Box 149104
Austin, TX 78714-9104
A MEMBER OF THE SWISS RE GROUP
POLICYHOLDER DISCLOSURE
NOTICE OF TERRORISM INSURANCE COVERAGE
ENDORSEMENT
Coverage for acts of terrorism as defined in § 102(1) of the Terrorism Risk Insurance
Act of 2002 ("the Act") is already included in this surety bond. You should know that,
effective November 26, 2002 under your existing coverage, any losses caused by
certified acts of terrorism would be partially reimbursed by the United States under a
formula established by federal law. Under this formula, the United States pays 90%
of covered terrorism losses exceeding the statutorily established deductible paid by
the insurance company providing the coverage. The portion of your annual premium
that is attributable to coverage for acts of terrorism 'sit/
As your insurance/surety company we are sending you this notice to comply with the Terrorism Risk
Insurance Act of 2002.
For questions regarding this notice please visit our website www.nassuretv.com or you may call our
office at 630- 227- 4825.
REV 2/03 agent notice
ACORD, CERTIFICATE OF LIABILITY INSURANCE
DATE (MMIDD/YYYY)
03/10/2003
PRODUCER (409)934-8000
FAX (409
Rust, Ewing, Watt & Haney, Inc.
7900 Emmett F Lowry Expressway
Taxes City, TX 77591-2457
A Malmberg ACSR
)935-1883
THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION
ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE
HOLDER THIS CERTIFICATE DOES NOT AMEND, EXTEND OR
ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW.
INSURERS AFFORDING COVERAGE
NAIC #
INSURED Haddock Construction Co., Inc.
P.O. Box 1263
Friendswood, TX 77549-1263
INSURERA: Amerisure Mutual Insurance Co
INSURER 8:
INSURER C:
INSURER D:
INSURER E:
THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDIN
ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR
MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS,
POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS.
EXCLUSIONS AND CONDITIONS OF SUCH
INSR
LTR
ADD`
NSR
TYPE OF INSURANCE
POLICY NUMBER
DATE
�MM/DDT)
E
POLICY
(MM/DD/YY)
l
LIMITS
GENERAL LIABILITY
CPP2000083 00 02
07/01/2002
07/01/2003
EACH OCCURRENCE
$ 1,000,000
X
COMMERCIAL GENERAL LIABILITY
PREMISES
(Ea
occurence)
$ 100 , 000
CLAIMS MADE
I x
I OCCUR
MED EXP (Any one person)
$ 5,000
A
PERSONAL & ADV INJURY
$ 1,000,000
GENERAL AGGREGATE
$ 2,000,000
GEN'L AGGREGATE LIMIT APPLIES PER:
PRODUCTS - COMP/OP AGG
$ 2,000,000
POLICY
PRO-
JECT
LOC
AUTOMOBILE
LIABILITY
CA2000092 00 02
07/01/2002
07/01/2003
COMBINEDSINGLELIMIT
$
X
ANY AUTO
(Ea accident)
1,000,000
ALL OWNED AUTOS
BODILY INJURY
$
SCHEDULED AUTOS
(Per person)
A
x
HIRED AUTOS
BODILY INJURY
$
X
NON -OWNED AUTOS
(Per accident)
PROPERTY DAMAGE
$
(Per accident)
GARAGE
LIABILITY
AUTO ONLY - EA ACCIDENT
$
ANY AUTO
OTHER THAN EA ACC
$
AUTO ONLY: AGG
$
EXCESS/UMBRELLA LIABILITY
CU2000080 00 02
07/01/2002
07/01/2003
EACHOCCURRENCE
$ 2,000,000
X
OCCUR
CLAIMS MADE
AGGREGATE
$ 2,000,000
A
$
DEDUCTIBLE
$
X
RETENTION $ 10 , 000
$
WORKERS
COMPENSATION AND
WC2000078 00 02
07/01/2002
07/01/2003
X
TORY
ORYLI
LIMITS
IT
ER
ER
EMPLOYERS' LIABILITY
PROPRIETOR/PARTNER/EXECUTIVE
E.L. EACH ACCIDENT
$ 5 0 0, 000
A
ANY
OFFICER/MEMBER EXCLUDED?
E.L. DISEASE - EA EMPLOYE
$ 500 , 000
If yes, describe under
SPECIAL PROVISIONS below
E.L. DISEASE - POLICY LIMIT
$ 500,000
A
OTHER
Inland
Marine
IM2000083 00 02
07/01/2002
07/01/2003
Leased/Rented
One
Item $600,000
$250,000 Max Any
Aggregate
Project
Blanket
Subrogation
,vritten
DESCRIPTION
OF
Harkey
Additional
contract.
OPERATIONS
applices
Road
/
Certificate
LOCATIONS
Insured
16"
to
the
Water
1 VEHICLES
applies
Auto,
Main
subject
/
EXCLUSIONS
General
to
COP
the
to
ADDED
PN:
policy
Auto,
Liability,
B2002-032
BY
ENDORSEMENT
General
terms,
Umbrella
/ SPECIAL
Pearland,
Liability
conditions
PROVISIONS
&
Workers
Brazoria
&
and
County, Texas
Umbrella and Blanket Waiver
Compensation as required
exclusions.
of
by
CERTIFICATE HOLDER
CANCELLATION
City of Pearland
3519 Liberty Drive
Pearland, TX 77581
SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE
EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL ENDEAVOR TO MAIL
10 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT,
BUT FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY
OF ANY KIND UPON THE INSURER, ITS AGENTS OR REPRESENTATIVES.
AUTHORIZED REPRESENTATIVE
George Blystone CIC/SHANNO
ACORD 25 (2001/08)
ACORD CORPORATION 1988
IMPORTANT
If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. A statement
on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s).
If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may
require an endorsement. A statement on this certificate does not confer rights to the certificate
holder in lieu of such endorsement(s).
DISCLAIMER
The Certificate of Insurance on the reverse side of this form does not constitute a contract between
the issuing insurer(s), authorized representative or producer, and the certificate holder, nor does it
affirmatively or negatively amend, extend or alter the coverage afforded by the policies listed thereon.
ACORD 25 (2001/08)
CITY OF PEARLAND
GENERAL CONDITIONS
SECTION 00700
GENERAL CONDITIONS OF AGREEMENT
1.0 DEFINITIONS AND INTERPRETATION
1.01 OWNER, CONTRACTOR AND ENGINEER. The OWNER, the CONTRACTOR and
the ENGINEER are those persons or organizations identified as such in the Agreement. The term
ENGINEER means a person authorized to act as a representative of the entity designated by the
OWNER to provide engineering services required in connection with the preparation and performance
of this Contract.
1.02 CONTRACT DOCUMENTS. The contract documents shall consist of all of the
documents contained, assembled and bound with these General Conditions of Agreement, including,
whether or not labeled as such, Notice to Bidders (Advertisement), General Instructions to Bidders,
Proposal, Addenda, signed Agreement, Performance and Payment Bonds (if required), Special Bonds
(when required) General Conditions of Agreement, Special Conditions of Agreement (if any), Insurance
Certificate, Technical Specifications, Plans and all modifications thereof incorporated in any of the
documents before the execution of the Agreement, and any other document, whether or not labeled,
which shall become a part of the set of documents bound together with the General Conditions of
Agreement.
The contract documents are complementary, and what is called for by any one shall be as binding as if
called for by all. Any conflicts between any of the contract documents shall be resolved first by
reference to these General Conditions of Agreement; and in the event the General Conditions of
Agreement do not address such conflict, then the designated ENGINEER shall resolve any conflict by a
written interpretation, copies of which shall be forwarded to all parties to the Contract, and the original
shall be attached to and shall become a part of these General Conditions of Agreement and thus a part of
the contract documents.
1.03 SUBCONTRACTOR. The term "subcontractor", as employed herein, includes only
those having a direct contract with the CONTRACTOR for performance of work on the project
contemplated by these contract documents. OWNER shall have no responsibility to any subcontractor
employed by CONTRACTOR for performance of work on the project contemplated by these contract
documents and any such subcontractor shall look exclusively to CONTRACTOR for any payments due
subcontractor.
1.04 WRITTEN NOTICE Written Notice shall be deemed to have been duly served if
delivered in person to the individual or to a member of the firm or to an officer of the corporation for
whom it is intended, or if delivered at or sent by Certified Mail, Return Receipt Requested, to the last
known business address or registered office of such individual, fiuin or corporation.
4/00 00700-1
CITY OF PEARLAND
GENERAL CONDITIONS
1.05 WORK. Unless otherwise stipulated, the CONTRACTOR shall provide and pay for all
materials, supplies, machinery, equipment, tools, superintendence, labor, services, insurance, and all
water, light, power, fuel, transportation and all other facilities or services of any nature whatsoever
necessary for the execution and completion of the work covered by the contract documents. Unless
otherwise specified, all materials shall be new, and both workmanship and materials shall be of good
quality. The CONTRACTOR shall, if required by the ENGINEER as representative of the OWNER,
furnish satisfactory evidence as to the kind and quality of materials. Materials or work described in
words which so applied have well-known, technical or trade meaning shall be held to refer to such
recognized standards. All work shall be done and all materials shall be furnished in strict confonuiity
with the contract documents.
1.06 EXTRA WORK. The term "Extra Work" as used in this Contract, shall be understood to
mean and include all work that may be required by the ENGINEER as representative of the OWNER, to
be done by the CONTRACTOR to accomplish any change, alteration or addition to the work shown
upon the plans or reasonably implied by the specifications, and which shall, pnor to the commencement
of such work, be authorized in writing by the ENGINEER.
1.07 WORKING DAY. A "working day" is defined as any day not including Saturdays,
Sundays or any legal holidays, in which weather or other conditions not under the control of the
CONTRACTOR, will permit construction of the principal units of the work for a period of not less than
seven (7) hours between 7:00 a.m. and 6:00 p.m
1.08 CALENDAR DAY. A "calendar day" is any day of the week or month, no days being
excepted.
1.09 SUBSTANTIALLY COMPLETED The term "substantially completed" as used in this
Contract, means that the structure or project contemplated by the contract documents has been made
suitable for use or occupancy or the facility is in a condition to serve its intended purpose, but shall
require minor miscellaneous work and adjustment.
1.10 INTERPRETATION OF WORDS AND PHRASES. Whenever the words "directed",
"permitted", "designated ' ` required", "considered necessary", "prescnbed" or words of like import are
used, it shall be understood that the direction, requirement, permission, order, designation or prescription
of the ENGINEER as the OWNER's representative is intended. Similarly, the words approved",
"acceptable' , `satisfactory" or words of like import shall mean that no exception is taken, but does not
relieve CONTRACTOR of responsibility for performance of project requirements.
Whenever in the Specifications or drawings accompanying this Agreement, the terms of description of
various qualities relative to finish, workmanship or other qualities of similar kind which cannot, from
their nature, be specifically and clearly described and specified, but are necessarily described in general
terms, the fulfillment of which must depend on individual judgment then, in all such cases, any question
of the fulfillment of said Specifications shall be decided by the ENGINEER as the OWNER's
4/00 00700-2
CITY OF PEARLAND
GENERAL CONDITIONS
representative, and said work shall be done in accordance with his interpretations of the meaning of the
words, terms or clauses defining the character of the work.
1.11 REFERENCED STANDARDS No provision of any referenced standard specification, or
manual shall be effective to change the duties and responsibilities of the Owner, Engineer Contractor, or
their consultants, employees or representatives from those set forth in the Contract Documents, nor shall
it be effective to assign to the Engineer or its consultants, employees, or representatives any duty or
authority to supervise or direct the furnishing or performance of the Work or any duty or authority to
undertake responsibilities contrary to provisions of the Contract Documents.
1.12 SPECIAL CONDITIONS. In the event special conditions are contained herein as part of
the contract documents and said special conditions conflict with any of the general conditions contained
in this Contract, then in such event the special conditions shall control.
2.0 RIGHTS AND RESPONSIBILITIES OF THE OWNER
2.01 ADEQUACY OF DESIGN. It is understood that the OWNER believes it has employed
competent engineers and/or designers. It is, therefore, agreed that the OWNER shall be responsible for
the adequacy of the design, sufficiency of the contract documents, the safety of the structure and the
practicability of the operations of the completed project, provided that the CONTRACTOR has
complied with the requirements of the said contract documents, all approved modifications thereof and
additions and alterations thereto approved in writing by the OWNER. The burden of proof of such
compliance shall be upon the CONTRACTOR to show that he has complied with the requirements of
the contract documents and approved modifications thereof and all approved additions and alterations,
thereto, as the same shall have been interpreted by the ENGINEER.
2.02 RIGHT OF ENTRY. The OWNER reserves the right to enter the property or location on
which the work herein contracted for is to be constructed or installed, for itself or such agent or agents as
it may select, for the purpose of inspecting the work, or for the purpose of constructing or installing such
collateral work as the OWNER may desire. The OWNER shall have the right to make inspections at all
reasonable times, and the CONTRACTOR shall have no cause to complain if his work shall be delayed
by reason of such inspection, construction or installation of collateral work.
2.03 OWNERSHIP OF DRAWINGS. All drawings, specifications and copies thereof
furnished by the OWNER shall not be reused on other work and, with the exception of the sets forming
the part of the signed contract documents, are to be returned to the OWNER on request at the completion
of the work. All drawings and models are the property of the OWNER.
2.04 CHANGES AND ALTERATIONS. The CONTRACTOR further agrees that the Owner
may make such changes and alterations as the OWNER may see fit, in the line, grade form, dimensions,
plans or materials for the work herein contemplated or any part thereof, either before or after the
beginning of construction, without affecting the validity of this Contract and the accompanying
4/00 00700-3
CITY OF PEARLAND
GENERAL CONDITIONS
Performance and Payment Bonds.
If such changes or alterations diminish the quantity of the work to be done, they shall not constitute the
basis for a claim for damages or anticipated profits on the work that may be dispensed with. If the
amount of work is increased and the work can fairly be classified under the specifications, such increase
shall be paid for according to the quantity actually done and at the unit price if any, established for such
work under this Contract, except as hereinafter provided for unit price items under Article 6 of this
Contract; otherwise, such additional work shall be paid for as provided under Article 7 hereof for Extra
Work. In case the OWNER shall make such changes or alterations as shall make useless any work
already done or material already furnished or used in said work, then the OWNER shall compensate the
CONTRACTOR for any material or labor so used and for any actual loss occasioned by such change
due to actual expenses incurred in preparation for the work as originally planned.
2.05 DAMAGES. In the event the CONTRACTOR is damaged in the course of the completion
of the work by the act, negligence, omission, mistake or default of the OWNER, thereby causing loss to
the CONTRACTOR, the OWNER agrees that he will reimburse the CONTRACTOR for such loss. In
the event the OWNER is damaged in the course of the work by the act, negligence, omission, mistake or
default of the CONTRACTOR, or should the CONTRACTOR unreasonably delay the progress of the
work being done by others on the job so as to cause loss for which the OWNER becomes liable, then the
CONTRACTOR shall reimburse the OWNER for such loss.
3.0 RIGHTS AND RESPONSIBILITIES OF THE ENGINEER
3.01 OWNER -ENGINEER RELATIONSHIP. The ENGINEER shall serve as the OWNER'S
representative during construction. The duties, responsibilities and limitations on the authority of the
ENGINEER as the OWNER's representative during construction are set forth in the contract documents;
and the ENGINEER shall not have authority to extend the OWNER's liability or to bind the OWNER for
any additional liability of any nature whatsoever without the written consent of the OWNER. The
ENGINEER shall advise the OWNER as to the progress of the work, and any instructions by the
OWNER to the CONTRACTOR shall be issued through the ENGINEER.
It is the intent of this Agreement that there shall be no delay in the execution of the work; therefore,
written decisions or directions rendered by the ENGINEER as the OWNER's representative shall be
promptly carried out, and any claim arising therefrom shall be adjusted as hereinafter provided. Unless
otherwise specified, it is mutually agreed between the parties to this Agreement that the ENGINEER
shall review all work included herein and shall have the authority to issue written stop work orders
whenever such stoppage may be necessary to insure the proper execution of this Contract.
3 02 KEEPING OF PLANS AND SPECIFICATIONS ACCESSIBLE. The ENGINEER shall
furnish the CONTRACTOR with ten (10) complete copies of all Plans and Specifications without
expense to the CONTRACTOR, and the CONTRACTOR shall keep one copy of the same constantly
accessible on the job site, with the latest revisions noted thereon. The CONTRACTOR shall be
4/00 00700-4
CITY OF PEARLAND
GENERAL CONDITIONS
responsible for preserving the Plans and Specifications for reference and review by the OWNER or the
ENGINEER.
3.03 PRELIMINARY APPROVAL. The ENGINEER shall not have the power to waive the
obligations imposed under this Contract for the furnishing by the CONTRACTOR of good material, and
for performing good work as herein described, and in full accordance with the Plans and Specifications,
without alteration, deletion or change. No failure or omission of the ENGINEER to discover, object to
or condemn any defective work or material shall release the CONTRACTOR from the obligation to
fully and properly perform the Contract, including without limitation, the obligation to at once tear out,
remove and properly replace any defective work or material at any time prior to final acceptance, upon
discovery of such defective work or material; provided, however, that the ENGINEER shall, upon
request of the CONTRACTOR, inspect and accept or reject any material furnished, and in the event the
material has been once accepted by the ENGINEER, such acceptance shall be binding on the OWNER,
unless it can be clearly shown that such material furnished does not meet the specifications for this
work.
Any questioned work may be ordered taken up or removed for re-examination by the ENGINEER prior
to final acceptance, and if found not to be in accordance with the specifications for said work, all
expense of removing, re-examination and replacement shall be borne by the CONTRACTOR otherwise
the expense thus incurred shall be allowed as Extra Work and shall be paid for by the OWNER,
provided that where inspection or approval is specifically required by the Specifications prior to
performance of certain work should the CONTRACTOR proceed with such work without requesting
prior inspection or approval he shall bear all expense of taking up, removing and replacing this work if
so directed by the ENGINEER.
3.04 INSPECTION BY ENGINEER. The ENGINEER shall make periodic visits to the site to
observe the progress and quality of the executed work and to determine if such work generally meets the
essential performance and design features and the technical, functional and/or engineering requirements
of the contract documents, and is in all other respects being performed in compliance with the contract
documents. However the ENGINEER shall not be responsible for making any detailed exhaustive,
comprehensive or continuous on -site inspections to check the quality and/or quantity of the work, nor
shall the ENGINEER be in any way responsible, directly or indirectly, for the construction means,
methods, techniques, sequences, quality procedures, programs, safety precautions or lack of same
incident to the work being performed or any part thereof. The ENGINEER shall use reasonable care to
prevent deviation from the intent and substance of the contract documents by the CONTRACTOR in the
performance of the work and any part thereof and, on the basis of such on -site observations, will keep
the OWNER informed of the progress of the work and will endeavor to guard the OWNER against
defects and deficiencies in the work of the CONTRACTOR. Notwithstanding any other provision of
this Agreement or any other contract document, the ENGINEER shall not be in any way responsible or
liable for any acts, errors, omissions or negligence of the CONTRACTOR, any subcontractors' agents,
servants or employees or any other person, firm or corporation perfoiiinng or attempting to perform any
of the work.
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CITY OF PEARLAND
GENERAL CONDITIONS
3.05 DETERMINATION OF QUESTIONS AND DISPUTES In order to prevent delays and
disputes and to discourage litigation, it is agreed that the ENGINEER shall, in all cases, determine the
amounts and quantities of the several kinds of work which are to be paid for under this Contract. The
ENGINEER shall determine all questions in relation to said work and the construction thereof, as well as
all claims, disputes and other matters in question between the CONTRACTOR and the OWNER relating
to the execution or progress of the work or the interpretation of the contract documents. In the event the
ENGINEER shall become aware of or shall receive information that there is a dispute or a possible
dispute as to the reasonable interpretation of the terms and conditions of the contract documents, or any
other dispute, claim or question, the ENGINEER shall, within a reasonable time, provide a written
interpretation of the contract documents or a written decision on all claims of the parties hereto and on
all questions arising relative to the execution of the work, copies of which shall be delivered to all
parties to the Contract, and the original thereof shall become a part of the contract documents and shall
be binding and final as to all parties to the Contract.
3.06 OBJECTIONS. In the event the ENGINEER renders any decision which, in the opinion
of either the OWNER or the CONTRACTOR, is not in accordance with the meaning and intent of this
Contract, either party may within thirty (30) days of receipt of such decision, file its written objection to
the decision with the ENGINEER; and the ENGINEER shall upon receipt of such written objection and
within twenty (20) days thereafter, review the same and render a written affirmation or modification of
the original interpretation, which shall become a part of the contract documents. Either party who shall
remain aggrieved after the ENGINEER has rendered his affirmation or modification of his previous
decision, shall have the right, within a period not to exceed sixty (60) days after the ENGINEER has
filed his affirmation or modification of the decision with the District Secretary, to file suit in the District
Court, seeking a declaratory judgment or other relief to determine the intent of the contract documents.
If any aggrieved party shall fail to file such a petition with the District Court within the time specified,
the decision of the ENGINEER shall become final and binding and non -appealable.
3.07 RECOMMENDATION OF PAYMENT. The ENGINEER shall review the
CONTRACTOR's application for payment and supporting documents, shall determine the amount owed
to the CONTRACTOR and shall provide written recommendation to the OWNER for payment to the
CONTRACTOR in such amount. Such recommendation of payment to CONTRACTOR shall constitute
a representation to the OWNER of the ENGINEER s judgment that the work has progressed to the point
indicated, to the best of his knowledge, information and belief; however, such recommendation of an
application for payment to CONTRACTOR shall not be deemed to be a representation by the
ENGINEER that any examination has been made to determine how or for what purpose
CONTRACTOR has used the monies paid on account of the contract price As a condition of final
payment, the CONTRACTOR shall execute an Agreement for Final Payment and Contractor's Sworn
Release, in a form as included herein and made a part of these contract documents, being its agreement
to accept the amount recommended by the ENGINEER as full payment for the work that has been
completed as set out in the CONTRACTOR's application for payment and supporting data.
4/00 00700-6
CITY OF PEARLAND
GENERAL CONDITIONS
4.0 RIGHTS AND RESPONSIBILITIES OF THE CONTRACTOR
4.01 INDEPENDENT CONTRACTOR. CONTRACTOR is, and shall remain, an independent
contractor, solely responsible for the manner and method of completing the work under this Contract,
with full and exclusive power and authority to direct, supervise and control his own employees and to
determine the means, method and manner of performing such work, so long as such methods do not
adversely affect the completed improvements or any other property abutting or adjoining the work area,
the OWNER and ENGINEER being interested only in the result obtained and conformity of such
completed improvements to the Plans, Specifications and Contract. The fact that the OWNER or
ENGINEER as the Owner's representative shall have the right to observe CONTRACTOR s work
durmg his performance and to carry out the other prerogatives which are expressly reserved to and
vested in the OWNER and the ENGINEER hereunder, is not intended to and shall not at any time
change or affect the status of the CONTRACTOR as an independent contractor with respect to either the
OWNER or the ENGINEER as the OWNER's representative or to the CONTRACTOR's own
employees or to any other person, firm or corporation.
4.02 CONTRACTOR'S UNDERSTANDING. It is understood and agreed that the
CONTRACTOR has, by careful examination, satisfied himself as to the nature and location of the work,
the conformation of the ground, the character, quality and quantity of the materials to be encountered,
the character of equipment and facilities needed preliminary to and during the prosecution of the work,
the general and local conditions, and all other matters which in any way affect the work under this
Contract. It is further understood that the CONTRACTOR has satisfied himself as to the terms, meaning
and intent of all of the contract documents and understands the meanings of all parts of such documents
or other factors affecting the work, which were not previously understood. No verbal agreement or
conversation with any officer, agent or employee of the OWNER or the ENGINEER, either before or
after the execution of this Contract, shall affect or modify any of the terms or obligations herein
contained.
4.03 LAWS AND ORDINANCES. The CONTRACTOR shall at all times observe and
comply with all federal, state or local laws, ordinances and regulations, regardless of whether the same
are adopted before or after the execution of this Contract, which in any manner affect the Contract or the
work, and shall indemnify, save and hold harmless the OWNER and the ENGINEER against any claim
arising out of the violation of any such laws, ordinances and regulations, whether by the
CONTRACTOR or his employees. If the CONTRACTOR observes that the Plans and Specifications
are at variance with federal or state laws or the ordinances or regulations of the City, he shall promptly
notify the ENGINEER in writing, and any necessary changes shall be made as provided in the Contract
for changes in the work. If the CONTRACTOR performs any work knowing it to be contrary to such
laws, ordinances, rules and regulations, and without such notice to the ENGINEER, he shall bear all
costs arising therefrom.
The OWNER is a Political Subdivision of the State of Texas, and the law from which it derives its
powers, insofar as the same regulates the objects for which, or the manner in which, or the conditions
4/00 00700-7
CITY OF PEARLAND
GENERAL CONDITIONS
under which the OWNER may enter into contracts shall be controlling and shall be considered as part
of this Contract to the same effect as though embodied herein The Code of Ordinances and other
applicable regulations of the OWNER shall be deemed to be embodied in this Contract.
4.04 ASSIGNMENT AND SUBLETTING. The CONTRACTOR further agrees that he will
retain personal control and will give his personal attention to the fulfillment of this Contract and that he
will not assign, by power of attorney or otherwise, or sublet said Contract without the written consent of
the ENGINEER, and that no part or feature of the work will be sublet to anyone objectionable to the
ENGINEER or the OWNER In addition, the OWNER reserves the right to disapprove the subletting of
this Contract or any portion hereof on any basis whatsoever. The CONTRACTOR further agrees that the
subletting of any portion or feature of the work or materials required in the performance of this Contract
shall not relieve the CONTRACTOR from his obligations to the OWNER, as provided for by this
Agreement.
4.05 PERFORMANCE AND PAYMENT BONDS. In the event the contract price shall be in
excess of $25,000.00, the CONTRACTOR shall execute separate Performance and Payment Bonds
each in the sum of one hundred percent (100%) of the total contract price, which shall be increased at
any time to cover any change orders additives or add-ons, in accordance with the provisions of Chapter
2253 of the Texas Government Code. If the contract price does not exceed $25 000.00, the statutory
bonds will not be required. All required bonds shall be submitted on forms approved by the OWNER
for this purpose, guaranteeing the faithful performance of the work and fulfillment of any guarantees
required, and further guaranteeing payment to all persons supplying labor and materials or furnishing
him any equipment in the execution of the Contract. It is agreed that the Contract shall not be in effect
until such Performance and Payment Bonds are furnished and approved by the OWNER.
Each such bond shall be executed by a corporate surety or corporate sureties duly authorized to do
business in the State of Texas. The cost of the premium for the Performance and Payment Bonds shall
be included in the CONTRACTOR's Proposal
4.06 INSURANCE. The CONTRACTOR, at his own expense, shall procure, maintain and
keep in force throughout the life of this Contract, and for one additional year, insurance as hereinafter
specified. Such insurance shall be carried with an insurance company licensed to transact business in
the State of Texas and shall cover all operations in connection with this Contract, whether performed by
the CONTRACTOR or a subcontractor, or separate policies shall be provided covering the operation of
each subcontractor.
No policy shall be written on a ` claims made" form. The OWNER, the ENGINEER, their agents and
employees shall be named as additional insureds on CONTRACTOR S Commercial General Liability,
Automobile Liability and excess or Umbrella Liability policies. OWNER may waive the additional
insured requirement under the Commercial General Liability policy if an owner's and contractor's
Protective Liability policy with general aggregate limits of $2,000,000.00, with $1,000,000.00 per
occurrence limit, is provided. The contractual liability coverage in the Commercial General Liability
4/00 00700-8
CITY OF PEARLAND
GENERAL CONDITIONS
policy shall not be excluded.
The following insurance coverages will be carried and certified.
(1) Worker's Compensation Insurance and Employer's Liability Insurance.
Attachment No. 1 to these General Conditions contains statutory requirements for
Worker's Compensation Insurance. The Employer's Liability Insurance shall have limits
as follows:
Bodily injury by accident: $500,000
each accident.
Bodily injury by disease: $500,000
policy limit.
Bodily injury by disease: $500,000
each employee.
(2) Commercial General Liability Insurance:
(3)
Including Contractor's Protective Liability, Broad
Form Property Damage, Contractual Liability,
Bodily Injury, Personal Injury, and Products and
Completed Operations (for a period of one year
following completion of the Work under this
Agreement)
Combined single limit of $1,000,000 each occurrence,
Subject to general aggregate $2,000,000; Products and
Completed Operations, $1,000,000 aggregate
Automobile Liability Insurance:
Bodily injury per person: $250,000.
Bodily injury per accident: $500,000.
Property damage: $250,000.
Or a policy providing combined single limits of $750,000.
(4) OWNER, at its own discretion, may require an umbrella or excess limits liability policy.
4/00 00700-9
CITY OF PEARLAND
GENERAL CONDITIONS
(5)
All coverages shall be endorsed to waive the carrier's right of subrogation against the
Owner.
In the event the CONTRACTOR shall fail to provide insurance as herein required, or be subject to
claim, demand or litigation growing out of or arising from a claim not contemplated herein such failure
on the part of the CONTRACTOR shall not serve to release or in any way discharge or shift the liability
of the CONTRACTOR to the ENGINEER or OWNER* BUT THE CONTRACTOR DOES HEREIN
AGREE TO INDEMNIFY AND HOLD THE ENGINEER AND OWNER HARMLESS FROM ANY
AND ALL CLAIMS GROWING OUT OF OR ARISING BY REASON OF ANY OF THE
CIRCUMSTANCES HEREIN ENUMERATED, OR ANY OTHER CLAIMS OR DEMANDS MADE
BY ANY PERSON, GROWING OUT OF OR ARISING BY REASON OF THE WORK PERFORMED
BY THE CONTRACTOR.
4.07 CERTIFICATE OF INSURANCE. Within ten (10) days after notification of award of
Contract, the CONTRACTOR and each subcontractor shall submit to the OWNER for approval,
certificates of insurance covering each insurance policy carried and offered as evidence of compliance
with the above insurance requirements, signed by an authorized representative of the insurance
company, setting forth:
(1) The name and address of the insured;
(2) The location of the operations to which the insurance applies;
(3) The name of the policy and type or types of insurance in force thereunder on the date
borne by such certificate.
(4) The expiration date of the policy and the limit or limits of liability thereunder on the date
borne by such certificates.
(5)
A statement that the insurance of the type afforded by the policy applies to all of the
operations of whatever character, which are undertaken by the insured during the
performance of this Contract, provided such operations are required in the performance of
the Contract;
(6) A provision that the policy may be canceled or materially changed only by mailing
written notice to the named insured at the address shown in the policy, stating when, not
less than thirty (30) days thereafter, cancellation or change of such policy shall be
effective, with a copy of such letter of intent to the OWNER
4.08 PERMITS AND FEES. Unless otherwise provided in the Contract Documents, the
Contractor shall secure and pay for all construction permits, licenses, and inspections necessary for
proper execution and completion of the Work and which are legally required at the time bids are
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CITY OF PEARLAND
GENERAL CONDITIONS
received.
4.09 TEXAS STATE SALES TAX. Materials incorporated into this project are exempt from
State Sales according to provisions of the Texas Tax Code, Chapter 151, Subsection H.
The Contractor must obtain a limited sales, excise and use tax permit or exemption certificate which
shall enable him to buy the materials to be incorporated into the work without paying tax at the time of
purchase.
4.10 CONTRACTOR'S DUTY AND SUPERINTENDENCE The CONTRACTOR shall give
adequate attention to the faithful prosecution and completion of this Contract and shall keep on the
work during its progress, a competent superintendent and any necessary assistants, all satisfactory to the
ENGINEER as the OWNER'S representative. The superintendent shall represent the CONTRACTOR
in his absence and shall act as the employee or agent of the CONTRACTOR, and all directions given to
him shall be binding as if given to the CONTRACTOR. Adequate supervision by competent and
reasonable representatives of the CONTRACTOR is essential to the proper performance of the work,
and lack of such supervision shall be grounds for suspending operations of the CONTRACTOR.
The work, from its commencement to completion, shall be under the exclusive charge and control of the
CONTRACTOR, and all risk in connection therewith shall be borne by the CONTRACTOR.
Neither the OWNER nor the ENGINEER as the OWNER's representative will be responsible for the
acts or omissions of the CONTRACTOR, its subcontractors or any of its agents or employees, or any
other persons performing any of the work.
4.11 CHARACTER OF WORKERS. The CONTRACTOR agrees to employ only orderly and
competent workers, skillful in the performance of the type of work required under this Contract, to do
the work, and agrees that whenever the ENGINEER shall inform him in writing that any worker or
workers on the work are, in his opinion, incompetent, unfaithful or disorderly, or in the ENGINEER's
opinion, are not using their best efforts for the progress of the work, such worker or workers shall be
discharged from the work and shall not again be employed on the work without the ENGINEER's
written consent.
4.12 EQUIPMENT, MATERIALS, CONSTRUCTION PLANT AND BUILDINGS. The
CONTRACTOR shall provide all labor, tools, equipment, machinery and materials necessary in the
prosecution and completion of this Contract where it is not otherwise specifically provided that the
OWNER shall furnish same; and further, the CONTRACTOR shall be responsible for the care,
preservation, conservation and protection of all materials, supplies, machinery, equipment, tools,
apparatus, accessories, facilities, all means of construction and any and all parts of the work, whether the
CONTRACTOR has been paid, partially paid or not paid for such work, until the entire work is
completed and accepted.
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The building of structures for housing workers, or the erection of tents or other forms of protection, will
be permitted only at such places as the ENGINEER shall direct, and the sanitary conditions of the
grounds in or about such structures shall at all times be maintained in a manner satisfactory to the
ENGINEER. Any structures of any nature constructed or erected by the CONTRACTOR for the
purposes herein set out, shall be the sole responsibility of the CONTRACTOR as to the proper erection
or construction thereof; and the CONTRACTOR agrees to indemnify and hold the ENGINEER or
OWNER harmless from any claims of any nature whatsoever brought against either of them for damages
allegedly sustained by anyone by reason of the erection, construction or maintenance of
CONTRACTOR's buildings.
4.13 SANITATION. Necessary sanitary conveniences for the use of laborers on the work site,
properly secluded from public observation, shall be constructed and maintained by the CONTRACTOR
in such manner and at such points as shall be approved by the ENGINEER and their use shall be strictly
enforced. Any structures of any nature constructed or erected by the CONTRACTOR for the purposes
herein set out, shall be the sole responsibility of the CONTRACTOR as to the proper erection or
construction thereof, and the CONTRACTOR agrees to indemnify and hold the ENGINEER or
OWNER harmless from any claims of any nature whatsoever brought against either of them for damages
allegedly sustained by anyone by reason of the erection, construction or maintenance of
CONTRACTOR's buildings.
4.14 CLEANING AND MAINTENANCE. The CONTRACTOR shall at all times keep and
maintain the premises free from accumulation of debris caused by the work, and at the completion of the
work, he shall remove all such debris and also his tools, scaffolding and surplus materials and shall leave
the work broom -clean or its equivalent. The work shall be left in good order and condition. In case of
dispute, the OWNER may remove the debris and charge the cost to the CONTRACTOR.
4.15 PERFORMANCE OF WORK It is further agreed that it is the intent of this Contract that
all work must be done and all material must be furnished in accordance with the generally accepted
practice for such materials furnished or work completed.
4.16 RIGHT OF OWNER TO MODIFY METHODS AND EQUIPMENT. If at any time the
methods or equipment used by the CONTRACTOR are found to be inadequate to secure rate of progress
required under this Contract, the OWNER or the ENGINEER as the OWNER's representative may
order the CONTRACTOR in writing to improve their efficiency, and the CONTRACTOR shall comply
with such order.
If at any time the working force of the CONTRACTOR is inadequate for securing the progress herein
specified, the CONTRACTOR shall, if so ordered in writing, increase his force or equipment, or both, to
such an extent as to give reasonable assurance of compliance with the schedule of progress.
4.17 LAYOUT OF WORK Except as specifically provided herein, the CONTRACTOR shall
be responsible for laying out work and shall accomplish this work in a manner acceptable to the
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ENGINEER.
4.18 SHOP DRAWINGS. The CONTRACTOR shall submit to the ENGINEER, with such
promptness as to cause no delay in his own work or in that of any other contractor, six (6) checked
copies, unless otherwise specified, of all shop and/or setting drawings and schedules required for the
work of the various trades. Contractor will check and approve shop drawings for compliance with
requirements of Contract and will so certify by stamp on each drawing prior to submittal to ENGINEER.
Any drawings submitted without Contractor's stamp of approval will not be considered and will be
returned to him for proper submission. The ENGINEER shall pass upon them with reasonable
promptness, indicating desired corrections.
The CONTRACTOR shall make any corrections required by the ENGINEER, file with him two (2)
corrected copies and furnish such other copies as may be needed. The ENGINEER's approval of such
drawings or schedules shall not relieve the CONTRACTOR from responsibility for deviations from
drawings or specifications, unless he has, in writing, called the ENGINEER's attention to such
deviations at the time of the submission, and the ENGINEER has acknowledged such deviations in
writing, nor shall it relieve him from responsibility for errors of any sort in shop drawings or schedules.
It shall be the CONTRACTOR's responsibility to fully and completely review all shop drawings to
ascertain their effect on his ability to perform the required contract work in accordance with the Plans
and Specifications and within the contract time.
Such review by the ENGINEER shall be for the sole purpose of determining the sufficiency of said
drawings or schedules to result in finished improvements in conformity with the Plans and
Specifications, and shall not relieve the CONTRACTOR of his duty as an independent contractor as
previously set forth, it being expressly understood and agreed that the ENGINEER does not assume any
duty to pass upon the propriety or adequacy of such drawings or schedules, or any means or methods
reflected thereby, in relation to the safety of either person or property during CONTRACTOR's
performance hereunder, and any action taken by the ENGINEER shall not relieve the CONTRACTOR
of his responsibility and liability, as set out in the contract documents.
4.19 ENGINEER -CONTRACTOR RELATIONSHIP; OBSERVATIONS. It is agreed by the
CONTRACTOR that the ENGINEER, as the OWNER's representative, shall be and is hereby
authorized to appoint such subordinate engineers, supervisors or observers as the said ENGINEER may
from time to time deem proper to observe the materials furnished and the work done under this
Agreement, and to see that said material is furnished and said work is done in accordance with the
specifications therefor. The CONTRACTOR shall furnish all reasonable aid and assistance required by
the subordinate engineers, supervisors or observers for the proper observation and examination of the
work. The CONTRACTOR shall regard and obey the directions and instructions of any subordinate
engineers supervisors or observers so appointed, when such directions and instructions are consistent
with the obligations of this Agreement and accompanying Plans and Specifications, provided, however,
should the CONTRACTOR object to any orders by any subordinate engineer, supervisor or observer,
the CONTRACTOR may, within six (6) days, make written appeal to the ENGINEER for his decision.
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4.20 OBSERVATION AND TESTING. The OWNER or the ENGINEER as the OWNER's
representative shall have the right at all reasonable times to observe and test the work. The
CONTRACTOR shall make all necessary arrangements and provide proper facilities and access for such
observation and testing at any location wherever work is in preparation or progress. The
CONTRACTOR shall ascertain the scope of any observation which may be contemplated by the
OWNER or the ENGINEER and shall give ample notice as to the time each part of the work will be
ready for such observation. The OWNER or the ENGINEER may reject any work found to be defective
or not in accordance with the contract documents, regardless of the stage of its completion or the time or
place of discovery of such errors, and regardless of whether the ENGINEER has previously accepted the
work through oversight or otherwise. If any work is covered without approval or consent of the
OWNER, it must, if requested by the OWNER or the ENGINEER, be uncovered for examination, at the
sole expense of the CONTRACTOR. In the event that any part of the work is being fabricated or
manufactured at a location where rt is not convenient for the OWNER or the ENGINEER to make
observations of such work or require testing of said work, then in such event, the OWNER or the
ENGINEER may require the CONTRACTOR to furnish the OWNER or the ENGINEER with
certificates of inspection, testing or approval made by persons competent to perform such tasks at the
location where that part of the work is being manufactured or fabricated. All such tests will be in
accordance with the methods prescribed by the American Society for Testing and Materials or such
other applicable organization as may be required by law or the contract documents.
If any work which is required to be inspected, tested or approved is covered up without written approval
or consent of the OWNER or the ENGINEER, it must, if requested by the OWNER or the ENGINEER,
be uncovered for observation and testing at the sole expense of the CONTRACTOR. The cost of all
such inspections, tests and approvals shall be borne by the CONTRACTOR unless otherwise provided
herein. Any work which fails to meet the requirements of such tests, inspections or approval and any
work which meets the requirements of any such tests or approval but does not meet the requirements of
the contract documents shall be considered defective. Such defective work shall be corrected at the
CONTRACTOR'S expense.
Neither observations by the OWNER or by the ENGINEER, nor inspections, tests or approvals made by
the OWNER, the ENGINEER or other persons authorized under this Agreement to make such
inspections, tests or approvals, shall relieve the CONTRACTOR from his obligation to perform the work
in accordance with the requirements of the contract documents.
4.21 DEFECTS AND THEIR REMEDIES It is further agreed that if the work or any part
thereof, or any material brought on the site of the work for use in the work or selected for the same, shall
be deemed by the ENGINEER as unsuitable or not in conformity with the Plans and Specifications, the
CONTRACTOR shall, after receipt of written notice thereof from the ENGINEER, forthwith remove
such material and rebuild or otherwise remedy such work so that it shall be in full accordance with this
Contract. It is further agreed that any such remedial action contemplated herein shall be at
CONTRACTOR's expense.
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4.22 LIABILITY FOR PROPER PERFORMANCE Engineering construction drawings and
specifications, as well as any additional instructions and information concerning the work to be
performed, passing from or through the ENGINEER, shall not be interpreted as requiring or allowing the
CONTRACTOR to deviate from the Plans and Specifications contained as a part of the contract
documents, the intent of such drawings, specifications and any other such instructions being to define
with particularity the agreement of the parties as to work the CONTRACTOR is to perform.
CONTRACTOR shall be fully and completely liable and contractually bound, at his own expense, for
design, construction, installation and use or non-use of all items and methods incident to the
performance of the Contract, including, without limitation the adequacy of all temporary supports,
shoring, bracing, scaffolding, machinery or equipment, safety precautions or devices, similar items or
devices used by him during construction, and work performed either directly or incident to construction,
and for all loss, damage or injury incident thereto, either to person or property, whether such damage be
suffered by the ENGINEER the OWNER or any other person not a party to this Contract.
Any review of work in progress or any visit or observation during construction, or any clarification of
Plans and Specifications by the ENGINEER or OWNER, or any agent, employee or representative of
either of them, whether through personal observation on the project site or by means of approval of shop
drawings for construction or construction processes, or by other means or methods, is agreed by the
CONTRACTOR to be for the purpose of observing the extent and nature of work completed or being
performed, as measured against the drawings and specifications which are part of the Contract, or for the
purpose of enabling the CONTRACTOR to more fully understand the Plans and Specifications so that
the completed construction work will conform thereto, and shall in no way relieve the CONTRACTOR
from full and complete responsibility for proper performance of his work on the project, including,
without limitation, the propriety of means and methods of the CONTRACTOR in performing said
Contract, and the adequacy of any designs, plans or other facilities for accomplishing such performance.
Any action by the ENGINEER or the OWNER in visiting or observing during construction, or any
clarification of Plans and Specifications shall not constitute a waiver of CONTRACTOR'S liability for
damages as herein set out. Deviation by the CONTRACTOR from Plans and Specifications, whether
called to the CONTRACTOR's attention or not, shall in no way relieve CONTRACTOR from his
responsibility to complete all work in accordance with said Plans and Specifications, and further shall
not relieve CONTRACTOR of his liability for loss, damage or injury as herein set out.
4.23 PROTECTION AGAINST ACCIDENT TO EMPLOYEES AND THE PUBLIC. The
CONTRACTOR shall take out and procure a policy or policies of Worker's Compensation Insurance
with an insurance company licensed to transact business in the State of Texas, which policy shall
comply with the Worker's Compensation laws of the State of Texas. The CONTRACTOR shall at all
times exercise reasonable precautions for the safety of employees and others on or near the work and
shall comply with all applicable provisions of federal, state and municipal laws and building and
construction codes. All machinery and equipment and other physical hazards shall be guarded in
accordance with the "Manual of Accident Prevention in Construction" of the Associated General
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GENERAL CONDITIONS
Contractors of America, except where incompatible with federal, state or municipal laws or regulations.
The CONTRACTOR shall provide such machinery guards, safe walkways, ladders, bridges, gangplanks
and other safety devices.
All accidents or injuries to CONTRACTOR's employees working on the job site must be reported to the
ENGINEER immediately.
The safety precautions actually taken and their adequacy shall be the sole responsibility of the
CONTRACTOR, in his sole discretion as an independent contractor. Inclusion of this paragraph in the
Agreement, as well as any notice which may be given by the OWNER or the ENGINEER as the
OWNER' s representative concerning omissions under this paragraph as the work progresses, are
intended as reminders to the CONTRACTOR of his duty and shall not be construed as any assumption
of duty to supervise safety precautions by either the CONTRACTOR or any of his subcontractors.
4.24 PROTECTION OF ADJOINING PROPERTY. The CONTRACTOR shall employ proper
means to protect the adjacent or adjoining property or properties in any way encountered, which might
be injured or seriously affected by any process of construction to be undertaken under this Agreement,
from any damage or injury by reason of said process of construction; and he shall be liable for any and
all claims for such damage on account of his failure to fully protect all adjoining property. THE
CONTRACTOR AGREES TO INDEMNIFY SAVE AND HOLD HARMLESS THE OWNER AND
ENGINEER AGAINST ANY CLAIM OR CLAIMS FOR DAMAGES DUE TO ANY INJURY TO
ANY ADJACENT OR ADJOINING PROPERTY, ARISING OR GROWING OUT OF THE
PERFORMANCE OF THE CONTRACT.
4.25 PROTECTION AGAINST CLAIMS OF SUBCONTRACTORS LABORERS,
MATERIALMEN AND FURNISHERS OF MACHINERY, EQUIPMENT AND SUPPLIES.
THE CONTRACTOR AGREES THAT HE WILL INDEMNIFY, SAVE AND HOLD THE OWNER
AND THE ENGINEER HARMLESS FROM ALL CLAIMS GROWING OUT OF THE LAWFUL
DEMANDS OF SUBCONTRACTORS, LABORERS, WORKERS, MECHANICS, MATERIALMEN
AND FURNISHERS OF MACHINERY AND PARTS THEREOF, EQUIPMENT POWER TOOLS
AND ALL SUPPLIES, INCLUDING COMMISSARY, INCURRED IN THE FURTHERANCE OF
THE PERFORMANCE OF THIS CONTRACT. When so desired by the OWNER, the CONTRACTOR
shall furnish satisfactory evidence that all obligations of the nature hereinabove designated have been
paid, discharged or waived.
If the CONTRACTOR fails to do so, then the OWNER may, at the option of the OWNER, either pay
directly any unpaid bills of which the OWNER has written notice, or withhold from the
CONTRACTOR s unpaid compensation a sum of money deemed reasonably sufficient to liquidate any
and all such lawful claims until satisfactory evidence is furnished that all liabilities have been fully
discharged, whereupon payments to the CONTRACTOR shall be resumed in full, in accordance with the
terms of this Contract.
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Any and all communications between any parties under this paragraph shall be in writing.
4.26 PROTECTION AGAINST ROYALTIES OR PATENTED INVENTION. The
CONTRACTOR shall pay all royalties and license fees and shall provide for the use of any design,
device, material or process covered by letters patent or copyright, by suitable legal agreement with the
patentee or owner thereof. THE CONTRACTOR SHALL DEFEND ALL SUITS OR CLAIMS FOR
INFRINGEMENT OF ANY PATENT OR COPYRIGHT AND SHALL INDEMNIFY, SAVE AND
HOLD THE OWNER AND THE ENGINEER HARMLESS FROM ANY LOSS ON ACCOUNT
THEREOF, EXCEPT THAT THE OWNER SHALL DEFEND ALL SUCH SUITS AND CLAIMS
AND SHALL BE RESPONSIBLE FOR ALL SUCH LOSS WHEN A PARTICULAR DESIGN,
DEVICE MATERIAL OR PROCESS OR THE PRODUCT OF A PARTICULAR MANUFACTURER
OR MANUFACTURERS IS SPECIFIED OR REQUIRED BY THE OWNER; PROVIDED,
HOWEVER, IF CHOICE OF ALTERNATE DESIGN DEVICE, MATERIAL OR PROCESS IS
ALLOWED TO THE CONTRACTOR, THEN THE CONTRACTOR SHALL INDEMNIFY, SAVE
AND HOLD THE OWNER HARMLESS FROM ANY LOSS ON ACCOUNT THEREOF. In addition,
if the material or process specified or required by the OWNER is an infringement, the CONTRACTOR
shall be responsible for such loss unless he promptly advises the OWNER of such infringement.
4 27 INDEMNIFICATION. The CONTRACTOR shall be solely responsible for the safety of
himself, his employees and all other persons as well as for the protection of the improvements being
erected and the property of himself or any other person, as a result of his operations hereunder. THE
CONTRACTOR AGREES TO INDEMNIFY AND HOLD THE ENGINEER AND THE OWNER
HARMLESS FROM ANY CLAIMS OR DEMANDS OF ANY NATURE WHATSOEVER MADE BY
ANY EMPLOYEE, EMPLOYEES, AGENTS OR SUBCONTRACTORS OF CONTRACTOR, OR BY
ANY UNION TRADE ASSOCIATION, WORKER'S ASSOCIATION OR OTHER GROUPS,
ASSOCIATIONS OR INDIVIDUALS, ALLEGEDLY REPRESENTING EMPLOYEES OF THE
CONTRACTOR IN ANY DISPUTE BETWEEN THE CONTRACTOR AND HIS EMPLOYEES,
DIRECTLY OR INDIRECTLY INVOLVING, GROWING OUT OF OR ARISING FROM CLAIMS
BY SUCH EMPLOYEES FOR WAGES, SALARY, WORKING CONDITIONS OR ANY OTHER
COMPLAINT OR CLAIM WHICH MAY BE MADE
THE CONTRACTOR, HIS SURETIES AND INSURANCE CARRIERS SHALL DEFEND,
INDEMNIFY AND HOLD HARMLESS THE OWNER AND THE ENGINEER AND THEIR
RESPECTIVE OFFICERS AGENTS AND EMPLOYEES FROM AND AGAINST ALL DAMAGES,
CLAIMS, LOSSES, DEMANDS, SUITS, JUDGMENTS AND COSTS OF ANY CHARACTER
WHATSOEVER, INCLUDING REASONABLE ATTORNEY'S FEES AND EXPENSES, AND
SHALL BE REQUIRED TO PAY ANY JUDGMENT THEREFOR, WITH COSTS, WHICH MAY BE
OBTAINED AGAINST THE OWNER AND/OR THE ENGINEER OR ANY OF THEIR OFFICERS,
AGENTS OR EMPLOYEES, ARISING OUT OF OR RESULTING FROM THE PERFORMANCE OF
THE WORK, PROVIDED THAT ANY SUCH DAMAGES, CLAIM, LOSS, DEMAND, SUIT,
JUDGMENT, COST OR EXPENSE:
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(1)
GENERAL CONDITIONS
IS ATTRIBUTABLE TO BODILY INJURY, SICKNESS, DISEASE OR DEATH OR
INJURY TO OR DESTRUCTION OF TANGIBLE PROPERTY, INCLUDING THE
LOSS OF USE RESULTING THEREFROM; AND
(2) IS CAUSED IN WHOLE OR IN PART BY ANY NEGLIGENT ACT OR OMISSION
OF THE CONTRACTOR, ANY SUBCONTRACTOR, THEIR AGENTS OR
EMPLOYEES OR ANYONE DIRECTLY OR INDIRECTLY EMPLOYED BY ANY
ONE OF THEM OR ANYONE FOR WHOSE ACTS ANY OF THEM MAY BE
LIABLE, REGARDLESS OF WHETHER OR NOT IT IS CAUSED IN PART BY A
PARTY INDEMNIFIED HEREUNDER.
The obligation of the CONTRACTOR under this Agreement shall not extend to the liability of the
ENGINEER, his agents or employees, arising out of the preparation or approval of maps, drawings,
reports, surveys, designs or specifications, or the giving of or the failure to give directions or instructions
by the ENGINEER, his agents or employees, provided such giving or failure to give is the primary cause
of the injury or damage.
4.28 LOSSES FROM NATURAL CAUSES. All loss or damage to the CONTRACTOR
arising out of the nature of the work to be done or from any unforeseen circumstances in the prosecution
of the same, or from the action of the elements, or from unusual obstructions or difficulties which may
be encountered in the prosecution of the work, shall be sustained and borne by the CONTRACTOR at
his own cost and expense.
4.29 GUARANTEE The CONTRACTOR shall furnish the OWNER with a written guarantee
on all workmanship and materials provided by him for the project The written guarantee shall be made
out to the OWNER and in a form satisfactory to the OWNER'S legal counsel, guaranteeing all the work
under the Contract to be free from faulty material in every particular and free from improper
workmanship; and against unusual damage from proper and usual use; and agreeing to replace or to re -
execute without cost to the OWNER such work as may be found to be improper or imperfect, and to
make good all damages caused to other work or material, due to such defective work or due to its
required replacement or re -execution. This guarantee shall be made to cover a period of one year from
the date of acceptance of work under the Contract, as evidenced by the OWNER'S Certificate of
Accceptance, of the work Neither the Certificate of Acceptance, final payment, nor any provision in the
Contract Documents shall relieve the CONTRACTOR of the responsibility for neglect or faulty material
or workmanship during the period covered by the guarantee. The one year period of any guarantee
clauses will not limit the OWNER'S other rights under common law to have defects remedied when
discovered after one year.
5. PROSECUTION AND PROGRESS
5.01 TIME AND ORDER OF COMPLETION It is the meaning and intent of this Contract,
unless otherwise herein specifically provided, that the CONTRACTOR shall be allowed to prosecute his
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work at such times and seasons, in such order of precedence, and in such manner as shall be most
conducive to economy of construction; provided, however that the order and the time of prosecution
shall be such that the work shall be substantially completed as a whole and in part, in accordance with
this Contract, the Plans and Specifications, and within the time of completion designated in the Proposal;
provided also, that when the OWNER is having other work done, either by contract or by his own force,
the ENGINEER may direct the time and manner of constructing the work done under this Contract, so
that conflict will be avoided and the construction of the various works being done for the OWNER shall
be harmonized.
The CONTRACTOR shall submit, at such times as may reasonably be requested by the ENGINEER,
schedules which shall show the order in which the CONTRACTOR proposes to carry on the work, with
dates on which the CONTRACTOR will start the several parts of the work, and estimated dates of
completion of the several parts.
5.02 EXTENSION OF TIME. The CONTRACTOR agrees that he has submitted his Proposal
in full recognition of the time required for the completion of this project, taking into consideration the
average climatic range and industrial conditions prevailing in this locality, and has considered the
liquidated damage provisions as hereinafter set forth and that he shall not be entitled to, nor will he
request, an extension of time on this Contract, except when completion of the work has been delayed by
any act or neglect of the OWNER, the ENGINEER, or any employee of either, by other contractors
employed by the OWNER, by changes ordered in the work, by strikes, lockouts, fires and unusual delays
by common carriers, by unavoidable cause or causes beyond the CONTRACTOR'S control or by any
cause which the ENGINEER shall decide justifies the delay. The CONTRACTOR shall give the
ENGINEER prompt notice, in writing, of the cause of such delay; and within ten (10) days after receipt
of a written request for an extension of time shall from the CONTRACTOR supported by all requested
documentation, the ENGINEER shall submit such written request together with his written
recommendation, to the OWNER for consideration, and the OWNER shall grant an extension of time for
completing the work, sufficient to compensate for the delay.
5.03 HINDRANCES AND DELAYS. In executing the Contract Agreement, the
CONTRACTOR agrees that in undertaking to complete the work within the time herein fixed, he has
taken into consideration and made allowances for all hindrances and delays incident to such work,
whether growing out of delays in securing material or workmen or otherwise. No claim shall be made
by the CONTRACTOR for damages resulting from hindrances or delays from any cause during the
progress of any portion of the work embraced in this Contract, except where the work is stopped by
order of the OWNER, or the ENGINEER as the OWNER's representative for the OWNER's
convenience, in which event such expense as in the judgement of the ENGINEER is caused by such
stoppage of said work shall be paid by the OWNER to the CONTRACTOR.
5.04 LIQUIDATED DAMAGES FOR DELAY. It is understood and agreed that time is of the
essence, and that the CONTRACTOR will commence said work on the date specified and will complete
said work within the time specified in the Proposal. It is expressly understood and agreed, by and
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GENERAL CONDITIONS
between the CONTRACTOR and the OWNER, that the time for the completion of the work described
herein is reasonable time for the completion of the same, taking into consideration the average climatic
range and conditions and usual industrial conditions prevailing in this locality. The CONTRACTOR
further agrees that a breach of this Contract as to completion on time will cause damage to the OWNER
and that such damages cannot be accurately measured or that ascertainment will be difficult. Therefore,
the parties agree that for each and every calendar day the work or any portion thereof shall remain
uncompleted after the expiration of the time limit set in the Contract or as extended by the OWNER, the
CONTRACTOR shall pay, as minimum liquidated damages, and not as a penalty, the amount set out in
the Proposal.
However, the foregoing agreement as to liquidated damages constitutes only an agreement by the
OWNER and the CONTRACTOR as to the minimum amount of damages which the OWNER will
sustain in any event by reason of the CONTRACTOR'S failure to complete the work within the specified
time. Should the OWNER suffer damage over and above the minimum amount specified, by reason of
the CONTRACTOR'S failure to begin the work when ordered, carry it forward uninterruptedly after
beginning, or complete it within the specified time in strict accordance with the Plans and Specifications,
the OWNER may recover such additional amount.
The OWNER shall have the right to deduct and withhold the amount of any and all such damages
whether it be the minimum amount stipulated above or otherwise, from any monies owing by it to said
CONTRACTOR or the OWNER may recover such amount from the CONTRACTOR and the sureties of
his bond; all of such remedies shall be cumulative and the OWNER shall not be required to elect any
one nor be deemed to have made an election by proceeding to enforce any one remedy.
6. MEASUREMENT AND PAYMENT
6.01 DISCREPANCIES AND OMISSIONS. It is agreed that it is the intent of this Contract
that all work described in the Proposal, the Plans and Specifications and other contract documents, is to
be done for the prices quoted by the CONTRACTOR and that such price shall include all appurtenances
necessary to complete the work in accordance with the intent of these contract documents as interpreted
by the ENGINEER. If the CONTRACTOR finds any discrepancies or omissions in these Plans,
Specifications or contract documents, he should notify the ENGINEER and obtain a clarification before
the bids are received, and if no such request is received by the ENGINEER prior to the opening of bids,
then it shall be considered that the CONTRACTOR fully understands the work to be included and has
provided sufficient sums in his Proposal to complete the work in accordance with these Plans and
Specifications. It is further understood that any request for clarification must be submitted no later than
five (5) days prior to the opening of bids.
6.02 QUANTITIES AND MEASUREMENTS. No extra or customary measurements of any
kind will be allowed, but the actual measured and/or computed length area, solid contents, number and
weight only shall be considered, unless otherwise specifically provided.
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6.03 ESTIMATED QUANTITIES. This Agreement, including the Specifications, Plans and
estimate, is intended to show clearly all work to be done and material to be furnished hereunder. Where
the estimated quantities are shown for the various classes of work to be done and material to be
furnished under this Contract, they are approximate and are to be used only as a basis for estimating the
probable cost of the work and for comparing the proposals offered for the work. It is understood and
agreed that the actual amount of work to be done and the materials to be furnished under this Contract
may differ somewhat from the estimates and that the items listed or estimated quantities stated shall not
give rise to a claim by the CONTRACTOR against the OWNER for compensation, unless the work shall
have actually been authorized, and performed and material supplied.
Where payment is based on the unit price method, the CONTRACTOR agrees that he will make no
claim for damages, anticipated profits or otherwise, on account of any differences which may be found
between the quantities of work actually done and the material actually furnished under this Contract and
the estimated quantities contemplated and contained in the Proposal.
6.04 PRICE OF WORK. In consideration of the furnishing of all the necessary labor,
equipment and material and the completion of all work by the CONTRACTOR, and upon the
completion of all work and the delivery of all materials embraced in this Contract in full conformity with
the specifications and stipulations herein contained, the OWNER agrees to pay to the CONTRACTOR
the prices set forth in the Proposal attached hereto, which is made a part of this Contract, for the material
actually used and services actually performed; however, the OWNER does not assume any obligation to
pay for any services or material not actually authorized and used. The CONTRACTOR hereby agrees to
receive such prices as payment in full for furnishing all materials and all labor required for the aforesaid
work, and for all expenses incurred by him, and for full perfoiiiiance of the work and the whole thereof
in the manner and according to this Agreement, the attached Plans and Specifications and contract
documents, and the requirements of the ENGINEER
6.05 PAYMENTS. No payments made or certificates given shall be considered as conclusive
evidence of the performance of the Contract, either in whole or in part, nor shall any certificate or
payment be considered as acceptance of defective work. CONTRACTOR shall, at any time requested
during the progress of the work, furnish the OWNER or the ENGINEER with a verifying certificate
showing the CONTRACTOR's total outstanding indebtedness in connection with the work. Before final
payment is made, the CONTRACTOR shall satisfy the OWNER, by affidavit or otherwise that there are
no outstanding liens against OWNER s premises by reason of any work under the Contract. Acceptance
by CONTRACTOR of final payment of the contract price shall constitute a waiver of claims against
OWNER which have not theretofore been timely filed as provided in this Contract.
6.06 PARTIAL PAYMENTS. On or before the tenth day of each month, the CONTRACTOR
shall prepare and submit to the ENGINEER, for approval or modification, an application for partial
payment being a statement showing as completely as practicable, the total value of the work done by the
CONTRACTOR up to and including the twenty-fifth day of the preceding month; said statement shall
also include the value of all sound materials to be fabricated into the work and stored in accordance with
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GENERAL CONDITIONS
manufacturer s recommendation at the Contractor's fully secured and insured designated area. No
payment will be made for materials stored until Owner has accepted the Contractor's designated area and
proof of insurance for materials stored has been provided. The ENGINEER shall then review such
statement and application for partial payment and the progress of the work made by the CONTRACTOR
and, if found to be in order, shall prepare a certificate for partial payment and shall deliver his
certifications for payment to the OWNER and the CONTRACTOR.
The CONTRACTOR shall then, prior to payment by the OWNER, certify and attest to the certification
that he is in accord with the certification and agrees to accept the amounts set out therein and the total
set out therein for the work and for the prices contained in the certification. If the CONTRACTOR does
not agree or desires to protest the ENGINEER's certification, the same shall not be certified by the
ENGINEER to the OWNER for payment until such dispute has been resolved, and the CONTRACTOR
agrees that any claim by the CONTRACTOR for additional compensation, of any nature whatsoever, not
contained in the ENGINEER's certification, shall be waived, and further contracts and agrees, upon
acceptance of the CONTRACTOR s payment, that this shall constitute full and final payment for work
performed by the CONTRACTOR contained in the CONTRACTOR's statement which shall be attached
to the ENGINEER's certification.
The OWNER shall then pay the CONTRACTOR, within thirty (30) days of receipt of the ENGINEER's
recommendation for payment, the total amount of the ENGINEER's Certificate of Partial Payment, less
ten percent (10%) of the amount thereof, up to and including the first Four Hundred Thousand
($400,000.00) dollars and five percent (5%) on the amount thereafter. Such retainage shall be retained
until final payment and further less all previous payments and all further sums that may be retained by
the OWNER under the terms of this Agreement. It is understood, however, that in case the whole work
be near to completion, as certified by the ENGINEER and some unexpected or unusual delay occurs,
through no neglect or fault on the part of the CONTRACTOR, the OWNER may, upon written
recommendation of the ENGINEER pay a reasonable and equitable portion of the retained percentage
to the CONTRACTOR, or the CONTRACTOR, at the OWNER'S option, may be relieved of the
obligation to fully complete the work, and thereupon the CONTRACTOR shall receive at the
OWNER'S option payment of the balance due him under the Contract, subject only to the conditions set
forth under "6.09 FINAL PAYMENT."
The Owner at its option and in compliance with state law may reduce retainage to less than the above -
stated percentages
6.07 USE OF COMPLETED PORTIONS. The OWNER shall have the right to take possession
of and use any completed or partially completed portions of the work, notwithstanding that the time for
completing the entire work or such portions may not have expired; but such taking possession and use
shall not be deemed an acceptance of any work not completed in accordance with the contract
documents. If such prior use increases the cost of or delays the work, the CONTRACTOR shall be
entitled to such extra compensation or extension of time, or both, as may be determined in accordance
with the provisions of this Agreement.
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The CONTRACTOR shall notify the ENGINEER, by letter executed by a duly qualified officer of
CONTRACTOR, that in CONTRACTOR's opinion, the Contract is "substantially completed". When
so notifying the ENGINEER, the CONTRACTOR shall furnish to the ENGINEER, in writing, a detailed
list of unfinished work. The ENGINEER will review the CONTRACTOR s list of unfinished work and
will add thereto such items as the CONTRACTOR failed to include. The substantial completion of the
structure or facility shall not excuse the CONTRACTOR from performing all of the work undertaken,
whether of a minor or major nature, and thereby completing the structure or facility in accordance with
the contract documents.
6.08 FINAL COMPLETION AND ACCEPTANCE Within ten (10) days after the
CONTRACTOR has given the ENGINEER written notice that the work has been completed or
substantially completed, the ENGINEER and the OWNER shall inspect the work; and within said time
if the work be found to be completed or substantially completed in accordance with the contract
documents, the ENGINEER shall issue to the OWNER and the CONTRACTOR his Certificate of
Completion. Thereupon, it shall be the duty of the OWNER, within ten (10) days, to issue a Certificate
of Acceptance of the work to the CONTRACTOR or to advise the CONTRACTOR in writing of the
reason for non -acceptance.
6.09 FINAL PAYMENT. Upon the issuance of the CERTIFICATE of Completion and
OWNER's Certificate of Acceptance, the ENGINEER shall proceed to make final measurements and
prepare a final statement of the value of all work performed and materials furnished under the terms of
the Agreement and shall present the same to the CONTRACTOR for acceptance. The CONTRACTOR,
if he finds such statement to be in order, including all work upon which a claim for payment may be
made, shall note his acceptance thereon; and by accepting the same, the CONTRACTOR agrees to
release any and all claims of any nature whatsoever against the OWNER or the ENGINEER, growing
out of or by reason of the performance of the Contract, the construction of the work, for Extra Work, or
for any other reason whatsoever, either growing out of the Contract and the documents attached thereto
or otherwise. In addition, the CONTRACTOR shall execute a full and final release in a foiin provided
by the OWNER, a copy of which, titled ` Attachment No. 2 to General Conditions", is attached to these
contract documents and made a part hereof, which shall be presented to the OWNER with the
ENGINEER's final statement and any Change Orders or additions or deletions therefrom, duly attested
by the CONTRACTOR, requesting payment.
The OWNER shall pay to the CONTRACTOR, on or after the 30th day and before the 35th day after the
date of the Certificate of Completion, the balance due the CONTRACTOR under the terms of the
Agreement, provided the CONTRACTOR has duly executed and returned all documents requiring
execution or approval as herein provided, or as may be provided by the OWNER, and that he has fully
performed his contractual obligations under the terms of this Contract. Neither the Certificate of
Acceptance nor the final payment nor any provision in the contract documents shall relieve the
CONTRACTOR of the obhgation for fulfillment of any warranty which may be required by law or by
the contract documents.
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6.10 CORRECTION OF WORK BEFORE FINAL PAYMENT The CONTRACTOR shall
promptly remove from OWNER s premises all materials deemed unsuitable by the ENGINEER on
account of failure to conform to the Contract whether actually incorporated in the work or not, and
CONTRACTOR shall, at his own expense, promptly replace such unsuitable materials with other
materials conforming to the requirements of the Contract. The CONTRACTOR shall also bear the
expense of restoring all work of other contractors damaged by any such removal or replacement. If
CONTRACTOR does not remove and replace any such unsuitable work within a reasonable time after
receipt of a written notice from the OWNER or the ENGINEER, the OWNER may remove, replace and
remedy such work at CONTRACTOR's expense.
6.11 CORRECTION OF WORK AFTER FINAL PAYMENT. Neither the final payment nor
certificate nor any provision in this Contract shall relieve the CONTRACTOR of responsibility for
faulty materials or workmanship, and he shall remedy any defects due thereto and pay for any damage to
other work resulting therefrom, which shall appear within a period of one (1) year from the date of
substantial completion. The OWNER or the ENGINEER shall give notice of observed defects with
reasonable promptness.
6.12 PAYMENTS WITHHELD. The OWNER may, on account of subsequently discovered
evidence, withhold or nullify the whole or part of any certificate or withhold partial or full payment to
such extent as may be necessary to protect himself from loss on account of:
(1) Defective work not remedied;
(2) Claims filed or reasonable evidence indicating probable filing of claims;
(3) Failure of the CONTRACTOR to make payments properly to subcontractors or for
material or labor;
(4) Damage to another contractor;
(5) Reasonable doubt that the work can be completed for the unpaid balance of the contract
amount;
(6) Reasonable indication that the work will not be completed within the contract time.
(7) Failure on the part of the CONTRACTOR to execute any and all documents releases or
other documents presented to the CONTRACTOR for execution, as provided for herein or
otherwise.
(8)
Liquidated damages due to late completion.
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When the above grounds are removed or the CONTRACTOR provides a Surety Bond satisfactory to the
OWNER, which will protect the OWNER in the amount withheld, payment may be made for the
amounts withheld because of them. However, the OWNER shall have the discretion of withholding or
making payment in the event any of items (1) through (8) shall be applicable to the work or progress
thereof.
6.13 DELAYED PAYMENTS. Should the OWNER fail to make payment to the
CONTRACTOR of the sum named in any partial or final statement, when payment is due, after the same
has been recommended for payment by both the ENGINEER and the CONTRACTOR and the
CONTRACTOR has met all other conditions stipulated herein or in the contract documents entitling the
CONTRACTOR to payment, then the OWNER shall pay to the CONTRACTOR, in addition to the sum
shown as due by such statement, interest thereon at the rate of six percent (6%) per annum from date
due, as provided under `6.06 PARTIAL PAYMENTS" and "6.09 FINAL PAYMENT", until fully
paid, which shall fully liquidate any injury to the CONTRACTOR growing out of such delay in
payment; but the right is expressly reserved to the CONTRACTOR, in the event payments be not
promptly made as provided under "6.06 PARTIAL PAYMENTS", to at any time thereafter treat the
Contract as abandoned by the OWNER and to recover compensation as provided under `8.
ABANDONMENT OF CONTRACT ', unless such payments are withheld in accordance with the
provisions of '6.12 PAYMENTS WITHHELD".
7. EXTRA WORK AND CLAIMS
7.01 CHANGE ORDERS Without invalidating this Agreement, the OWNER may, at any time
or from time to time, order additions, deletions or revisions to the work; such changes will be authorized
by Change Order to be prepared by the ENGINEER for execution by the OWNER and the
CONTRACTOR. The Change Order shall set forth the basis for any change in contract price, as
hereinafter set forth for Extra Work, and any change in contract time which may result from the change.
In the event the CONTRACTOR shall refuse to approve a Change Order which has been prepared by the
ENGINEER, the ENGINEER may instruct the CONTRACTOR, in writing, to proceed with the work as
set forth in the Change Order, and the CONTRACTOR may make a claim against the OWNER for Extra
Work involved therein. However, the CONTRACTOR shall only be entitled to payment upon the
execution of the final certification and release in a form as provided for herein, and CONTRACTOR
shall approve such certification before the OWNER shall be obligated to make payment.
7.02 MINOR CHANGES. The ENGINEER may authorize minor changes in the work not
inconsistent with the overall intent of the contract documents and not involving an increase in contract
price. If the CONTRACTOR believes that any minor changes or alteration authorized by the
ENGINEER involves Extra Work or entitles him to an increase in the contract price, the
CONTRACTOR shall make written request to the ENGINEER for a written Field Order.
In such case, the CONTRACTOR, by copy of his communication to the ENGINEER or otherwise in
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writing, shall advise the OWNER of his request to the ENGINEER for a written Field Order and that the
work involved may result in an increase in the contract price.
Any request by the CONTRACTOR for a change in contract price shall be made prior to beginning the
work covered by the proposed change.
7.03 EXTRA WORK. It is agreed that the CONTRACTOR shall perform all Extra Work under
the direction of the ENGINEER when presented with a written work order signed by the ENGINEER,
subject, however, to the right of the CONTRACTOR to require written confirmation of such Extra Work
order by the OWNER. It is agreed that the basis of compensation to the CONTRACTOR for work
either added or deleted by a Change Order, or for which a claim for Extra Work is made, shall be
determined by one or more of the following methods:
Method (A) -- By agreed unit prices; or
Method (B) -- By agreed lump sum; or
Method (C) -- If neither Method (A) nor Method (B) be agreed upon before the
Extra Work is commenced, then the CONTRACTOR shall be paid
the "actual field cost" of the work, plus fifteen percent (15%).
In the event said Extra Work is performed and paid for under Method (C), then the provisions of this
paragraph shall apply and the "actual field cost" is hereby defined to include the cost to the
CONTRACTOR of all workers such as foremen, timekeepers, mechanics and laborers, and materials,
supplies, trucks, rentals of machinery and equipment, for the time actually employed or used on such
Extra Work, plus actual transportation charges necessarily incurred together with all power, fuel,
lubricants, water and similar operating expenses, plus all necessary incidental expenses incurred directly
on account of such Extra Work, including Social Security, Old Age Benefits and other payroll taxes, and
a rateable proportion of premiums on Performance and Payment Bonds and Maintenance Bonds, Public
Liability and Property Damage and Worker's Compensation, and all other insurance as may be required
by law or ordinance, or directed by the OWNER, or by them agreed to.
The ENGINEER may direct the form in which accounts of the "actual field cost' shall be kept and the
records of these accounts shall be made available to the ENGINEER. The ENGINEER or OWNER may
also specify in writing before the work commences, the method of doing the work and the type and kind
of machinery and equipment to be used; otherwise these matters shall be determined by the
CONTRACTOR. Unless otherwise agreed upon, the prices for the use of machinery and equipment
shall be determined by using one hundred percent (100%), unless otherwise specified, of the latest
schedule of Equipment Ownership Expense adopted by the Associated General Contractors of America
where practicable, and the terms and prices for the use of machinery and equipment shall be
incorporated in the written Extra Work Order. The fifteen percent (15%) of the "actual field cost" to be
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paid to the CONTRACTOR, shall cover and compensate him for his profit, overhead, general
superintendence and field office expense, and all other elements of cost and expense not embraced
within the 'actual field cost" as herein defined, save that where the CONTRACTOR's camp or field
office must be maintained primarily on account of such Extra Work, then the cost to maintain and
operate the same shall be included in the "actual field cost."
No claim for Extra Work of any kind will be allowed unless ordered in writing by the ENGINEER. In
case any orders or instructions, either oral or written, appear to the CONTRACTOR to involve Extra
Work for which he should receive compensation or an adjustment in the construction time, he shall
make written request to the ENGINEER for written order authorizing such Extra Work. Should a
difference of opinion arise as to what does or does not constitute Extra Work, or as to the payment
therefor, and the ENGINEER insists upon its performance the CONTRACTOR shall proceed with the
work after making written request for written order and shall keep an accurate account of the "actual
field cost" thereof, as provided under Method (C). The CONTRACTOR shall then have the right to
submit his claim directly to the OWNER by proper certification and attestation, on forms provided by
the OWNER. If the OWNER shall fail to pay or guarantee to pay said amount claimed within thirty (30)
days of the date of submission, the CONTRACTOR shall have the right to file suit in the applicable
District Court, for declaratory judgment or other relief to determine his rights to such claim and if he
shall fail to file suit within sixty (60) days after the date of presentment to the OWNER, the
CONTRACTOR shall lose and forfeit his right to make such claim for Extra Work at any later date, and
all claims held by the CONTRACTOR shall be deemed forfeited and forever barred if the
CONTRACTOR shall accept final payment without having first filed suit in the District Court.
7.04 TIME OF FILING CLAIMS. It is further agreed by both parties hereto that all questions
of dispute or adjustment presented by the CONTRACTOR shall be in writing and filed with the
ENGINEER within thirty (30) days after the ENGINEER has given any directions, order or instruction
to which the CONTRACTOR desires to take exception. The ENGINEER shall reply within thirty (30)
days to such written exceptions by the CONTRACTOR and render his final decision in writing. In case
the CONTRACTOR should desire to appeal from the ENGINEER's decision, the CONTRACTOR may
request a meeting between representatives of the OWNER and the CONTRACTOR for the purposes of
appealing the ENGINEER s decision directly to the OWNER such meeting to occur within ten (10)
days after the date of the delivery to the CONTRACTOR of the ENGINEER's final decision. If the
CONTRACTOR shall still be aggrieved after a meeting with the OWNER and/or his representative, the
CONTRACTOR shall have sixty (60) days after the date of the delivery to the CONTRACTOR of the
ENGINEER s final decision, to appeal the same to the applicable District Court, by filing suit for
declaratory judgment or other appropriate relief. In the event the CONTRACTOR shall fail, for any
reason, to file suit, and shall accept final payment for all work completed, the OWNER shall be released
of any and all liability, and the action by the CONTRACTOR in accepting final payment shall constitute
a final bar and satisfaction of all claims held by the CONTRACTOR against the OWNER.
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8. ABANDONMENT OF CONTRACT
8.01 ABANDONMENT BY CONTRACTOR. In case the CONTRACTOR should abandon
and fail or refuse to resume work within ten (10) days after written notification from the OWNER or the
ENGINEER, or if the CONTRACTOR fails to comply with the orders of the ENGINEER when such
orders are consistent with the contract documents then and in that case, where Performance and
Payment Bonds exist, the sureties on these bonds shall be notified in writing and directed to complete
the work, and a copy of said notice shall be delivered to the CONTRACTOR.
After receiving said notice of abandonment, the CONTRACTOR shall not remove from the work any
machinery, equipment, tools, or supplies then on the job, but the same, together with any materials and
equipment under contract for the work may be held for use on the work by the OWNER or the surety on
the Performance Bond, or another contractor in completion of the work and the CONTRACTOR shall
not receive any rental or credit therefor it being understood that the use of such equipment and materials
will ultimately reduce the cost to complete the work and be reflected in the final settlement.
Where there is no Performance Bond or in case the surety should fail to commence compliance with the
notice for completion hereinabove provided for within ten (10) days after the service of such notice, then
the OWNER may provide for completion of the work in either of the following elective manners:
(a) The OWNER may thereupon employ such force of workers and use such machinery,
equipment, tools, materials and supplies as the OWNER may deem necessary to complete
the work and charge the expense of such labor, machinery, equipment, tools, materials
and supplies to said CONTRACTOR, and expense so charged shall be deducted and paid
by the OWNER out of such monies as may be due or that may thereafter at any time
become due to the CONTRACTOR under and by virtue of this Agreement. In case such
expense is less than the sum which would have been payable under this Contract if the
same had been completed by the CONTRACTOR, then said CONTRACTOR shall
receive the difference. In case such expense is greater than the sum which would have
been payable under this Contract if the same had been completed by such
CONTRACTOR, then the CONTRACTOR and/or his surety shall pay the amount of such
excess to the OWNER, or
(b) The OWNER, under sealed bids, under the times and procedures provided for by law,
may let the contract for completion of the work under substantially the same terms and
conditions which are provided in this Contract In case of any increase in cost to the
OWNER under the new contract as compared to what would have been the cost under
this Contract, such increase shall be charged to the CONTRACTOR and the surety shall
be and remain bound therefor. However, should the cost to complete any such new
contract prove to be less than what would have been the cost to complete under this
Contract the CONTRACTOR and/or his surety shall be credited therewith.
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When the work shall have been substantially completed, the CONTRACTOR and his surety shall be so
notified and Certificates of Completion and Acceptance, as hereinabove provided, shall be issued. A
complete itemized statement of the contract accounts, certified by the ENGINEER as being correct, shall
then be prepared and delivered to the CONTRACTOR and his surety, whereupon the CONTRACTOR
and/or his surety shall pay the balance due as reflected by said statement, within fifteen (15) days after
the date of such Certificate of Completion. The OWNER, prior to incurring an obligation to make
payment hereunder, shall have such statement of completion attested to by the CONTRACTOR as
accurate, and upon payment of the sum stated therein, the OWNER shall be entitled to full and final
release of any claims or demands by the CONTRACTOR.
In the event the statement of accounts shows that the cost to complete the work is less than that which
would have been the cost to the OWNER had the work been completed by the CONTRACTOR under
the terms of this Contract, or when the CONTRACTOR and/or his surety shall pay the balance shown
to be due by them to the OWNER, then all machinery, equipment, tools or supplies left on the site of the
work shall be turned over to the CONTRACTOR and/or his surety. Should the cost to complete the
work exceed the contract price, and the CONTRACTOR and/or his surety fail to pay the amount due the
OWNER within the time designated above, and there remains any machinery, equipment, tools,
materials or supplies on the site of the work, notice thereof, together with an itemized list of such
equipment and materials, shall be mailed to the CONTRACTOR and his surety at the respective
addresses designated in the Contract, provided, however, that actual written notice given in any manner
will satisfy this condition. After mailing or other giving of such notice, such property shall be held at
the risk of the CONTRACTOR and his surety, subject only to the duty of the OWNER to exercise
ordinary care to protect such property. After fifteen (15) days from the date of such notice, the OWNER
may sell such property, equipment, tools, materials or supplies, and apply the net sum derived from such
sale to the credit of the CONTRACTOR and his surety Such sale may be made at either public or
private sale, with or without notice, as the OWNER may elect. The OWNER shall release any
machinery, equipment, tools, materials or supplies which remain on the work, and belong to persons
other than the CONTRACTOR or his surety to their proper owners. The books on all operations
provided herein shall be open to the CONTRACTOR and his surety.
8.02 ABANDONMENT BY OWNER. In case the OWNER shall fail to comply with the terms
of this Contract (a disputed or unilateral claim by the Contractor cannot by itself constitute
"abandonment") and should fail or refuse to comply with said terms within ten (10) days after written
notification by the CONTRACTOR, then the CONTRACTOR may suspend or wholly abandon the
work, and may remove therefrom all machinery, tools and equipment and all materials on the site of the
work that have not been included in payments to the CONTRACTOR and have not been wrought into
the work. And thereupon, the ENGINEER shall make an estimate of the total amount earned by the
CONTRACTOR, which estimate shall include the value of all work actually completed by said
CONTRACTOR (at the prices stated in the attached Proposal where unit prices are used), the value of
all partially completed work at a fair and equitable price and the amount of all Extra Work performed at
the prices agreed upon, or provided for by the terms of this Contract, and a reasonable sum to cover the
cost of any provisions made by the CONTRACTOR to carry the whole work to completion and which
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cannot be utilized. The ENGINEER shall then make a final statement of the balance due the
CONTRACTOR by deducting from the above estimate all previous payments by the OWNER and all
other sums that may be retained by the OWNER under the terms of this Agreement, and shall present the
same to the CONTRACTOR for the CONTRACTOR's approval; and upon the CONTRACTOR's
approving the same as being true, correct and accurate and upon payment of said sum, the
CONTRACTOR shall release the OWNER of any and all liability growing out of or by reason of said
Contract, and then the same shall be presented to the OWNER, who shall pay to the CONTRACTOR, on
or before thirty (30) days after the date of notification by the CONTRACTOR of the balance shown by
said final statement as due the CONTRACTOR under the terms of this Agreement.
9. ARBITRATION
9.01 Any party to this Contract, upon the written agreement and acquiescence of all other
parties may submit any question or dispute under the terms and provisions of the contract documents, to
arbitration under such procedure and agreements as the parties shall make in writing prior to arbitration.
The results of arbitration shall be binding and shall constitute an amendment to the contract documents
when accepted in writing by the parties to the Contract.
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ATTACHMENT NO. 1 TO GENERAL CONDITIONS
WORKERS' COMPENSATION INSURANCE COVERAGE
A. DEFINITIONS:
Certificate of coverage ("certificate") - A copy of a certificate of insurance, a certificate of
authority to self -insure issued by the commission, or a coverage agreement (TWCC-81, TWCC-
82, TWCC-83 or TWCC-84), showing statutory workers' compensation insurance coverage for
the person's or entity's employees providing services on a project for the duration of the project.
Duration of the project - includes the time from the beginning of the work on the project until the
contractor's/person s work on the project has been completed and accepted by the governmental
entity.
Persons providing services on the project ("subcontractor" in 406.096) - includes persons or
entities performing or part of the services the contractor has undertaken to perform on the
project, regardless of whether that person contracted directly with the contractor and regardless
of whether that person has employees. This includes, without limitation, independent
contractors, subcontractors, leasing companies, motor carriers, owner -operators, employees of
any such entity, or employees of any entity which furnishes persons to provide services on the
project. "Services" include, without limitation, providing, hauling or delivering equipment or
materials, or providing labor, transportation, or other service related to a project. "Services"
does not include activities unrelated to the project, such as food/beverage vendors, office supply
deliveries, and delivery of portable toilets
B. The contractor shall provide coverage, based on proper reporting of classification codes and payroll
amounts and filing of any coverage agreements which meets the statutory requirements of Texas
Labor Code, Section 401.011 (44) for employees of the contractor providing services on the
project, for the duration of the project.
C. The Contractor must provide a certificate of coverage to the Owner prior to being awarded the
contract.
D. If the coverage period shown on the contractor's current certificate of coverage ends during the
duration of the project, the contractor must, prior to the end of the coverage period, file a new
certificate of coverage with the governmental entity showing that coverage has been extended.
E. The contractor shall obtain from each person providing services on a project, and provide to the
governmental entity:
(1)
a certificate of coverage, prior to that person beginning work on the project, so the
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governmental entity will have on file certificates of coverage showing coverage for all
persons providing services on the project and
(2) no later than seven days after receipt by the contractor, a new certificate of coverage
showing extension of coverage, if the coverage period shown on the current certificate of
coverage ends during the duration of the project.
F. The contractor shall retain all required certificates of coverage for the duration of the project and
for one year thereafter.
G. The contractor shall notify the governmental entity in writing by certified mail or personal delivery,
within 10 days after the contractor knew or should have known, of any changes that materially
affects the provision of coverage of any person providing services on the project.
H. The contractor shall post on each project site a notice, in the text, form and manner prescribed by
the Texas Worker's Compensation Commission, informing all persons providing services on the
project that they are required to be covered, and stating how a person may verify coverage and
report lack of coverage.
NOTICE
REQUIRED WORKER'S COMPENSATION COVERAGE
"The law requires that each person working on this
site or providing services related to this construction
project must be covered by worker's compensation
insurance. This includes persons providing, hauling,
or delivering equipment or materials, or providing
labor or transportation or other service related to the
project, regardless of the identify of their employer or
status as an employee."
"Call the Texas Worker's Compensation Commission
at (512) 440-3789 to receive infoiuiation on the legal
requirements for coverage, to verify whether your
employer has provided the required coverage, or to
report an employer's failure to provide coverage."
I. The contractor shall contractually require each person with whom it contracts to provide services on
a project, to:
1. provide coverage, based on proper reporting of classification codes and payroll amounts and
filing of any coverage agreements, which meets the statutory requirements of Texas Labor Code,
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Section 401.011 (44) for all of its employees providing services on the project, for the duration
of the project;
2. provide to the contractor, prior to that person beginning work on the project, a certificate of
coverage showing that coverage is being provided for all employees of the person providing
services on the project, for the duration of the project:
3. provide the contractor, prior to the end of the coverage period, a new certificate of coverage,
showing extension of coverage, if the coverage period shown on the current certificate of
coverage ends during the duration of the project;
4. obtain from each other person with whom it contracts, and provide to the contractor:
a. a certificate of coverage, prior to the other person beginning work on the project; and
b. a new certificate of coverage shown extension of coverage, prior to the end of the
coverage period, if the coverage period shown on the current certificate of coverage ends
during the duration of the project;
5. retain all required certificates of coverage on file for the duration of the project and for one year
thereafter;
6. notify the governmental entity in writing by certified mail or personal delivery, within 10 days
after the person knew or should have known, of any change that materially affects the provision
of coverage of any person providing services on the project and
7. contractually require each person with whom it contracts to perform as required by paragraphs
(1) - (7), with the certificates of coverage to be provided to the person for whom they are
providing services.
J. By signing this contract or providing or causing to be provided a certificate of coverage, the
contractor is representing to the governmental entity that all employees of the contractor who will
provide services on the project will be covered by worker's compensation coverage for the duration
of the project, that the coverage agreements will be based on proper reporting of classification
codes and payroll amounts, and that all coverage agreements will be filed with the appropriate
insurance carrier or, in the case of a self -insured, with the commission's Division of Self -Insurance
Regulation. Providing false or misleading information may subject the contractor to administrative
penalties, criminal penalties, civil penalties, or other civil actions.
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K. The contractor's failure to comply with any of these provisions is a breach of contract by the
contractor which entitles the governmental entity to declare the contractor void if the
contractor does not remedy the breach within ten days after receipt of notice of breach
from the governmental entity.
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ATTACHMENT NO. 2 TO GENERAL CONDITIONS
AGREEMENT FOR FINAL PAYMENT
AND CONTRACTOR'S SWORN RELEASE
In order to insure that the rights, obligations and responsibilities of all parties to the original
contract document are fully protected, which contract document was signed and executed on the
day of , 19 by
referred to therein as CONTRACTOR and hereinafter referred to as CONTRACTOR, and
, hereinafter referred to as OWNER, on the day of
, 20_,
and further in consideration for the final payment of all sums due and claimed by the CONTRACTOR
against OWNER, the CONTRACTOR makes the following representations to OWNER, either
individually if a proprietorship, jointly by all partners if a partnership, or if a corporation, by action of
the president and secretary of said corporation, as duly authorized by appropriate action of the
stockholders and/or board of directors of said corporation, their signatures hereon constituting a
representation under oath by said individuals that they have the power and authority to execute this
Agreement for and on behalf of the said corporation:
The Contractor has received
I.
(number) payments pursuant to (number) of
Contractor Payment Estimates, copies of which are attached hereto and marked Exhibit "A", presented
to OWNER and paid during the progress of the job referred to in the Contract between the parties; and in
this regard, the undersigned CONTRACTOR represents to OWNER that it does not claim nor intend to
claim at any future date, any additional sums of money of any nature whatsoever under and by virtue of
the payment estimates previously submitted to the ENGINEER for approval, or any other sums of
4/00 00700-B 1
CITY OF PEARLAND
GENERAL CONDITIONS
money of any nature whatsoever for materials furnished and used in the job or for work done, and
hereby releases and discharges OWNER from any liabilities of any nature whatsoever, for any claims of
any nature made by the CONTRACTOR at some future date, or by its successors or assigns.
II.
The undersigned CONTRACTOR further represents to OWNER that the Final Payment Estimate
and Change Order, if any, submitted by the CONTRACTOR to OWNER, whether or not modified,
corrected or changed in some way by deletions or other modifications by the ENGINEER, the
CONTRACTOR or the OWNER, a copy of which is attached hereto and marked Exhibit "B", is true,
correct and accurate; and it is further agreed and stipulated by the undersigned CONTRACTOR that
upon the receipt of final payment in the amount as set out on the Final Payment Estimate and Change
Order, the CONTRACTOR, by execution of this instrument of release, does, therefore, release and
forever discharge OWNER of and from all manner of debts, demands, obligations, suits, liabilities and
causes of action of any nature whatsoever under and by virtue of the terms and provisions of the
Contract hereinbefore referred to, and any change or modification thereof, or in any manner growing out
of or arising from or by virtue of the work, labor and services performed by the CONTRACTOR.
III.
CONTRACTOR, in addition to the provisions set out in the contract document, agrees to
indemnify and hold OWNER harmless from any and all causes of action, claims, demands or suits made
by any person or other entity against OWNER, by reason of the work performed by such
CONTRACTOR, and agrees to defend or to cause the same to be defended at the CONTRACTOR's sole
expense and obligation, whenever such actions may be brought, and further to pay all costs incurred by
4/00 00700-B2
CITY OF PEARLAND
GENERAL CONDITIONS
OWNER in the defense thereof, including administrative costs and attorney's fees, and further to pay any
judgments or settlements which may be entered into or agreed to against or for the benefit of OWNER.
It is, however, specifically agreed that OWNER shall not enter into any settlement agreements without
the acquiescence and agreement of the CONTRACTOR.
IV.
The CONTRACTOR, acting by and through the person or persons whose names are subscribed
hereto, does solemnly swear and affirm that all bills and claims have been paid to all materialmen,
suppliers, laborers, subcontractors, or other entities performing services or supplying materials, and that
OWNER shall not be subject to any bills, claims, demands, litigation or suits in connection therewith.
V.
It is further specifically understood and agreed that this Agreement for Final Payment and
Contractors's Sworn Release shall constitute a part of the original Contract of the parties heretofore
previously referred to, and it is also specifically understood and agreed that this Agreement shall not act
as a modification, waiver or renunciation by OWNER of any of its rights or remedies as set out in the
contract itself, but this Agreement for Final Payment and Contractor's Sworn Release shall constitute a
supplement thereto for the additional protection of OWNER.
VI.
This Agreement for Final Payment and Contractor's Sworn Release shall be considered to be
continuing and binding upon the parties hereto and shall not terminate upon receipt and acceptance by
the CONTRACTOR of final payment, but shall be deemed continuing so long as any actions, claims or
other demands contemplated herein against OWNER, may lawfully be brought under applicable statutes
4/00
00700-B3
CITY OF PEARLAND
GENERAL CONDITIONS
of limitations, and shall in addition be deemed to be continuing for such additional period of time as
shall be necessary to compensate and repay to OWNER, all costs or damages incurred by it by reason of
such claims.
4/00 00700-B4
CITY OF PEARLAND
GENERAL CONDITIONS
SIGNED and EXECUTED this, the day of ,
20 .
CONTRACTOR
Signature
Print Name.
[If CONTRACTOR is a proprietorship, owner must sign; if a partnership, each partner must sign; if a
corporation, the following language should be used.]
SIGNED and EXECUTED this, the day of , 20 , by
, a Texas corporation, under authority granted to the
undersigned by said corporation as contained in the Charter, By -Laws or Minutes of a meeting of said
corporation regularly called and held.
CONTRACTOR
By:
President
ATTEST:
Corporate Secretary
(Corporate Seal)
4/00 00700-B5
CITY OF PEARLAND
GENERAL CONDITIONS
[This form is for use by either a proprietorship or a partnership. In the event CONTRACTOR is a
partnership or a joint proprietorship, additional signature lines should be added for each individual.]
AFFIDAVIT
STATE OF TEXAS
COUNTY OF
BEFORE ME, the undersigned authority, on this day personally appeared the person or persons
whose name(s) are subscribed to the above and foregoing Agreement for Final Payment and Contractor's
Sworn Release, who each, after being by me duly sworn, on their oaths deposed and said:
I(We) am(are) the person(s) who signed and executed the above and foregoing Agreement for
Final Payment and Contractor's Sworn Release, and I(we) have read the facts and statements as
therein set out and the representations as made therein, and I(we) state that the above and
foregoing are true and correct.
CONTRACTOR - Affiant
SWORN TO AND SUBSCRIBED TO before me this, the day of
, 20.
Notary Public, State of Texas
My Commission Expires:
4/00 00700-B6
CITY OF PEARLAND
GENERAL CONDITIONS
[This form is for use in the event CONTRACTOR is a corporation.]
AFFIDAVIT
STATE OF TEXAS
COUNTY OF
BEFORE ME, the undersigned authority, on this day personally appeared the persons who
signed and executed the above and foregoing Agreement for Final Payment and Contractor's Sworn
Release, whose names are set out above, who each, after being by me duly sworn, on their oaths deposed
and said:
We each are the persons whose names are subscribed above, and hold respectively the
offices in the corporation as set out above, and each state under oath that we have the authority
to execute this Agreement for Final Payment and Contractor's Sworn Release for and on behalf
of said corporation, pursuant to authority granted to us in the Charter of said corporation, the
By -Laws of said corporation and/or the Minutes of said corporation; and the facts, statements
and representations as set out in the instrument to which this Affidavit is attached, are true and
correct.
SWORN TO AND SUBSCRIBED TO before me this, the day of
, 20 .
Notary Public, State of Texas
4/00 00700-B7
CITY OF PEARLAND
SPECIAL CONDITIONS
SECTION 00800
SPECIAL CONDITIONS
HARKEY ROAD 16" WATER MAIN
COP PN: B2002-032
Pearland, Brazoria County, Texas
These Special Conditions amend or supplement the General Conditions (Section 00700) and other
provisions of the Contract Documents as indicated below. All provisions which are not so amended
or supplemented remain in full force and effect.
SC-5.01 Add the following paragraphs to the end of Section 5.01, "Time and Order of
Completion" to read as follows:
The contractor shall restrict work times to 7:00 a.m. to 6:00 p.m. on Mondays to
Fridays except for official City holidays. Work requiring City inspection may take
place outside of these hours, but the Contractor must reimburse the City an amount
equal to 1.5 times usual pay for that inspector. City Inspectors must be given
adequate notice prior to work done outside of these normal work times, and the City
makes no guarantee that inspectors can be available. No work may occur before 7:00
a.m., after 6:00 p.m. or on Sundays.
The Work will be substantially completed within 90 calendar days from the
date when the Contract Time commences to iun as provided in the General
Conditions, and completed and ready for final payment in accordance with the
General Conditions within 100 calendar days from the date when the Contract
Time commences to run.
SC-5.04 Add the following paragraphs to the end of Section 5.04, "Liquidated Damages" to
read as follows:
OWNER and CONTRACTOR agree that as liquidated damages for delay
(but not as a penalty) CONTRACTOR shall pay OWNER Two Hundred
Dollars ($200.00) for each day that expires after the time specified for
Substantial Completion until the Work is substantially complete. After
Substantial Completion if CONTRACTOR shall neglect, refuse or fail to
complete the remaining Work within the Contract Time or any proper
extension thereof granted by OWNER, CONTRACTOR shall pay OWNER
Two Hundred Dollars ($200.00) for each day that expii es after the time
specified above for completion and readiness for final payment.
END OF SECTION
00800-1
BID PROPOSAL
Date:
Bid of / tctidDGie N� . • An individual proprietorship/a corporation
organized and existing under the laws of the State of Texasla partnership consisting of'
for the construction of:
I1ARKEY ROAD
16" \VA'I'ER MAiN
City of Pearland, Texas
COP PN: I32002-032
(Submit in Duplicate)
To: The Honorable Mayor and City Council of Pearland
City of Pearland
3519 Liberty Drive
Pearland, TX 77581
Pursuant to the published invitation to Bid, the undersigned bidder hereby proposed to do all the work
and furnish all necessary superintendence, labor, machinery, equipment, tools and materials, and
whatever else may be necessary to complete all the w )rk included under the Gcutcral Contract (or the
construction of the l larkcy Road 16" Water Main as shown on tic. plans with all rered appurtenances,
complete, tested and operational, In accordance with the plans, and specifications prepare I by the
Engineer, .IKC & Associates Inc., League ('ity, '11.xas, raider the ('ity of I'earlan(I's Inspcctiun for the
unit prices set forth on the attached b►(I sheet which bears our signature for idurtificati( n. it is
understood that, in the event any changes arc ordered on any part of the work, the unit prices bid shall
apply as additions to or deductions from the total prices for the parts of the work so changed.
The bidder binds himself upon acceptance of his proposal to execute ft contract and furnish performance
bond and payment bond each in the amount of one hundred percent (100%) of the total contract price,
according to the specified forms, for performing and completing the said work within the time stated.
The undersigned bidder agrees to commence work within ten (10) days after the date of a written notice
to commence work. It is understood that the work is to be substantially complete v.ithin ninety (90)
calendar days and completed and ready for final payment within one hundred twenty (120) calendar
days. Time for completion shall begin on the date established by the notice to commence work.
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It is agreed that the contract price may be increased or decreased to cover work added or deleted by
order of the Engineer, in accordance with the provisions of the General Conditions of Agreement.
The undersigned agrees that the amounts bid in this proposal will not be withdrawn or modified for sixty
(60) days following date of bid openinh.
It is understood that in the event the successful bidder fails to enter into the Contract within liken (15)
days of the Notice of Award and fails to furnish a 1 crformancc Bond •ind Payment Bond in the amount
of one hundred (100) percent of the Contract for all parts of the \\ork, the successful bidder will forfeit
the Bid security as provided in the Specifications submitted with his hi 1 proposal.
The following Addenda have been received. The modifications to the I3id documents noted therein have
been considered and all costs thereto are included in the Bid price.
Addendum No.
Addendum No.
Addendum No.
Firm Name:
Contact:
Address:
Phone No.:
FAX No.:
ATTEST:
Dated: / 57-03
Dated:_
Dated:
Addendum No.
Addendum No.
Addendum No.
Dated:
Dated:
Dated:
Aladdin/ k Ames G9 • -TA) c •
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a8�89_ 8 gg
Date: ! ^ '' D 3
Signature:
Printed Name: %itQrlt.
Title:
END OFBID FORM
(Seal, if Bidder is a Corporation)
1'agc 4 of 4
`Associates, Inc.
Civil and Environmental Services
HARKEY ROAD 16" WATER MAIN
COP PN: B2002-032
Pearland, Biazoria County, Texas
ADDENDA No 1
26 December, 2002
The following clarifications and modifications were made to the Construction Plans and
Bid Documents at the non -mandatory Pre -bid meeting held on 18 Dec 02. Please
mcorpotate the following information into your bid responses for the referenced City of'
Pearland Project.
1. The bid due date has been extended to 3 p.m. on 09 January, 2003.
2. A bid bond for 5% of the bid amount will be an acceptable form of bid security.
3. We are attaching a copy of the geotechnical report for the area surrounding the
Mary's Creek pipe bridge crossing.
4. We have attached a new Section 00800 "Special Conditions" to clarify the
following:
• Working Times,
• Liquidated Damages, and
• Project Schedule
Please do not hesitate to contact us at (281) 332-1120 if you have additional questions.
We hope you are having a great holiday, and we look forward to reviewing your bid
responses.
Sincerely,
JKC & Associates, Inc.
Jason Christian, P E
c: File 01-0703
909 B West Main Street • League City, TX 77573 • phone: (281) 332-1120 • FAX: (281) 332-2466
CITY OF PEARLAND WAGE SCALE FOR
ENGINEERING CONSTRUCTION
SECTION 00811
WAGE SCALE FOR ENGINEERING CONSTRUCTION
1.01 In accordance with the Prevailing Wage law on Public Works (Article 5159-a of the Revised
Civil Statutes of Texas), the public body awarding the contract does hereby specify the
following to be the general prevailing rates in the locality in which the work is being performed.
1.02 This prevailing wage rate does not prohibit the payment of more than the rates stated.
1.03 The wage scale for engineering construction is to be applied to all site work greater the 5 feet
from an exterior wall of new building under construction or from an exterior wall of an existing
building.
5/99 00811-1
LABOR CLASSIFICATIONS AND PREVAILING WAGE RATES
FOR
ENGINEERING CONSTRUCTION
CLASSIFICATION
Air Tool Man
Asphalt Raker
Asphalt Shoveler
Botching Plant Scaleman
Carpenter, Rough
Carpenter Helper, Rough
Concrete Finisher (Paving)
Concrete Finisher Helper (Paving)
Concrete Finisher (Strs.)
Concrete Finisher Helper (Sirs.)
Concrete Rubber
Electrician
Electrician Helper, Senior
Electrician Helper, Junior
Form Builder (Strs.)
Form Builder Helper (Strs.)
Form Liner (Pvg. & Curb)
Form Setter (Pvg. & Curb)
Form Setter Helper (Pvg. & Curb)
Form Setter (Sirs.)
Form Setter Helper (Strs.)
Laborer, Common
Laborer, Utility Man
Manhole Builder, Brick
Mechanic
Mechanic Helper
Oiler
P erviceman
P iledriverman
P ipe Layer
P ipe Layer Helper
PREVAILING HATE
8.70
7.05
6.20
7.75
9.25
7.00
7.80
5.95
7.95
6.45
7.00
13.95
9.90
7.85
8.00
5.95
8.05
7.20
5.75
7.35
6.25
5.30
6.25
6.85
9.85
7.50
7.00
7.60
8.45
6.75
5.75
P OWER EQUIPMENT OPERATORS:
Asphalt Distributor
Broom or Sweeper Operator
Bulldozer, 150 HP or Less.
Bulldozer, over 150 HP
Concrete Paving Curing Machine
Concrete Paving Finishing Machine
Concrete Paving Form Grader
Concrete Paving Grinder
Concrete Paving Joint Machine
Concrete Paving Joint Sealer
Concrete Paving Saw
Concrete Paving Spreader
7.75
6.25
7.40
8.55
7.45
8.35
7.50
7.35
7:30
7.85
7.50
7.55
CLASSIFICATION PREVAILING RATE
Paving Grader 6.65
Crane, Clamshell, Backhoe, Derrick,
Dragline, Shovel (Less than 1.1/2 CY) 8.25
Crane Clamshell, Backhoe, Derrick
Dragline, Shovel (1-1/2 CY & Over) 9.50
Crusher or Screening Plant Operator 9.50
Elevating Grader 8.00
Foundation Drill Oper. Truck Mounted 9.00
Front End Loader (2-1/2 CY & Less) 7.30
Front End Loader (Over 2-1/2 CY) 8.25
Mixer (Concrete Paving) 8.00
Motor Grader Operator, Fine Grade 8.95
Motor Grader Operator 8.15
Roller, Steel Wheel (Plant -Mix Pavement) 7.35
Roller, Steel Wheel (Other Plat Wheel or
Tamping) 7.20
Roller, Pneumatic Self -Propelled 6.50
Scrapers (17 CY & Less) 6.55
Scrapers (Over 17 CY) 7.60
Self -Propelled Hammer Operator 7.80
Tractor (Crawler type) 150 HP & Less 7.70
Tractor (Crawler type) Over 150 HP 8.80
Tractor (Pneumatic) 80 HP & Less 6.35
Tractor (Pneumatic) Over 80 HP 7.50
Trenching Machine Light 7.50
Wagon -Drill Boring Machine or Post Hole
Duller Operator
Reinforcing Steel Setter (Paving)
Reinforcing Steel Setter (Sirs )
Reinforcing Steel Setter (Helper)
Steel Worker (Sirs.)
Steel Worker Helper (Strs
S preader Box Man
TRUCK DRIVERS
S ingle Axle Light
Single Axle Heavy
Tandem Axle or Semi -Trailer
Lowboy -Float
Transit -Mix
Winch
Welder
Welder Helper
END OF DOCUMENT
9.50
6.85
8.20
6.25
7.95
6.30
7.50
6.40
6.75
7.15
7.90
7.00
5.90
8.40
8.00
CITY OF PEARLAND
TABLE OF CONTENTS
TABLE OF CONTENTS
TECHNICAL SPECIFICATIONS
DIVISION 1- GENERAL REQUIREMENTS
Section
Section Title
No. of
Pages
01100 Summary of Work 1
01140 Contractor's Use of Premises 4
01200 Measurement and Payment 3
01290 Change Order Procedures 5
01310 Coordination and Meetings 3
01350 Submittals 6
01420 Reference Standards ___ 4
01430 Contractor's Quality Control _ 2
01440 Inspection Services 1
01450 Testing Laboratory Services 2
01500 Temporary Facilities and Controls 10
01505 Mobilization 1
01555 Traffic Control and Regulation 4
01560 Filter Fabric Fence 4
01562 Waste Material Disposal 2
01563 Tree and Plant Protection 4
01564 Control of Ground Water and Surface Water 8
01565 NPDES Requirements 4
01566 Source Controls for Erosion and Sedimentation 4
01570 Trench Safety System 3
01600 Material and Equipment 3
01630 Product Options and Substitutions 3
01720 Field Surveying 2
01730 Cutting and Patching 3
01760 Project Record Documents 2
01770 Contract Closeout 2
4/00 TOC-1
CITY OF PEARLAND
!ABLE
OF
CONTENTS
TECHNICAL SPECIFICATIONS
DIVISION 2 -.SITE WORK
02200
02220
02252
02316
02318
02335
02370
02415
02417
02430
02510
02512
02514
02520
02531
02534
02540
02541
02630
02631
02633
02634
02635
02636
02710
02741
02742
02743
02910
02921
02922
02931
02980
Site Preparation 3
Site Demolition 5
Cement Stabilized Sand _ 3
Roadway Excavation and Backfill 3
Excavation and Backfill for Utilities 22
Subgrade 7
Geotextile
Pipe and Casing Augering 7
Augering Pipe for Water Lines 6
Tunnel Grout
Water Mains 11
Polyethylene Wrap
Fire Hydrants Assembly 6
Valve Boxes, Meter Boxes and Meter Vaults 4
Sanitary Sewer Service Stubs or Reconnections 6
PVC Pipe 5
Tapping Sleeves and Valves 2
Water and Wastewater Line Valves 9
Storm Sewer 10
Precast Concrete Inlets, Headwalls, and Wingwalls 4
Adjusting Manholes, Inlets, and Valve Boxes to Grade 3
Ductile -iron Pipe and Fittings 4
Steel Pipe and Fittings 9
Polyurethane Coatings on Steel or Ductile Iron Pipe 7
Base Course for Pavement 11
Asphaltic Concrete Pavement 7
Prime Coat 4
Tack Coat 3
Topsoil 2
Hydromulch Seeding 3
Sodding 4
Landscape and Tree Planting 18
Pavement Repair and Resurfacing 3
DIVISION 3 - CONCRETE
4
03300 Cast -in -Place Concrete 37
4/00
. TOC-2
CITY OF PEARLAND
SUMMARY OF WORK
1.0 GENERAL
Section 01100
SUMMARY OF WORK
1.01 SECTION INCLUDES
Summary of the Work including work by Owner, Owner furnished products, Work
sequence, future Work, Contractor use of Premises, and Owner occupancy.
1.02 WORK COVERED BY CONTRACT DOCUMENTS
Work of the contract is for the construction of approximately 12,266 feet of 8", 10" and
12" sanitary sewer and 7,100 feet of 8" water main by open cut and trenchless
construction methods with all required appurtenances as shown on the construction
drawings by JKC & Associates, Inc.
1.03 CONSTRUCTION PHOTOGRAPHS
Submit preconstruction (and post construction) photographs in accordance with Section
01350 - Submittals.
1.04 WORK SEQUENCE
Coordination of the Work: Refer to Section 01040 Coordination and Meetings, and
Section 01300 - Submittals (Construction Schedule).
1.05 CONTRACTOR USE OF PREMISES
Comply with procedures for access to the site and Contractor's use of rights -of -way as
specified in Section 01140 - Contractor's Use of Premises.
2.0 PRODUCTS -NotUsed
3.0 EXECUTION - NotUsed
END OF SECTION
4/00 01100-1
CITY OF PEARLAND
CONTRACTOR USE OF PREMISES
1.0 GENERAL
Section 01140
CONTRACTOR USE OF PREMISES
1.01 SECTION INCLUDES
Section includes general use of the site including properties inside and outside of
rights -of -way work affecting road, ramps, streets and driveways and notification to
adjacent occupants.
1.02 RIGHTS -OF -WAY
A. Confine access and operations and storage areas to rights -of -way provided by
Owner as stipulated in Document 00700 M. General Conditions; trespassing on
abutting lands or other lands in the area is not allowed.
B. Contractor may make arrangements, at Contractor's cost, for temporary use of
private properties, in which case Contractor and Contractor's surety shall
indemnify and hold harmless the Owner against claims or demands arising from
such use of properties outside of rights -of -way.
C. Restrict total length which materials may be distributed along the route of the
construction at any one time to 1,000 linear feet unless otherwise approved by
Engineer.
1.03 PROPERTIES OUTSIDE OF RIGHTS -OF -WAY
A. Altering the condition of properties adjacent to and along rights -of -way will not
be permitted unless authorized by the Engineer and property owner(s).
B. Means, methods, techniques, sequences, or procedures which will result in
damage to properties or improvements in the vicinity outside of rights -of -way
will not be permitted.
C. Any damage to properties outside of rights -of -ways shall be repaired or replaced
to the satisfaction of the Engineer and at no cost to the Owner.
1.04 USE OF SITE
A. Obtain approvals of governing authorities prior to impeding or closing public
roads or streets. Do not close more than one consecutive intersections at one
time.
4/00
01140-1
CITY OF PEARLAND
CONTRACTOR USE OF PREMISES
B. Notify Engineer 48 hours prior to closing a street or a street crossing. Permits
for street closures are required in advance and are the responsibility of the
Contractor.
C. Maintain access for emergency vehicles including access to fire hydrants.
D. Avoid obstructing drainage ditches or inlets; when obstruction is unavoidable
due to requirements of the Work, provide grading and temporary drainage
structures to maintain unimpeded flow.
E Locate and protect private lawn sprinkler systems which may exist on rights -of
ways within the site. Repair or replace damaged systems to condition equal to
or better than that existing at start of Work.
F. Perform daily clean-up of dirt outside the construction zone, and debris, scrap
materials, and other disposable items. Keep streets, driveways, and sidewalks
clean of dirt, debris and scrap materials. Do not leave buildings, roads, streets
or other construction areas unclean overnight.
1.05 NOTIFICATION TO ADJACENT OCCUPANTS
A. Notify individual occupants in areas to be affected by the Work of the proposed
construction and time schedule. Notification shall be 24 hours, 72 hours and 2
weeks prior to work being performed within 200 feet of the homes or
businesses.
B. Include in notification names and telephone numbers of two company
representatives for resident contact, who will be available on 24-hour call.
Include precautions which will be taken to protect private property and identify
potential access or utility inconvenience or disruption.
C. Submit proposed notification to Engineer for approval. Consideration shall be
given to the ethnicity of the neighborhood where English is not the dominant
language. Notice shall be in an understandable language.
1.06 PUBLIC, TEMPORARY, AND CONSTRUCTION ROADS AND RAMPS
A. Construct and maintain temporary detours, ramps, and roads to provide for
normal public traffic flow when use of public roads or streets is closed by
necessities of the Work.
B. Provide mats or other means to prevent overloading or damage to existing
roadways from tracked equipment or exceptionally large or heavy trucks or
equipment.
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CONTRACTOR USE OF PREMISES
C. Construct and maintain access roads and parking areas as specified in Section
01500 - Temporary Facilities and Controls.
1.07 EXCAVATION IN STREETS AND DRIVEWAYS
A. Avoid hindering or needlessly inconveniencing public travel on a street or any
intersecting alley or street for more than two blocks at any one time, except by
permission of the Engineer.
B. Obtain the Engineer's approval when the nature of the Work requires closing of
an entire street. Permits required for street closure are the Contractor's
responsibility. Avoid unnecessary inconvenience to abutting property owners.
C. Remove surplus materials and debris and open 1000 feet or less for public use as
work in that block is complete.
D. Acceptance of any portion of the Work will not be based on return of street to
public use.
E Avoid obstructing driveways or entrances to private property.
F. Provide temporary crossing or complete the excavation and backfill in one
continuous operation to minimize the duration of obstruction when excavation is
required across drives or entrances.
G. Provide barricades and signs in accordance with Section VI of the State of
Texas Manual on Uniform Traffic Control Devices.
1.08 TRAFFIC CONTROL
Comply with traffic regulation as specified in Section 01555 - Traffic Control and
Regulation.
1.09 SURFACE RESTORATION
A. Restore site to condition existing before construction to satisfaction of Engineer.
B. Repair paved area per the requirements of Section 02980 - Pavement Repair and
Resurfacing.
C. Repair turf areas which become damaged, level with bank run sand conforming
to Section 02318 - Excavation and Backfill for Utilities, or topsoil conforming
to Section 02910 - Topsoil, as approved by the Engineer and resod in
accordance with Section 02922 - Sodding. Water and level newly sodded areas
with adjoining turf using steel wheel rollers appropriate for sodding. Do not use
spot sodding or sprigging.
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CONTRACTOR USE OF PREMISES
PART2 PRODUCTS - Not Used
PART3 EXECUTION Not Used
END OF SECTION
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MEASUREMENT AND PAYMENT
Section 01200
MEASUREMENT AND PAYMENT
1.0 GENERAL
1.01 SECTION INCLUDES
Procedures for measurement and payment plus conditions for nonconformance
assessment and nonpayment for rejected products.
1.02 AUTHORITY
A. Measurement methods delineated in Specification sections are intended to
complement the criteria of this section. In the event of conflict, the
requirements of the Specification section shall govern.
B. Measurements and quantities submitted by the Contractor will be verified by the
Engineer.
C. Contractor shall provide necessary equipment, workers, and survey personnel as
required by Engineer to verify quantities.
1.03 UNIT QUANTITIES SPECIFIED
A. Quantity and measurement estimates stated in the Agreement are for contract
purposes only. Quantities and measurements supplied or placed in the Work
authorized and verified by Engineer shall determine payment as stated in the
General Conditions.
B. If the actual Work requires greater or lesser quantities than those quantities
indicated in the Bid Form, provide the required quantities at the unit prices
contracted, except as otherwise stated in the General Conditions or in executed
Change Order.
1.04 MEASUREMENT OF QUANTITIES
A. Measurement by Weight: Reinforcing steel, rolled or formed steel or other
metal shapes will be measured by CRSI or AISC Manual of Steel Construction
weights. Welded assemblies will be measured by CRSI or AISC Manual of
Steel Construction or scale weights.
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MEASUREMENT AND PAYMENT
B. Measurement by Volume:
1. Stockpiles. Measured by cubic dimension using mean length, width, and
height or thickness.
2 Excavation and Embankment Materials: Measured by cubic dimension
using the average end area method.
C. Measurement by Area: Measured by square dimension using mean length and
width or radius.
D. Linear Measurement: Measured by linear dimension, at the item centerline or
mean chord.
E. Stipulated Price Measurement: By unit designated in the agreement.
F. Other: Items measured by weight, volume, area, or lineal means or
combination, as appropriate, as a completed item or unit of the Work.
1.05 PAYMENT
A. Payment Includes: Full compensation for all required supervision, labor,
products, tools, equipment, plant, transportation, services, and incidentals; and
erection, application or installation of an item of the Work; and Contractor's
overhead and profit.
B. Total compensation for required Unit Price Work shall be included in Unit Price
bid in Bid schedule Claims for payment as Unit Price Work, but not
specifically covered in the list of unit prices contained in Bid Schedule, will not
be accepted.
C. Progress payments will be based on the Engineer's observations and evaluations
of quantities incorporated in the Work multiplied by the unit price.
D. Final payment for Work governed by unit prices will be made on the basis of the
actual measurements and quantities determined by Engineer multiplied by the
unit price for Work which is incorporated in or made necessary by the Work.
1.06 NONCONFORMANCE ASSESSMENT
A. Remove and replace the Work, or portions of the Work, not conforming to the
Contract Documents.
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MEASUREMENT AND PAYMENT
B. If, in the opinion of Engineer, it is not practical to remove and replace the Work,
the Engineer will direct one of the following remedies:
1. The nonconforming Work will remain as is, but the unit price will be
adjusted to a lower price at the discretion of Engineer.
2. The nonconforming Work will be modified as authorized by the
Engineer, and the unit pnce will be adjusted to a lower price at the
discretion of Engineer, if the modified work is deemed to be less suitable
than originally specified.
C. Specification sections may modify these options or may identify a specific
formula or percentage price reduction.
D. The authority of Engineer to assess the nonconforming work and identify
payment adjustment is final.
1.07 NONPAYMENT FOR REJECTED PRODUCTS
Payment will not be made for any of the following:
A. Products wasted or disposed of in a manner that is not acceptable to Engineer.
B. Products determined as nonconforming before or after placement.
C. Products not completely unloaded from transporting vehicle.
D. Products placed beyond the lines and levels of the required Work.
E Products remaining on hand after completion of the Work, unless specified
otherwise
F. Loading, hauling, and disposing of rejected products.
PART2 PRODUCTS - Not Used
PART3 EXECUTION - Not Used
END OF SECTION
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CHANGE ORDER PROCEDURES
Section 01290
CHANGE ORDER PROCEDURES
1.0 GENERAL
1.01 SECTION INCLUDES
Procedures for processing Change Orders, including:
A. Assignment of a responsible individual for approval and communication of
changes in the Work;
B. Documentation of change in Contract Price and Contract Time;
C. Change procedures, using proposals and construction contract modifications,
work change directive, stipulated price change order, unit price change order,
time and materials change order;
D. Execution of Change Orders;
E Correlation of Contractor submittals.
1.02 REFERENCES
Rental Rate Blue Book for Construction Equipment (Data Quest Blue Book). Rental
Rate is defined as the full unadjusted base rental rate for the appropriate item of
construction equipment.
1.03 RESPONSIBLE INDIVIDUAL
Contractor shall provide a letter indicating the name and address of the individual
authorized to execute change documents, and who shall also be responsible for
informing others in Contractor's employ and Subcontractors of changes to the Work.
The information shall be provided at the Preconstruction Conference.
1.04 DOCUMENTATION OF CHANGE IN CONTRACT PRICE AND
CONTRACT TIME
A. Contractor shall maintain detailed records of changes in the Work. Provide full
information required for identification and evaluation of proposed changes, and
to substantiate costs of changes in the Work.
B. Contractor shall document each proposal for a change in cost or time with
sufficient data to allow evaluation of the proposal.
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CHANGE ORDER PROCEDURES
C. Proposals shall include, as a minimum, the following information as applicable:
1. Quantities of items in the original Bid Schedule with additions,
reductions, deletions, and substitutions.
2. When Work items were not included in the Bid Schedule, Contractor
shall provide unit prices for the new items, with supporting information
as required by the Engineer.
3. Justification for any change in Contract Time.
4. Additional data upon request.
D. For changes in the Work performed on a time -and -material basis, the following
additional information may be required:
1. Quantities and description of products and equipment.
2. Taxes, insurance and bonds.
3. Overhead and profit as noted in Section 00700 - General Conditions.
4. Dates and times work was performed, and by whom.
5. Time records and certified copies of applicable payrolls.
6. Invoices and receipts for products, rented equipment, and subcontracts,
similarly documented.
E Rented equipment will be paid to the Contractor by actual invoice cost for the
duration of time required to complete the extra work. If the extra work
comprises only a portion of the rental invoice where the equipment would
otherwise be on the site, the Contractor shall compute the hourly equipment rate
by dividing the actual monthly invoice by 176. (One day equals 8 hours and one
week equals 40 hours.) Operating costs shall not exceed the estimated operating
costs given for the item of equipment in the Blue Book.
F. For changes in the work performed on a time -and -materials basis using
Contractor -owned equipment, compute rates with the Blue Book as follows:
1. Multiply the appropriate Rental Rate by an adjustment factor of 70
percent plus the full rate shown for operating costs. The Rental Rate
utilized shall be the lowest cost combination of hourly, daily, weekly or
monthly rates. Use 150 percent of the Rental Rate for double shifts (one
extra shift per day) and 200 percent of the Rental Rate for more than two
shifts per day. No other rate adjustments shall apply.
2. Standby rates shall be 50 percent of the appropriate Rental Rate shown in
the Blue Book. Operating costs will not be allowed.
1.05 CHANGE PROCEDURES
A. Changes to Contract Price or Contract Time can only be made by issuance of a
Change Order. Issuance of a Work Change Directive or written acceptance by
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CHANGE ORDER PROCEDURES
the Engineer of changes will be formalized into Change Orders. All changes
will be in accordance with the requirements of the General Conditions.
B. The Engineer will advise of minor changes in the Work not involving an
adjustment to Contract Price or Contract Time as authorized by the General
Conditions by issuing supplemental instructions.
C. Contractor may request clarification of Drawings, Specifications or Contract
Documents or other infoiniation Response by the Engineer to a Request for
Information does not authorize the Contractor to perform tasks outside the scope
of the Work. All changes must be authorized as described in this section.
1.06 PROPOSALS AND CONTRACT MODIFICATIONS
A. The Engineer may issue a Request for Proposal, which includes a detailed
description of a proposed change with supplementary or revised Drawings and
Specifications. The Engineer may also request a proposal in the response to a
Request for Infoxi iation. Contractor will prepare and submit its Proposal within
7 days or as specified in the request.
B. The Contractor may propose an unsolicited change by submitting a Proposal to
the Engineer describing the proposed change and its full effect on the Work,
with a statement describing the reason for the change and the effect on the
Contract Price and Contract Time including full documentation.
1.07 WORK CHANGE DIRECTIVE
A Engineer may issue a signed Work Change Directive instructing the Contractor
to proceed with a change in the Work, for subsequent inclusion in a Change
Order.
B. The document will describe changes in the Work and will designate a method of
determining any change in Contract Price or Contract Time.
C. Contractor shall proceed promptly to execute the changes in the Work in
accordance with the Work Change Directive.
1.08 STIPULATED PRICE CHANGE ORDER
A stipulated price Change Order will be based on an accepted Proposal including the
Contractor's lump sum price quotation.
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CHANGE ORDER PROCEDURES
1.09 UNIT PRICE CHANGE ORDER
A. Where Unit Prices for the affected items of Work are included in the Bid
Schedule, the unit price Change Order will be based on unit prices as originally
bid, subject to provisions of the General Conditions.
B. Where unit prices of Work are not pre -determined in the Bid Schedule, Work
Change Directive or accepted Proposal will specify the unit prices to be used.
1.10 TIME -AND -MATERIAL CHANGE ORDER
A. Contractor shall provide an itemized account and supporting data after
completion of change, within time limits indicated for claims in the General
Conditions.
B Engineer will determine the change allowable in Contract Price and Contract
Time as provided in the General Conditions.
C. Contractor shall maintain detailed records of work done on time -and -material
basis as specified in paragraph 1.04, Documentation of Change in Contract Price
and Contract Time.
D. Contractor shall provide full information required for evaluation of changes, and
shall substantiate costs for changes in the Work.
1.11 EXECUTION OF CHANGE DOCUMENTATION
Engineer will issue Change Orders, Work Change Directives, or accepted Proposals for
signatures of parties as described in the General Conditions.
1.12 CORRELATION OF CONTRACTOR SUBMITTALS
A. For Stipulated Price Contracts, Contractor shall promptly revise Schedule of
Values and Application for Payment forms to record each authorized Change
Order as a separate line item and adjust the Contract Price.
B. For Unit Price Contracts, the next monthly estimate of work after acceptance of
a Change Order will be revised to include any new items not previously
included and the appropriate unit rates.
C. Contractor shall promptly revise progress schedules to reflect any change in
Contract Time, and shall revise schedules to adjust time for other items of work
affected by the change, and resubmit for review.
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CHANGE ORDER PROCEDURES
D. Contractor shall promptly enter changes to the on -site and record copies of the
Drawings, Specifications. or Contract Documents as required in Section 01760 -
Project Record Documents.
2.0 PRODUCTS - Not Used
3.0 EXECUTION - Not Used
END OF SECTION
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CITY OF PEARLAND
COORDINATION AND MEETINGS
1.0 GENERAL
Section 01310
COORDINATION AND MEETINGS
1.01 SECTION INCLUDES
Section includes general coordination including preconstruction conference, site
mobilization conference, and progress meetings.
1.02 RELATED DOCUMENTS
Coordination is required throughout the documents. Refer to all of the Contract
Documents and coordinate as necessary.
1.03 ENGINEER AND REPRESENTATIVES
The Engineer may act directly or through designated representatives as defined in the
General Conditions and as identified by name at the preconstruction conference.
1.04 CONTRACTOR COORDINATION
A. Coordinate scheduling, submittals and Work of the various Specifications
sections to assure efficient and orderly sequence of installation of
interdependent construction elements.
B. Coordinate completion and clean up of Work for Substantial Completion and for
portions of Work designated for Owner's partial occupancy.
C. Coordinate access to site for correction of nonconforming Work to minimize
disruption of Owner's activities where Owner is in partial occupancy.
1.05 PRECONSTRUCTION CONFERENCE
A. Engineer will schedule a pre -construction conference.
B. Attendance Required: Engineer's representatives, Consultants, Contractor, and
major Subcontractors.
C. Agenda:
1. Distribution of Contract Documents;
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COORDINATION AND MEETINGS
2. Designation of personnel representing the parties in Contract, and the
Consultant;
3. Review of insurance;
4. Discussion of formats proposed by the Contractor for schedule of values,
and construction schedule
5. Procedures and processing of shop drawings and other submittals,
substitutions, pay estimates or applications for payment, Requests for
Information, Request for Proposal, Change Orders, and Contract
closeout;
6. Scheduling of the Work and coordination with other contractors;
7. Review of Subcontractors;
8. Appropriate agenda items listed for Site Mobilization Conference,
paragraph 1.06 C, when pre -construction conference and site
mobilization conference are combined;
9. Procedures for testing; and
10. Procedures for maintaining record documents.
1.06 SITE MOBILIZATION CONFERENCE
A. When required by the Contract Documents, Engineer will schedule a conference
at the Project site prior to Contractor occupancy.
B. Attendance Required: Engineer representatives, Consultants, Contractor's
Superintendent and major Subcontractors.
C. Agenda:
1. Use of premises by Owner and Contractor
2. Safety and first aid procedures
3. Construction controls provided by Engineer
4. Temporary utilities
5. Survey and layout
6. Security and housekeeping procedures
1.07 PROGRESS MEETINGS
A. Project meetings shall be held at Project field office or other location as
designated by the Engineer. Meeting shall be held at monthly intervals, or more
frequent intervals if directed by Engineer.
B. Attendance Required: Job superintendent, major Subcontractors and suppliers,
Engineer representatives, and Consultants as appropriate to agenda topics for
each meeting.
C. Engineer or his representative will make arrangements for meetings, and
recording minutes.
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COORDINATION AND MEETINGS
D. Engineer or his representative will prepare the agenda and preside at meetings.
E Contractor shall provide required information and be prepared to discuss each
agenda item.
F. Agenda:
1. Review minutes of previous meetings;
2. Review of Work progress schedule submittal, and pay estimates, payroll
and compliance submittals;
3. Field observations, problems, and decisions;
4. Identification of problems which impede planned progress;
5. Review of submittals schedule and status of submittals;
6. Review of Request for Information and Request for Proposal status;
7. Change order status;
8. Review of off -site fabrication and delivery schedules;
9 Maintenance of progress schedule*
10. Corrective measures to regain projected schedules;
11. Planned progress during succeeding work period;
12. Coordination of projected progress'
13. Maintenance of quality and work standards;
14. Effect of proposed changes on progress schedule and coordination; and
15. Other items relating to Work
2.0 PRODUCTS - Not Used
3.0 EXECUTION - Not Used
END OF SECTION
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CITY OF PEARLAND
SUBMITTALS
Section 01350
SUBMITTALS
1.0 GENERAL
1.01 SECTION INCLUDES
Submittal procedures for:
A. Schedule of Values
B. Construction Schedules
C. Shop Drawings, Product Data, and Samples
D. Operations and Maintenance Data
E. Manufacturer s Certificates
F. Construction Photographs
G. Project Record Documents
H. Design Mixes
1.02 SUBMITTAL PROCEDURES
A. Scheduling and Handling:
1. Schedule submittals well in advance of the need for the material or
equipment for construction. Allow time to make delivery of material or
equipment after submittal is approved.
2. Develop a submittal schedule that allows sufficient time for initial
review, correction, resubmission and final review of all submittals. The
Engineer will review and return submittals to the Contractor as
expeditiously as possible but the amount of time required for review will
vary depending on the complexity and quantity of data submitted. In no
case will a submittal schedule be acceptable which allows less than 30
days for initial review by the Engineer. This time for review shall in no
way be justification for delays or additional compensation to the
Contractor.
3. The Engineer's review of submittals covers conformity to the Drawings,
Specifications and dimensions which affect the layout. The Contractor is
responsible for quantity determination. The Contractor is responsible for
any errors, omissions or deviations from the Contract requirements;
review of submittals in no way relieves the Contractor from his
obligation to furnish required items according to the Drawings and
Specifications.
4. Submit 5 copies of documents unless otherwise specified in the
following paragraphs or in the Specifications.
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SUBMITTALS
5. Revise and resubmit submittals as required. Identify all changes made
since previous submittal.
6. The Contractor shall assume the risk for material or equipment which is
fabricated or delivered prior to approval. No material or equipment shall
be incorporated into the Work or included in periodic progress payments
until approval has been obtained in the specified manner.
B. Transmittal Form and Numbering:
1. Transmit each submittal to the Engineer with a transmittal form.
2. Sequentially number each transmittal form beginning with the number 1.
Resubmittals shall use the original number with an alphabetic suffix (i.e.,
2A for first resubmittal of Submittal 2 or 15C for third resubmittal of
Submittal 15) Each submittal shall only contain one type of work,
material, or equipment. Mixed submittals will not be accepted.
3. Identify variations from requirements of Contract Documents and
identify product or system limitations.
4. For submittal numbering of video tapes, see paragraph 1.09 Video.
C. Contractor's Certification: Each submittal shall contain a statement or stamp
signed by the Contractor, certifying that the items have been reviewed in detail
and are correct and in accordance with Contract Documents, except as noted by
any requested variance.
1.03 SCHEDULE OF VALUES
A. Submit a Schedule of Values at least 10 days prior to the first Application for
Payment. A Schedule of Values shall be provided for each of the items
indicated as Lump Sum (LS) in the Bid Schedule for which the Contractor
requests to receive progress payments.
B Schedule of Values shall be typewritten on 8-1/2' x 11", plain bond, white
paper. Use the Table of Contents of this Project Manual as a format for listing
costs of Work by Section.
C. Round off figures for each listed item to the nearest $100.00 except for the value
of one item, if necessary to make the total price for all items listed in the
Schedule of Values equal to the applicable lump sum amount in the Bid
Schedule.
D. For Unit Price Contracts, items should include a proportional share of
Contractor's overhead and profit, such that the total of all items listed in the
Schedule of Values equals the Contract amount. For Stipulated Price Contracts,
mobilization, bonds, and insurance may be listed as separate items in the
Schedule of Values.
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SUBMITTALS
E For lump sum equipment items where submittal of operations and maintenance
data and testing are required, include a separate item for equipment operation
and maintenance data submittal valued at 5 percent of the lump sum amount and
a separate item for testing and adjusting valued at 5 percent of the lump sum
amount.
F. Revise the Schedule of Values and resubmit for items affected by Contract
Modifications, Change Orders, and Work Change Directives. Submit revised
Schedule of Values 10 days prior to the first Application for Payment after the
changes are approved by the Engineer.
1.04 CONSTRUCTION SCHEDULES
A. Submit Construction Schedules for the Work in accordance with the
requirements of this Section. The Construction Schedule Submittal shall be, at
minimum, a bar chart, either computer generated, or prepared manually and a
narrative report.
B. During the Pre -construction Meeting, as noted in Section 01310 - Coordination
and Meetings, the Contractor shall provide a sample of the format to be used for
the Construction Schedule Submittal. The format is subject to approval by the
Engineer. Review of the submittal will be provided within 7 days of the
submittal of the sample.
C. Within 7 days of the receipt of approval of the Contractor's format, or 14 days of
the Notice to Proceed, whichever is later, the Contractor shall submit a proposed
Construction Schedule for review. The Construction Schedule Submittal shall
meet the following requirements:
1. The schedule shall usually include a total of at least 20 but not more than
50 activities. Fewer activities may be accepted, if approved by the
Engineer.
2. For projects with work at different physical locations, each location
should be indicated separately within the schedule.
3. For projects with multiple crafts or significant subcontractor
components, these elements should be indicated separately within the
schedule.
4. For projects with multiple types of tasks within the scope, these types of
work should be indicated separately within the schedule. "
5. For projects with significant major equipment items or materials worth
over 25 percent of the Total Contract Price, the schedule shall indicate
dates when these items are to be purchased, when they are to be
delivered, and when installed
6. For projects where operating plants are involved, each period of work
which will require the shut down of any process or operation shall be
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CITY OF PEARLAND
SUBMITTALS
identified in the Schedule and must be agreed to by the Engineer prior to
starting work in the area.
7. A tabulation of the estimated monthly billings for the work shall be
prepared and submitted by the Contractor with the first schedule
submittal. This information is not required in the monthly updates,
unless significant changes in Work require resubmittal of the schedule
for review. The total for each month and a cumulative total will be
indicated. These monthly forecasts are only for planning purposes of the
Engineer. Monthly payments for actual work completed will be made by
the Engineer in accordance with Section 00700 - General Condition.
D. The Contractor must receive approval of the Engineer for the Schedule and
billing estimate prior to the first monthly Application for Payment. No
payment will be made until these are accepted.
E Upon written request from the Engineer, the Contractor shall revise and submit
for approval all or any part of the Construction Schedule to reflect changed
conditions in the Work or deviations made from the original plan and schedule.
F. The Contractor's Construction Schedule shall thereafter be updated with the
Actual Start and Actual Finish Dates Percent Complete, and Remaining
Duration of each Activity and submitted monthly The date to be used in
updating the monthly Construction Schedule shall be the same Date as is used in
the monthly Application for Payment. This monthly update of the schedule
shall be required before the monthly Application for Payment will be processed
for payment.
G. The narrative Schedule Report shall include a description of changes made to
the Construction Schedule' Activities Added to the Schedule; Activities Deleted
from the Schedule; any other changes made to the Schedule other than the
addition of Actual Start Dates and Actual Finish Dates and Remaining
Durations.
1.05 SHOP DRAWINGS, PRODUCT DATA, AND SAMPLES
A. Shop Drawings:
1. Submit shop drawings for review as required by the Specifications.
2. Contractor's Certification, as described in paragraph 1.02C, shall be
placed on each drawing.
3. The drawings shall accurately and distinctly present the following:
a. Field and erection dimensions clearly identified as such
b. Arrangement and section views
c. Relation to adjacent materials or structure including complete
information for making connections between work under this
Contract and work under other contracts
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SUBMITTALS
d. Kinds of materials and finishes
e. Parts list and descriptions
f. Assembly drawings of equipment components and accessories
showing their respective positions and relationships to the
complete equipment package
4. Where necessary for clarity, identify details by reference to drawing
sheet and detail numbers, schedule or room numbers as shown on the
Contract Drawings.
5. Drawings shall be to scale, and shall be a true representation of the
specific equipment or item to be furnished.
B. Product Data:
1. Submit product data for review as required in Specification sections.
2. Contractor's Certification, as described in paragraph 1.02C, shall be
placed on each data item submitted.
3. Mark each copy to identify applicable products, models, options to be
used in this Project. Supplement manufacturers' standard data to provide
information unique to this Project, where required by the Specifications.
4. For products specified only by reference standard give manufacturers,
trade name, model or catalog designation and applicable reference
standard.
5. For products proposed as alternates to ' approved" products, as described
in Section 01630 - Product Options and Substitutions provide all
information required to demonstrate the proposed products meet the
level of quality and performance criteria of the "approved product".
C. Samples:
1. Submit samples for review as required by the Specifications.
2. Contractor's Certification, as described in paragraph 1.02C, shall be
placed on each sample or a firmly attached sheet of paper.
3. Submit the number of samples specified in Specifications; one of which
will be retained by the Engineer
4. Reviewed samples which may be used in the Work are identified in
Specifications.
1.06 OPERATIONS AND MAINTENANCE DATA
A. When specified in Specification sections, submit manufacturers' printed
instructions for delivery, storage, assembly, installation, start-up, operation,
adjusting, finishing, and maintenance.
B. Contractor's Certification, as described in paragraph 1.02C, shall be placed on
front page of each document.
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CITY OF PEARLAND
SUBMITTALS
C. Identify conflicts between manufacturers' instructions and Contract Documents.
1.07 MANUFACTURER'S CERTIFICATES
A. When specified in Specification sections, submit manufacturers' certificate of
compliance for review by Engineer.
B. Contractor's Certification, as described in paragraph 1.02C, shall be placed on
front page of the certificate.
C. Submit supporting reference data, affidavits, and certifications as appropriate.
D. Certificates may be recent or previous test results on material or product, but
must be acceptable to Engineer.
1.08 CONSTRUCTION PHOTOGRAPHS
A. Submit a sufficient number of photographs to document the preconstruction
condition of the project site. Photographs should be date and time stamped,
show the complete right-of-way width and be labeled to show street name,
direction of view, and any pertinent comments.
B. Photographs should be placed in a protective plastic cover, assembled in a three-
ring binder and labeled "Project Photographs."
1.09 PROJECT RECORD DOCUMENTS
Submit Project Record Documents in accordance with Section 01760 - Project Record
Documents
1.10 VIDEO
Transmittal forms for video tapes shall be numbered sequentially beginning with TO1,
T02, T03, etc.
1.11 DESIGN MIXES
A. When specified in Specifications, submit design mixes for review.
B. Contractor's Certification as described in paragraph 1.02C, shall be placed on
front page of each design mix.
C. Mark each design mix to identify proportions, gradations, and additives for each
class and type of design mix submitted. Include applicable test results on
samples for each mix
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CITY OF PEARLAND
SUBMITTALS
D. Maintain a copy of approved design mixes at mixing plant.
2.0 PRODUCTS -Not Used
3.0 EXECUTION - NotUsed
END OF SECTION
4/00 01350-7
I
CITY OF PEARLAND
REFERENCE STANDARDS
1.0 GENERAL
Section 01420
REFERENCE STANDARDS
1.01 SECTION INCLUDES
Section includes general quality assurance as related to Reference Standards and a list
of references.
1.02 QUALITY ASSURANCE
A. For Products or workmanship specified by association, trade, or Federal
Standards, comply with requirements of the standard except when more rigid
requirements are specified or are required by applicable codes.
B. Conform to reference standard by date of issue current on the date as stated in
the General Conditions.
C. Request clarification from Engineer before proceeding should specified
reference standards conflict with Contract Documents.
1.03 SCHEDULE OF REFERENCES
AASHTO American Association of State Highway and Transportation Officials
444 North Capitol Street, N.W.
Washington, DC 20001
ACI
AGC
AI
American Concrete Institute
P.O. Box 19150
Reford Station
Detroit, MI 48219-0150
Associated General Contractors of America
1957 E Street, N.W.
Washington, DC 20006
Asphalt Institute
Asphalt Institute Building
College Park, MD 20740
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CITY OF PEARLAND
AITC
AISC
AISI
American Institute of Timber Construction
333 W. Hampden Avenue
Englewood, CO 80110
American Institute of Steel Construction
400 North Michigan Avenue, Eighth Floor
Chicago, IL 60611
American Iron and Steel Institute
1000 16th Street, N.W.
Washington, DC 20036
ASME American Society of Mechanical Engineers
345 East 47th Street
New York, NY 10017
ANSI
APA
API
American National Standards Institute
1430 Broadway
New York, NY 10018
American Plywood Association
Box 11700
Tacoma, WA 98411
American Petroleum Institute
1220 L Street, N.W.
Washington, DC 20005
AREA American Railway Engineering Association
50 F Street, N.W.
Washington, DC 20001
ASTM American Society for Testing and Materials
1916 Race Street
Philadelphia, PA 19103
AWPA American Wood -Preservers' Association
7735 Old Georgetown Road
Bethesda, MD 20014
AWS
American Welding Society
PO.Box 35104
Miami, FL 33135
REFERENCE
STANDARDS
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STANDARDS
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CITY OF PEARLAND
REFERENCE STANDARDS
AWWA American Water Works Association
6666 West Quincy Avenue
Denver, CO 80235
CLFMI Chain Link Fence Manufacturers Institute
1101 Connecticut Avenue, N.W.
Washington, DC 20036
CRSI
EJMA
FS
ICEA
IEEE
Concrete Reinforcing Steel Institute
933 Plum Grove Road
Schaumburg, IL 60173-4758
Expansion Joint Manufacturers Association
707 Westchester Avenue
White Plains, NY 10604
Federal Standardization Documents
General Services Administration, Specifications Unit (WFSIS)
7th and D Streets, S W.
Washington, DC 20406
Insulated Cable Engineer Association
P.O. Box 440
S. Yarmouth, MA 02664
Institute of Electrical and Electronics Engineers
445 Hoes Lane
P.O. Box 1331
Piscataway, NJ 0855-1331
MIL Military Specifications
General Services Administration, Specifications Unit (WFSIS)
7th and D Streets, S W.
Washington, DC 20406
NACE National Association of Corrosion Engineers
P. O. Box 986
Katy , TX 77450
NEMA National Electrical Manufacturers' Association
2101 L Street, N.W., Suite 300
Washington, DC 20037
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CITY OF PEARLAND
REFERENCE STANDARDS
NFPA
OSHA
PCA
PCI
SDI
SSPC
TAC
TNRCC
TxDOT
UL
National Fire Protection Association
Batterymarch Park, P.O. Box 9101
Quincy, MA 02269-9101
Occupational Safety Health Administration
U.S. Department of Labor, Government Printing Office
Washington, DC 20402
Portland Cement Association
5420 Old Orchard Road
Skokie, IL 60077-1083
Prestressed Concrete Institute
201 North Wacker Drive
Chicago, IL 60606
Steel Deck Institute
Box 9506
Canton, OH 44711
Steel Structures Painting Council
4400 Fifth Avenue
Pittsburgh, PA 15213
Texas Administrative Code
Texas Natural Resource Conservation Commission
P. O. Box 13087
Austin, TX 78711-3087
Texas Department of Transportation
11 th and Brazos
Austin, TX 78701 2483
Underwriters' Laboratories, Inc.
333 Pfingston Road
Northbrook, IL 60062
UNI-BELL UNI-BELL Pipe Association
2655 Villa Creek Drive, Suite 155
Dallas, TX 75234
END OF SECTION
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CITY OF PEARLAND
CONTRACTOR'S QUALITY CONTROL
SECTION 01430
CONTRACTOR'S QUALITY CONTROL
1.0 GENERAL
1.01 SECTION INCLUDES
Quality assurance and control of installation and manufacturer's field services and
reports.
1.02 QUALITY ASSURANCE/CONTROL OF INSTALLATION
A. Monitor quality control over suppliers, manufacturers, products, services, site
conditions, and workmanship, to produce Work of specified quality at no
additional cost to the City.
B. Comply fully with manufacturers' installation instructions, including each step
in sequence.
C. Request clarification from Engineer before proceeding should manufacturers'
instructions conflict with Contract Documents.
D. Comply with specified standards as minimum requirements for the Work except
when more stringent tolerances, codes, or specified requirements indicate higher
standards or more precise workmanship.
E. Perform work by persons qualified to produce the specified level of
workmanship.
1.03 REFERENCES
Obtain copies of standards and maintain at job site when required by individual
Specification sections.
1.04 MANUFACTURERS' FIELD SERVICES AND REPORTS
A. When specified in individual Specification sections, provide material or product
suppliers' or manufacturers' technical representative to observe site conditions,
conditions of surfaces and installation, quality of workmanship, start-up of
equipment, operator training, test, adjust, and balance of equipment as
applicable, and to initiate operation, as required. Conform to minimum time
requirements for start-up operations and operator training if defined in
Specification sections.
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CITY OF PEARLAND
CONTRACTOR'S QUALITY CONTROL
B. At the Engineer's request, submit qualifications of manufacturer's representative
to Engineer 15 days in advance of required representative's services. The
representative shall be subject to approval of Engineer.
C. Manufacturer's representative shall report observations and site decisions or
instructions given to applicators or installers that are supplemental or contrary to
manufacturers' written instructions. Submit report within 14 days of observation
to Engineer for review.
2.0 PRODUCTS - NotUsed
3.0 EXECUTION - NotUsed
•
END OF SECTION
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CITY OF PEARLAND
INSPECTION SERVICES
Section 01440
INSPECTION SERVICES
1.0 GENERAL
1.01 SECTION INCLUDES
Inspection services and references
1.02 INSPECTION
A. City Engineer will appoint an Inspector as a representative of the City to
perfoiui inspections tests, and other services specified in individual
specification Sections
B. Alternately, City Engineer may appoint, employ, and pay an independent firm to
provide additional inspection or construction management services as indicated
in Section 01450 - Testing Laboratory Services.
C. Reports will be submitted by the independent firm to City Engineer,
Architect/Engineer and Contractor indicating observations and results of tests
and indicating compliance or non-compliance with Contract Documents.
D. Contractor shall assist and cooperate with the Inspector; furnish samples of
materials, design mix, equipment, tools, and storage.
E. Contractor shall notify City Engineer 24 hours prior to expected time for
operations requiring services. Notify Architect/Engineer and independent firm
when noted.
F. Contractor shall sign and acknowledge report for Inspector.
2.0 PRODUCTS - Not Used
3.0 EXECUTION - NotUsed
END OF SECTION
4/00 01440-1
CITY OF PEARLAND
TESTING LABORATORY SERVICES
Section 01450
TESTING LABORATORY SERVICES
1.0 GENERAL
1.01 SECTION INCLUDES
Testing Laboratory Services and Contractor responsibilities related to those services.
1.02 REFERENCES
A. ASTM D3740 - Practice for Evaluation of Agencies Engaged in Testing and/or
Inspection of Soil and Rock as Used in Engineering Design and Construction.
B. ASTM E329 - Recommended Practice for Inspection and Testing Agencies for
Concrete, Steel, and Bituminous Materials as Used in Construction.
1.03 SELECTION AND PAYMENT
A. Owner will employ and pay for services of an independent testing laboratory to
perform inspection and testing identified in individual Specification sections.
B Employment of testing laboratory shall not relieve Contractor of obligation to
perform work in accordance with requirements of Contract Documents.
C. Contractor shall schedule and monitor testing as required to provide timely
results and to avoid delay to the Work.
1.04 LABORATORY REPORTS
The Engineer will receive 1 copy, City Engineer will receive 2 copies, and the
Contractor will receive 2 copies of laboratory reports from the testing laboratory. One
of the Contractor's copies shall remain at site field office for duration of project. Test
results which indicate non-conformance shall be transmitted immediately via fax from
the testing laboratory to the Contractor and City Engineer.
1.05 LIMITS ON TESTING LABORATORY AUTHORITY
A Laboratory may not release, revoke, alter, or enlarge on requirements of
Contract Documents.
B. Laboratory may not approve or accept any portion of the Work.
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CITY OF PEARLAND
TESTING LABORATORY SERVICES
C Laboratory may not assume any duties of Contractor.
D Laboratory has no authority to stop the Work.
1.06 CONTRACTOR RESPONSIBILITIES
A. Notify City Engineer, and laboratory 24 hours prior to expected time for
operations requiring inspection and testing services. Notify Architect/Engineer
if specification section requires the presence of the Architect/Engineer.
B. Cooperate with laboratory personnel in collecting samples to be tested or
collected on site.
C. Provide access to the Work and to manufacturer's facilities.
D. Provide samples to laboratory in advance of their intended use to allow thorough
examination and testing.
E. Provide incidental labor and facilities for access to the Work to be tested; to
obtain and handle samples at the site or at source of products to be tested; and to
facilitate tests and inspections including storage and curing of test samples.
F. Arrange with laboratory and pay for:
1. Retesting required for failed tests.
2. Retesting for nonconforming Work.
3. Additional sampling and tests requested by Contractor for his own
purposes.
2.0 PRODUCTS Not Used
3.0 EXECUTION
3.01 CONDUCTING TESTING
Laboratory sampling and testing shall conform to ASTM D3740 and ASTM E329, plus
other test standards specified in individual Specification sections.
END OF SECTION
4/00
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CITY OF PEARLAND
TEMPORARY FACILITIES AND CONTROLS
Section 01500
TEMPORARY FACILITIES AND CONTROLS
1.0 GENERAL
1.01 SECTION INCLUDES
Temporary facilities and the necessary controls for the project including utilities,
telephone, sanitary facilities, field office, storage sheds and building, safety
requirements, first aid equipment, fire protection, security measures protection of the
Work and property, access roads and parking, environmental controls, disposal of trash,
debris, and excavated material, pest and rodent control, water runoff and erosion
control.
1.02 CONTRACTOR'S RESPONSIBILITY
•
A. The facilities and controls specified in this section are considered minimum for
the Project. The Contractor may provide additional facilities and controls for
the proper execution of the Work and to meet Contractor's responsibilities for
protection of persons and property.
B. Comply with applicable requirements specified in other sections of the
Specifications.
1. Maintain and operate temporary facilities and systems to assure
continuous service.
2. Modify and extend systems as Work progress requires.
3. Completely remove temporary materials and equipment when their use is
no longer required.
4. Restore existing facilities used for temporary services to specified or to
original condition.
1.03 TEMPORARY UTILITIES
A. Obtaining Temporary Service.
1. Make arrangements with utility service companies for temporary
services.
2. Abide by rules and regulations of the utility service companies or
authorities having jurisdiction.
3. Be responsible for utility service costs until the Work is substantially
complete. Included are fuel, power, light, heat, and other utility services
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CITY OF PEARLAND
TEMPORARY FACILITIES AND CONTROLS
necessary for execution, completion, testing, and initial operation of the
Work.
B. Water:
1. Provide water required for and in connection with Work to be performed
and for specified tests of piping, equipment, devices, or for other use as
required for proper completion of the Work.
2. For water to be drawn from public fire hydrants, obtain special permit or
license and meter from the proper City officials. A deposit based on
rates established by latest ordinance will be required. Install backflow
preventor on fire hydrant supply.
3. Provide and maintain an adequate supply of potable water for domestic
consumption by Contractor personnel.
C. Electricity and Lighting:
1. Provide electric power service as required for the Work, including
testing of Work. Provide power for lighting, operation of the
Contractor's equipment, or for any other use by Contractor.
2 Electric power service includes temporary power service or generator to
maintain plant operations during any scheduled shutdown.
3. Minimum lighting level shall be 5 foot-candles for open areas; 10-foot-
candles for stairs and shops.
D. Temporary Heat and Ventilation:
1. Provide temporary heat as necessary for protection or completion of the
Work.
2. Provide temporary heat and ventilation to assure safe working
conditions; maintain enclosed areas at a minimum of 50 degrees F.
E. Telephone: Provide emergency telephone service at the Contractor's field
office, or by mobile telephone, for use by Contractor personnel and others
performing work or furnishing services at the site.
F. Sanitary Facilities:
1. To provide and maintain sanitary facilities for persons on the job site,
comply with the regulations of State and local departments of health.
2 Enforce the use of sanitary facilities by construction personnel at the job
site. Such facilities shall be enclosed. Pit -type toilets will not be
permitted. No discharge will be allowed from these facilities. Collect
and store sewage and waste so as not to cause a nuisance or health
problem; have sewage and waste hauled off -site and properly disposed in
accordance with local regulations.
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CITY OF PEARLAND
TEMPORARY FACILITIES AND CONTROLS
3. Locate toilets near the Work site and secluded from view insofar as
possible. Keep toilets clean and supplied throughout the course of the
Work.
1.04 FIELD OFFICE
Provision of a field office is not required unless stated otherwise in the Contract
Documents. If the Contractor chooses to provide one, locate it in a place approved by
the Engineer.
1.05 STORAGE OF MATERIALS
A. Provide adequately ventilated, watertight storage facilities with floor above
ground level for materials and equipment susceptible to weather damage.
B. Storage of materials not susceptible to weather damage may be on blocks off the
ground.
C. Store materials in a neat and orderly manner. Place materials and equipment to
permit easy access for identification, inspection and inventory.
1.06 SAFETY REQUIREMENTS
A. Submit and follow a safety program in accordance with Section 00700 - General
Conditions, Paragraph 4.23 Include in the safety program documented
response to trench safety requirements as specified in Section 01570 - Trench
Safety System.
B. Conduct operations in strict accord with applicable Federal, State and local
safety codes and statutes and with good construction practice. The Contractor is
fully responsible and obligated to establish and maintain procedures for safety
of all work, personnel and equipment involved in the Project.
C. Observe and comply with Texas Occupational Safety Act (Art. 5182a, V.C.S.)
and with all safety and health standards promulgated by Secretary of Labor
under Section 107 of Contract Work Hours and Standards Act, published in 29
CFR Part 1926 and adopted by Secretary of Labor as occupational safety and
health standards under the Williams -Steiger Occupational Safety and Health Act
of 1970, and to any other legislation enacted for safety and health of Contractor
employees. Such safety and health standards apply to subcontractors and their
employees as well as to the Contractor and its employees.
D. Observance of and compliance with the regulations shall be solely and without
qualification the responsibility of the Contractor without reliance or
superintendence of or direction by the Engineer or the Engineer's representative.
Immediately advise the Engineer of investigation or inspection by Federal
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CITY OF PEARLAND
TEMPORARY FACILITIES AND CONTROLS
Safety and Health inspectors of the Contractor or subcontractor's work or place
of work on the job site under this Contract and after such investigation or
inspection, advise the Engineer of the results. Submit one copy of accident
reports to Engineer within 10 days of occurrence.
E Protect areas occupied by workmen using the best available devices for
detection of lethal and combustible gases. Test such devices frequently to
assure their functional capability. Constantly observe infiltration of liquids into
the Work area for visual or odor evidences of contamination, immediately take
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 specifications
and shown on the Drawings are obligations of the Contractor.
G. Maintain required coordination with the local Police and Fire Departments
during the entire period covered by the Contract.
1.07 FIRST -AID EQUIPMENT
A. Provide a first aid kit throughout the construction period. List telephone
numbers for physicians, hospitals, and ambulance services in each first aid kit.
B. Have at least one person thoroughly trained in first aid procedures present on the
site whenever Work is in progress.
1.08 FIRE PROTECTION
A. Fire Protection Standards.
1. Conform to specified fire protection and prevention requirements as well
as those which may be established by Federal, State, or local
governmental agencies.
2. Comply with all applicable provisions of NFPA Standard No. 241,
Safeguarding Building Construction and Demolition Operations.
3. Provide portable fire extinguishers rated not less than 2A or 5B in
accordance with NFPA Standard No. 10, Portable Fire Extinguishers, for
each temporary building, and for every 3000 square feet of floor area of
facilities under construction.
4 Locate portable fire extinguishers within 50 feet maximum from any
point in the Project area.
B. Fire Prevention and Safety Measures.
1. Prohibit smoking in hazardous areas. Post suitable warning signs in
areas which are continuously or intermittently hazardous.
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CITY OF PEARLAND
TEMPORARY FACILITIES AND CONTROLS
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. Maintain clear exits from all points within a structure.
1.09 SECURITY MEASURES
A. Protect all Work materials, equipment, and property from loss, theft, damage,
and vandalism. Contractor's duty to protect property includes Owner's property.
B. If existing fencing or barriers are breached or removed for purposes of
construction, provide and maintain temporary security fencing equal to existing.
1.10 PROTECTION OF PUBLIC UTILITIES
Prevent damage to existing public utilities during construction. These utilities are
shown on the Drawings at their approximate locations. Give owners of these utilities at
least 48 hours notice before commencing Work in the area, for locating the utilities
during construction, and for making adjustments or relocation of the utilities when they
conflict with the proposed Work.
1.11 PROTECTION OF THE WORK AND PROPERTY
A. Preventive Actions:
1. Take precautions, provide programs, and take actions necessary to
protect the Work and public and private property from damage.
2. Take action to prevent damage, injury or loss, including, but not limited
to, the following:
a. 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.
b. Provide suitable storage for materials which are subject to
damage by exposure to weather theft, breakage, or otherwise.
c. Place upon the Work or any part thereof only such loads as are
consistent with the safety of that portion of the Work.
d. Frequently clean up refuse, rubbish scrap materials, and debris
caused by construction operations, keeping the Project site safe
and orderly.
e. Provide safe barricades and guard rails around openings, for
scaffolding, for temporary stairs and ramps, around excavations,
elevated walkways, and other hazardous areas.
3. Obtain written consent from proper parties before entering or occupying
with workers, tools, materials or equipment, privately -owned land except
on easements provided for construction.
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CITY OF PEARLAND
TEMPORARY FACILITIES AND CONTROLS
4. Assume full responsibility for the preservation of public and private
property on or adjacent to the site. If any direct or indirect damage is
done by or on account of any act, omission, neglect, or misconduct in
execution of the Work by the Contractor, it shall be restored by the
Contractor to a condition equal to or better than that existing before the
damage was done.
B. Barricades and Warning Signals: 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 and Regulation.
C. Tree and Plant Protection. Conform to requirements of Section 01563 - Tree
and Plant Protection.
D. Protection of Existing Structures
1. Underground Structures:
a. Underground structures are defined to include, but not be limited
to, sewer, water, gas, and other piping, and manholes, chambers,
electrical and signal conduits, tunnels, and other existing
subsurface installations located within or adjacent to the limits of
the Work.
b. Known underground structures, including water, sewer, electric,
and telephone services are shown on the Drawings in accordance
with the best information available, but is not guaranteed to be
correct or complete. Contractor is responsible for making
'Locate" calls.
c. Explore ahead of trenching and excavation work and uncover
obstructing underground structures sufficiently to determine their
location, to prevent damage to them and to prevent interruption of
utility services. Restore to original condition damages to
underground structure at no additional cost to the Owner.
d. Necessary changes in location of the Work may be made by the
Engineer to avoid unanticipated underground structures.
e. If permanent relocation of an underground structure or other
subsurface installations is required and not otherwise provided for
in the Contract Documents, the Engineer will direct Contractor in
writing to perform the Work, which shall be paid for under the
provisions for changes in the Contract Price as described in
Document 00700 - General Conditions.
Surface Structures: Surface structures are defined as existing buildings,
structures and other constructed installations above the ground surface.
Included with such structures are their foundations or any extension
below the surface. Surface structures include, but are not limited to
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CITY OF PEARLAND
TEMPORARY FACILITIES AND CONTROLS
buildings, tanks, walls, bridges, roads, dams, channels, open drainage,
piping, poles, wires, posts, signs, markers, curbs, walks, guard cables,
fencing and other facilities that are visible above the ground surface.
3. Protection of Underground and Surface Structures:
a. Support in place and protect from direct or indirect injury to
underground and surface structures located within or adjacent to
the limits of the Work. Install such supports carefully and as
required by the party owning or controlling such structure.
Before installing structure supports, Contractor shall satisfy the
Engineer that the methods and procedures to be used have been
approved by the owner of the structure.
b. Avoid moving or in any way changing the property of public
utilities or private service corporations without prior written
consent of a responsible official of that service or public utility.
Representatives of these utilities reserve the right to enter within
the limits of this project for the purpose of maintaining their
properties, or of making such changes or repairs to their property
that may be considered necessary by performance of this
Contract.
c. Notify the owners and/or operators of utilities and pipelines of
the nature of construction operations to be perfoii ied 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 5
working days advance notice. Probe and flag the location of
underground utilities prior to commencement of excavation.
Keep flags in place until construction operation reach and
uncover the utility.
d. Assume risks attending the presence or proximity of underground
and surface structures within or adjacent to the limits to the Work
including but not limited to damage and expense for direct or
indirect injury caused by the Work to any structure. Immediately
repair damage caused, to the satisfaction of the owner of the
damaged structure.
E Protection of Installed Products.
1. Provide protection of installed products to prevent damage from
subsequent operations. Remove protection facilities when no longer
needed, poor to completion of Work.
2. Control traffic to prevent damage to equipment, materials, and surfaces.
1.12 ROADS AND PARKING
A. Prevent interference with traffic and Owner operations on existing roads.
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CITY OF PEARLAND
TEMPORARY FACILITIES AND CONTROLS
B. Designate temporary parking areas to accommodate construction personnel.
When site space is not adequate, provide additional off -site parking Locate as
approved by Engineer.
C. Minimize use by construction traffic of existing streets and driveways.
D. Do not allow heavy vehicles or construction equipment unnecessarily in existing
parking areas.
1.13 ENVIRONMENTAL CONTROLS
A. Provide and maintain methods, equipment, and temporary construction as
necessary for controls over environmental conditions at the construction site
and adjacent areas
B. Comply with statutes, regulations, and ordinances which relate to the proposed
Work for the prevention of environmental pollution and preservation of natural
resources, including but not limited to the National Environmental Policy Act of
1969, PL 91-190, Executive Order 11514.
C. Recognize and adhere to the environmental requirements of the Project.
Disturbed areas shall be strictly limited to boundaries established by the
Contract Documents. Particularly avoid pollution of "on -site' streams, sewers,
wells, or other water sources.
D. Burning of rubbish, debris or waste materials is not permitted.
1.14 POLLUTION CONTROL
A. Provide methods, means, and facilities required to prevent contamination of soil,
water or atmosphere by discharge of noxious substances from construction
operations.
B. Provide equipment and personnel to perform emergency measures required to
contain any spillage, and to remove contaminated soils or liquids Excavate and
dispose of any contaminated earth off -site, and replace with suitable compacted
fill and topsoil.
C. Take special measures to prevent hainiful substances from entering public
waters. Prevent disposal of wastes, effluents, chemicals, or other such
substances adjacent to streams, or in sanitary or storm sewers.
D. Provide systems for control of atmospheric pollutants.
1. Prevent toxic concentrations of chemicals.
2. Prevent harmful dispersal of pollutants into the atmosphere.
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CITY OF PEARLAND
TEMPORARY FACILITIES AND CONTROLS
E. Use equipment during construction that conforms to current Federal, State, and
local laws and regulations.
1.15 PEST AND RODENT CONTROL
A. Provide rodent and pest control as necessary to prevent infestation of
construction or storage areas.
B Employ methods and use materials which will not adversely affect conditions at
the site or on adjoining properties.
1.16 NOISE CONTROL
A. Provide vehicles, equipment, and construction activities that minimize noise to
the greatest degree practicable. Noise levels shall conform to the latest OSHA
standards and City Ordinances and in no case will noise levels be permitted
which create a nuisance in the surrounding neighborhoods.
B. Conduct construction operations during daylight hours from 7:30 a.m. to 6:00
p.m. except as approved by Engineer.
1.17 DUST CONTROL
Control objectionable dust caused by operation of vehicles and equipment Apply
water or use other methods, subject to approval of the Engineer, which will control the
amount of dust generated.
1.18 WATER RUNOFF AND EROSION CONTROL
A. Provide methods to control surface water runoff, subsurface water, and water
pumped from excavations and structures to prevent damage to the Work, the
site, or adjoining properties.
B. Control fill, grading and ditching to direct water away from excavations, pits,
and other construction areas; and to direct drainage to proper runoff courses so
as to prevent any erosion, sedimentation or damage.
C. Provide, operate, and maintain equipment and facilities of adequate size to
control surface water.
D. Dispose of drainage water in a manner to prevent flooding, erosion, or other
damage to any portion of the site or to adjoining areas and in conformance with
environmental requirements.
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CITY OF PEARLAND
TEMPORARY FACILITIES AND CONTROLS
E Retain existing drainage patterns external to the construction site by
constructing temporary earth berms, sedimentation basins, retaining areas, and
temporary ground cover as needed to control conditions.
F. Plan and execute construction and earth work by methods to control surface
drainage from cuts and fills, and from borrow and waste disposal areas, to
prevent erosion and sedimentation.
1. Keep to a minimum the area of bare soil exposed at one time.
2. Provide temporary control measures, such as berms, dikes, and drains.
G. Construct fills and waste areas by selective placement to eliminate surface silts
or clays which will erode.
H. Inspect earthwork periodically to detect any evidence of the start of erosion.
Apply corrective measures as required to control erosion.
2.0 PRODUCTS-NotUsed
3.0 EXECUTION-NotUsed
END OF SECTION
4/00
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CITY OF PEARLAND
MOBILIZATION
Section 01505
MOBILIZATION
1.0 GENERAL
1.01 SECTION INCLUDES
Mobilization of construction equipment and facilities onto the site.
1.02 UNIT PRICES
A. Measurement for mobilization is on a lump sum basis.
B. Mobilization payments will be included in monthly payment estimates upon
written application by Contractor. Authorization for payment of 50 percent of
the contract price for mobilization will be made upon receipt and approval by
Engineer of the following items, as applicable:
1. Schedule of values, if required by Section 01100;
2. Trench safety program;
3. Construction schedule;
4. Pre -construction Photographs, if required by Section 01100; and
5. Authorization for payment of the remaining 50 percent of the Contract
Price for mobilization will be made upon completion of Work amounting
to 5 percent of the Contract Price less the mobilization unit price.
C. Mobilization payments will be subject to retainage amounts stipulated in the
General Conditions.
2.0 PRODUCTS Not Used
3.0 EXECUTION - NotUsed
END OF SECTION
4/00 01505-1
CITY OF PEARLAND
TRAFFIC CONTROL AND REGULATION
SECTION 01555
TRAFFIC CONTROL AND REGULATION
1.0 GENERAL
1.01 SECTION INCLUDES
A. Requirements for signs, signals, control devices, flares, lights and traffic signals,
as well as construction parking control, designated haul routes and bridging of
trenches and excavations.
B. Requirement for and qualifications of flaggers.
1.02 SUBMITTALS
A. A traffic control plan responsive to the Texas Manual on Uniform Traffic
Control Devices (TMUTCD) and sealed by a Registered Professional Engineer
is incorporated into the Drawings. If the Contractor proposes to implement
traffic control different than the plan provided, he shall submit a traffic control
plan in conformance with the TMUTCD for approval of the Engineer.
B. For both the traffic control plan and flaggers use, submit schedules of values
within 30 days following the Notice to Proceed
C. Make submittals in accordance with Section 01350 - Submittals.
1.03 UNIT PRICES
A. Traffic Control and Regulation. Measurement is on a lump sum basis for traffic
control and regulation, including submittal of a traffic control plan if different
from the plan shown on the Drawings, provision of traffic control devices, and
provision of equipment and personnel as necessary to protect the work and the
public. The amount invoiced shall be determined based on the schedule of
values submitted for traffic control and regulation.
B. Flaggers. Measurement is on a lump sum basis for flaggers as required for the
Project. The amount invoiced shall be determined based on the schedule of
values submitted for flaggers.
4/00 0.1555-1
CITY OF PEARLAND
TRAFFIC CONTROL AND REGULATION
1.04 FLAGGERS
A. Unless otherwise specified, use only naggers 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.
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.
D. Flaggers shall be used and maintained at such points for such periods of time as
may be required to provide for the public safety and convenience of travel.
2.0 PRODUCTS
2.01 SIGNS, SIGNALS, AND DEVICES
A. Comply with Texas State Manual on Uniform Traffic Control Devices.
B. Traffic Cones and Drums, Flares and Lights: As approved by agencies having
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.
4/00
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CITY OF PEARLAND
•
TRAFFIC CONTROL AND REGULATION
B. Contractor shall maintain at all times a 10-foot-wide all-weather lane adjacent to
work areas which shall be kept free of construction equipment and debris and
shall be for the use of emergency vehicles, or as otherwise provided in the
traffic control plan.
C. Contractor shall not obstruct the normal flow of traffic from 7:00 a.m. to 9:00
a.m. and 4:00 p.m. to 6:00 p.m. on designated major arterials or as directed by
the Engineer.
D. Contractor shall maintain local driveway access to residential and commercial
properties adjacent to work areas at all times.
E. Cleanliness of Surrounding Streets: Keep streets used for entering or leaving
the job area free of excavated material, debris, and any foreign material
resulting from construction operations.
F. Control vehicular parking to prevent interference with public traffic and
parking, and access by emergency vehicles.
G. Monitor parking of construction personnel's vehicles in existing facilities.
Maintain vehicular access to and through parking areas.
H. Prevent parking on or adjacent to access roads or in non -designated areas.
3.03 FLARES AND LIGHTS
Provide flares and lights during hours of low visibility to delineate traffic lanes and to
guide traffic.
3.04 HAUL ROUTES
A. Utilize haul routes designated by authorities or shown on the Drawings for
construction traffic.
B. Confine construction traffic to designated haul routes.
C. Provide traffic control at critical areas of haul routes to regulate traffic and
minimize interference with public traffic.
3.05 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.
4/00 01555-3
CITY OF PEARLAND
TRAFFIC CONTROL AND REGULATION
B. Relocate traffic signs and control devices as Work progresses to maintain
effective traffic control.
3.06 BRIDGING TRENCHES AND EXCAVATIONS
A. Whenever necessary, bridge trenches and excavation to permit an unobstructed
flow of traffic.
B. Secure bridging against displacement by using adjustable cleats, angles, bolts or
other devices whenever bridge is installed:
1. On an existing bus route;
2. When 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.
3.07 REMOVAL
A. Remove equipment and devices when no longer required.
B. Repair damage caused by installation.
C. Remove post settings to a depth of 2 feet.
END OF SECTION
4/00
01555-4
CITY OF PEARLAND
FILTER FABRIC FENCE
SECTION 01560
FILTER FABRIC FENCE
1.0 GENERAL
1.01 SECTION INCLUDES
Installation of erosion and sediment control filter fabric fences used during construction
and until final development of the site. The purpose of filter fabric fences is to contain
pollutants from overland flow. Filter fabric fences are not for use in channelized flow
areas. Filter fabric fences may be reinforced.
1.02 UNIT PRICES
A. Filter fabric fence will be measured by the linear foot of completed and accepted
filter fabric fence between the limits of the beginning and ending of wooden
stakes. Filter fabric fence, measured as stated, will be paid for at the unit price
bid for Filter Fabric Fence, Complete in Place.
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. Filter fabric barrier, if specified, will be measured by the linear foot of
completed and accepted filter fabric barrier between the limits of the beginning
and ending fence posts. Filter fabric barrier, measured as stated, will be paid for
at the unit price bid for Filter Fabric Fence, Complete in Place.
D. 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.
1.03 SUBMITTALS
A. Manufacturer's catalog sheets and other product data on geotextile fabric.
B. Conform to requirements of Section 01350 - Submittals.
4/00 01560-1
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. Geotextile fabric shall have a grab strength of 100 psi in any principal direction
(ASTM D-4632), Mullen burst strength exceeding 200 psi (ASTM D-3786), and
the equivalent opening size between 50 and 140.
C. Filter fabric material 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
Provide woven galvanized steel wire fence with minimum thickness of 14 gauge and a
maximum mesh spacing of 6 inches.
3.0 EXECUTION
3.01 PREPARATION AND INSTALLATION
A. Provide erosion and sediment control systems at the locations shown on
Drawings. Such systems shall be of the type indicated and shall be constructed
in accordance with the requirements shown on the Drawings and specified in
this Section.
B. No clearing and grubbing or rough cutting shall be permitted until erosion and
sediment control systems are in place, other than site work specifically directed
by the Engineer to allow soil testing and surveying.
C. Regularly inspect and repair or replace damaged components of filter fabric
fences as specified in this Section. Unless otherwise directed, maintain the
erosion and sediment control systems until the project area stabilization is
accepted by the Owner. Remove erosion and sediment control systems
promptly when directed by the Engineer. Discard removed materials off site.
D. Remove sediment deposits and dispose of them at the designated spoil site for
the project. If a project spoil site is not designated on the Drawings dispose of
sediment off site at a location not in or adjacent to a stream or floodplain. Off -
site disposal is the responsibility of the Contractor. Sediment to be placed at the
4/00 01560-2
CITY OF PEARLAND
FILTER FABRIC FENCE
project site should be spread evenly throughout the site, compacted and
stabilized. Sediment shall not be allowed to flush into a stream or drainage way.
If sediment has been contaminated, it shall be disposed of in accordance with
existing federal, state, and local rules and regulations.
E. Conduct all construction operations under this Contract in conformance with the
erosion control practices described in Section 01566 - Source Controls for
Erosion and Sedimentation.
3.02 CONSTRUCTION METHODS
A. Provide filter fabric fence systems in accordance with the Drawing detail for
Filter Fabric Fences. Filter fabric fences shall be installed in such a manner that
surface runoff will percolate through the system in sheet flow fashion and allow
sediment to be retained and accumulated.
B. Attach the filter fabric to 2-inch by 2-inch wooden stakes spaced a maximum of
3 feet apart and embedded a minimum of 8 inches. If filter fabric is factory
preassembled with support netting, then maximum spacing allowable is 8 feet.
Install wooden stakes at a slight angle toward the source of anticipated runoff.
C. Trench in the toe of the filter fabric fence with a spade or mechanical trencher as
shown on the Drawings 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 sediment filter barrier systems after each rainfall, daily during periods of
prolonged rainfall, and at a minimum once each week. Repair or replace
damaged sections immediately. Remove sediment deposits when silt reaches a
depth one-third the height of the fence or 6 inches, whichever is less.
G. Install reinforced filter fabric barriers for erosion and sediment control used
during construction and until the final development of the site. Reinforced filter
fabric barriers are used to retain sedimentation in channelized flow areas.
H. Provide filter fabric barriers in accordance with the Drawing detail for
Reinforced Filter Fabric Barrier. Filter fabric barrier systems shall be installed
in such a manner that surface runoff will percolate through the system in sheet
flow fashion and allow sediment to be retained and accumulated.
4/00 01560-3
CITY OF PEARLAND
FILTER FABRIC FENCE
I. Trench in the toe of the filter fabric barrier with a spade or mechanical trencher
as shown on the Drawings Lay filter fabric along the edges of the trench.
Backfill and compact trench.
J. Securely fasten the filter fabric material to the woven wire with tie wires.
K. Provide the filter fabric in continuous rolls and cut to the length of the fence to
minimize the use of joints. When joints are necessary, splice the fabric together
only at a support post with a minimum 6-inch overlap and seal securely.
L Inspect the reinforced filter 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
4/00 01560-4
CITY OF PEARLAND
WASTE MATERIAL DISPOSAL
SECTION 01562
WASTE MATERIAL DISPOSAL
1.0 GENERAL
1.01 SECTION INCLUDES
Disposal of waste material and salvageable material.
1.02 UNIT PRICES
No separate payment will be made for v; aste material disposal under this Section.
Include payment in unit price for related sections.
1.03 SUBMITTALS
A. Submittals shall conform to requirements of Section 01350 - Submittals.
B. Obtain and submit disposal permits for proposed disposal sites if required by
local ordinances.
C. Submit a copy of written permission from property owner, along with
description of property, prior to disposal of excess material adjacent to the
Project. Submit a written and signed release from property owner upon
completion of disposal work. City of Pearland requires individual fill placement
permits for all fill placed within the City limits.
2.0 PRODUCTS - NotUsed
3.0 EXECUTION
3.01 SALVAGEABLE MATERIAL
A. Excavated material. When indicated on Drawings, load, haul, and deposit
excavated material at a location or locations shown on Drawings outside the
limits of Project.
B. Base, surface, and bedding material: Deliver gravel, bituminous, or other base
and surfacing material designated for salvage to the location designated by the
Engineer.
C. Pipe culvert: Deliver culverts designated for salvage to Owner's storage area.
4/00
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CITY OF PEARLAND
WASTE MATERIAL DISPOSAL
D. Other salvageable materials: Conform to requirements of individual
Specification Sections.
E Coordinate delivery of salvageable material with Engineer.
3.02 EXCESS MATERIAL
A. Vegetation rubble, broken concrete, debris, asphaltic concrete pavement excess
soil, and other materials not designated for salvage, shall become the property of
Contractor and shall be removed from the job site and legally disposed of
B. Excess soil may be deposited on private property adjacent to the Project when
written permission is obtained from property owner. See Paragraph 1.03 C
above.
C. Verify the flood plain status of any proposed disposal site. Do not dispose of
excavated materials in an area designated as within the 100-year Flood Hazard
Area.
D. Waste materials shall be removed from the site on a daily basis, such that the
site is maintained in a neat and orderly condition.
•
END OF SECTION
4/00
01562-2
CITY OF PEARLAND
TREE AND PLANT PROTECTION
SECTION 01563
TREE AND PLANT PROTECTION
1.0 GENERAL
1.01 SECTION INCLUDES
Tree and plant protection.
1.02 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 roots or roots larger than 1-1/2 inches in diameter.
1.03 DAMAGE ASSESSMENT
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. Tree 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.
4/00 01563-1
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. All necessary tree replacements shall be as approved by Engineer/Urban
Forester.
3.0 EXECUTION
3.01 PROTECTION AND MAINTENANCE OF EXISTING TREES AND
SHRUBS
A Except for trees and shrubs shown on Drawings to be removed, all trees and
shrubs within the project area are to remain and be protected from damage.
B. For trees to be removed, as designated on the Drawings, 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.
2. Trees and shrubs requiring pruning for construction should also be
pruned for balance as well as to maintain proper form and branching
habit.
3. Cut limbs at branch collar. No stubs should remain on trees. Branch
cuts should not gouge outer layer of tree structure or trunk.
4. Use extreme care to prevent excessive damage to root systems.
5. 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.
4/00 01563-2
CITY OF PEARLAND
TREE AND PLANT PROTECTION
6. Temporarily cover exposed roots with wet burlap to prevent roots from
drying out.
7. Cover exposed roots with soil as soon as possible.
8. Prevent damage or compaction of root zone (area inside dripline) by
construction activities.
9. Do not allow scarring of trunks or limbs by equipment or other means.
10. Do not store construction materials, vehicles, or excavated material
inside dripline of trees.
11. Do not pour liquid waste materials inside dripline.
12. Water and fertilize trees and shrubs that will remain to maintain their
health during construction period.
D. Supplemental watering of landscaping during construction should be done once
every 7 days in cold months and once every 4 days in hotter months. This
watering shall consist of saturating soils at least 6 to 8 inches beneath surface.
E Water areas currently being served by private sprinkler systems while systems
are temporarily taken out of service to maintain health of existing landscapes.
F. 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 PROTECTION
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.
2. Drive steel drive-in fence posts 3 feet minimum into ground, leaving 5
feet minimum above ground.
3. Mount steel hog -wire on fence posts.
4. For trees or shrubs in paved areas, mount concrete -filled steel pipe 2-1/2
inches in diameter minimum in rubber auto tires filled with concrete
(movable 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.
4/00 01563-3
CITY OF PEARLAND
TREE AND PLANT PROTECTION
3.03 MAINTENANCE OF NEWLY PLANTED TREES
A. Water trees during dry periods.
B. The Contractor guarantees that trees planted for this Project 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.
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
4/00 01563-4
CITY OF PEARLAND
CONTROL OF GROUND WATER
AND SURFACE WATER
SECTION 01564
CONTROL OF GROUND WATER AND SURFACE WATER
1.0 GENERAL
1.01 SECTION INCLUDES
A. Dewatering, depressurizing, draining, and maintaining trench and structure
excavations and foundation beds in dry and stable condition.
B. Protecting work against surface runoff and rising flood waters.
C. Disposing of removed water.
1.02 METHOD OF PAYMENT
Unless otherwise specified in the Contract Documents, no separate payment will be
made for control of ground water and surface water. Include the cost to control ground
water and surface water in price for work requiring such controls.
1.03 DEFINITIONS
A. Ground water control includes both dewatering and depressurization of water -
bearing soil layers.
1. Dewatering includes lowering the water table and intercepting seepage
which would otherwise emerge from slopes or bottoms of excavations
and disposing of removed water. The intent of dewatering is to increase
stability of excavated slopes; prevent dislocation of material from slopes
o r 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
o f structures and other installations.
2. Depressurization includes reduction in piezometric pressure within strata
n ot controlled by dewatering alone, as required to prevent failure or
heaving of excavation bottom.
B Excavation drainage includes keeping excavations free of surface and seepage
water.
4/00 01564-1
CITY OF PEARLAND
CONTROL OF GROUND WATER
AND SURFACE WATER
C. Surface drainage includes use of temporary drainage ditches and dikes and
installation of temporary culverts and sump pumps with discharge lines as
required to protect the Work from any source of surface water.
D. 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.
1.04 PERFORMANCE REQUIREMENTS
A. Conduct subsurface investigations to identify groundwater conditions and to
provide parameters for design, installation, and operation of groundwater
control systems.
B. Design a ground water control system, compatible with requirements of Federal
Regulations 29 CFR Part 1926 and Section 01570 - Trench Safety Systems, to
produce the following results:
1 Effectively reduce the hydrostatic pressure affecting excavations.
2. Develop a substantially dry and stable subgrade for subsequent
construction operations.
3. Preclude damage to adjacent properties, buildings, structures, utilities,
installed facilities, and other work.
4. Prevent the loss of fines, seepage, boils, quick condition, or softening of
the foundation strata.
5. Maintain stability of sides and bottom of excavations.
C. Ground water control systems may include single -stage or multiple -stage well
point systems, eductor and ejector -type systems, deep wells, or combinations of
these equipment types.
D. Provide drainage of seepage water and surface water, as well as water from any
other source entering the excavation. Excavation drainage may include
placement of drainage materials, such as crushed stone and filter fabric, together
with sump pumping.
E Provide ditches, berms, pumps and other methods necessary to divert and 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.
G. Assume sole responsibility for ground water control systems and for any loss or
damage resulting from partial or complete failure of protective measures and
any settlement or resultant damage caused by the ground water control
4/00
01564-2
CITY OF PEARLAND
CONTROL OF GROUND WATER
AND SURFACE WATER
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 SUBMITTALS
A. Submittals shall conform to requirements of Section 01350 - Submittals.
B. Submit a Ground Water and Surface Water Control Plan for review by the
Engineer prior to start of any field work if required by Engineer or Owner. The
Plan shall be signed by a Professional Engineer registered in the State of Texas.
Submit a plan to include the following*
1. Results of subsurface investigation and description of the extent and
characteristics of water bearing layers subject to ground water control.
2. Names of equipment suppliers and installation subcontractors.
3. A description of proposed ground water control systems indicating
arrangement location depth and capacities of system components,
installation details and criteria, and operation and maintenance
procedures.
4. A description of proposed monitoring and control system indicating
depths and locations of piezometers and 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.
4/00 01564-3
CITY OF PEARLAND
CONTROL OF GROUND WATER
AND SURFACE WATER
8 Excavation drainage methods including typical drainage layers, sump
pump application and other necessary means.
9. Surface water control and drainage installations.
10. Proposed methods and locations for disposing of removed water.
C. Submit the following records upon completed initial installation:
1. Installation and development reports for well points, eductors, and deep
wells.
2. Installation reports and baseline readings for piezometers and monitoring
wells.
3. Baseline analytical test data of water from 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 Paragraph 3.02,
Requirements for Eductor, Well Points, or Deep Wells.
2. Maintenance records for ground water control installations, piezometers,
and monitoring wells.
E Submit the following records at end of work. Decommissioning (abandonment)
reports for monitoring wells and piezometers installed by other during the
design phase and left for Contractor's monitoring and use.
1.06 ENVIRONMENTAL REQUIREMENTS
A. Comply with requirements of agencies having jurisdiction.
B. Comply with Texas Natural Resource Conservation Commission regulations
and Texas Water Well Drillers Association for development, drilling, and
abandonment of wells used in dewatering system.
C. Obtain permit from EPA under the National Pollutant Discharge Elimination
System (NPDES), for storm water discharge from construction sites. Refer to
Section 01565 - NPDES Permit Requirements.
D. Obtain all necessary permits from agencies with control over the use of
groundwater and matters affecting well installation, water discharge, and use of
existing storm drains and natural water sources. Because the review and
permitting process may be lengthy, take early action to pursue and submit for
the required approvals.
4/00
01564-4
CITY OF PEARLAND
CONTROL OF GROUND WATER
AND SURFACE WATER
E Monitor ground water discharge for contamination while performing pumping in
the vicinity of potentially contaminated sites.
2.0 PRODUCTS
2.01 EQUIPMENT AND MATERIALS _
A. Equipment and materials are at the option of Contractor as necessary to achieve
desired results for dewatering. Selected equipment and materials are subject to
review of the Engineer through submittals required in Paragraph 1.05,
Submittals.
B. Eductors, well points, or deep wells where used, must be furnished, installed
and operated by an experienced contractor regularly engaged in ground water
control system design installation, and operation.
C. All equipment must be in good repair and operating order.
D. Sufficient standby equipment and materials shall be kept available to ensure
continuous operation, where required.
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 waterbearing layers. The
results shall be presented in the Ground Water and Surface Water Control Plan
(See Paragraph 1.05 B 1).
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 Ground Water and Surface Water Control 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.
4/00 01564-5
CITY OF PEARLAND
CONTROL OF GROUND WATER
AND SURFACE WATER
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, depressurize those zones to eliminate risk of uplift or other
instability of excavation or installed works. Allowable piezometric elevations
shall be defined in the Ground Water and Surface Water Control Plan.
G. Maintain water level below subgrade elevation. Do not allow levels to rise until
foundation concrete has achieved design strength.
H. 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.
4/00
01564-6
CITY OF PEARLAND
CONTROL OF GROUND WATER
AND SURFACE WATER
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
control plan are satisfied.
E. Replace installations that produce noticeable amounts of sediments after
development.
F. Provide additional ground water control installations, or change the methods, in
the event that the installations according to the ground water control plan does
not provide satisfactory results based on the performance criteria defined by the
plan and by the specification. Submit a revised plan according to Paragraph
1.05 B.
3.03 EXCAVATION DRAINAGE
Contractor may use excavation drainage methods if necessary to achieve well drained
conditions. The excavation drainage may consist of a layer of crushed stone and filter
fabric, and sump pumping in combination with sufficient wells for ground water control
to maintain stable excavation and backfill conditions.
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.
4/00 01564 7
CITY OF PEARLAND
CONTROL OF GROUND WATER
AND SURFACE WATER
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.
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. This work should conform with requirements in Section 01564 — Control of
Ground Water and Surface Water.
END OF SECTION
4/00
01564-8
CITY OF PEARLAND
NPDES REQUIREMENTS
1.0 GENERAL
SECTION 01565
NPDES REQUIREMENTS
1.01 SECTION INCLUDES
A. This Section describes the required documentation to be prepared and signed by
the Contractor before conducting construction operations, in accordance with
the terms and conditions of the National Pollutant Discharge Elimination
System (NPDES) Permit, as stated in the Federal Register Vol. 57 No. 175,
issued by the Environmental Protection Agency on September 9, 1992.
B. The Contractor shall be responsible for implementation, maintenance, and
inspection of storm water pollution prevention control measures including, but
not limited to, erosion and sediment controls, storm water management plans,
waste collection and disposal, off -site vehicle tracking, and other practices
shown on the Drawings or specified elsewhere in this or other Specifications.
C. Contractor shall review implementation of the Storm Water Pollution
Prevention Plan (SWPPP) in a meeting with the Owner and Engineer prior to
start of construction.
1.02 UNIT PRICES
Unless indicated in the Unit Price Schedule as a pay item, no separate payment will be
made for work performed under this Section. Include cost of work performed under
this Section in pay items of which this work is a component.
1.03 REFERENCES
A. ASTM D3786 - Standard Test Method for Hydraulic Bursting Strength for
Knitted Goods and Nonwoven Fabrics
B. ASTM D4632 - Standard Test Method for Grab Breaking Load and
Elongation of Geotextiles.
2.0 PRODUCTS Not Used
4/00
01565-1
CITY OF PEARLAND
NPDES REQUIREMENTS
3.0 EXECUTION
3.01 NOTICE OF INTENT
The Contractor shall fill out, sign, and date the Contractor's Notice of Intent (NOI)
attached as Figure 01565-1 at the end of this Section. The signed copy of the
Contractor's NOI shall be returned to the Owner. The Owner will complete the Owner's
Notice of Intent attached as Figure 01565-2 and will submit both notices to the EPA.
Submission of the NOI is required by both the Owner and the Contractor before
construction operations start.
3.02 CERTIFICATION REQUIREMENTS
A. On the Operator's Information form attached as Figure 01565-3, the Contractor
shall fill out name, address, and telephone number for the Contractor; the names
of persons or firms responsible for maintenance and inspection of erosion and
sediment control measures and all Subcontractors.
B. The Owner will complete and sign the Owner's Certification, shown as Figure
01565-4 and return a copy to the Contractor for inclusion with other project
certification forms.
C. The Contractor and Subcontractors named in the Operator's Information form
shall read, sign, and date the Contractor's/Subcontractor's Certification form,
attached as Figure 01565-5.
D. 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 as Figure 01565-6.
E The Operator's Information form and all certification forms shall be submitted to
the Owner before beginning construction.
3.03 RETENTION OF RECORDS
A. The Contractor shall keep a copy of the Storm Water Pollution Prevention Plan
at the construction site or at the Contractor's office from the date that it became
effective to the date of project completion.
B. At project closeout, the Contractor shall submit to the Owner all NPDES forms
and certifications, as well as a copy of the SWPPP. Storm water pollution
prevention records and data will be retained by Owner for a period of 3 years
from the date of project completion.
4/00
01565-2
CITY OF PEARLAND
NPDES REQUIREMENTS
3.04 REQUIRED NOTICES
The following notices shall be posted from the date that this SWPPP goes into effect
until the date of final site stabilization:
A. Copies of the Notices of Intent submitted by the Owner and Contractor and a
brief project description, as given in Paragraph 1.1 of the SWPPP, shall be
posted at the construction site or at Contractor's office in a prominent place for
public viewing.
B. 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.
C. In an easily visible location on site, post a notice of waste disposal procedures.
D. Notice of hazardous material handling and emergency procedures shall be
posted with the NOI on site. Keep copies of Material Safety Data Sheets at a
location on site that is known to all personnel.
E Keep a copy of each signed certification at the construction site or at
Contractor's office.
END OF SECTION
4/00 01565-3
THIS
FORM
REPLACES
See
Reverse
PREVIOUS
for
Instructions
FORM
3510-6
(8-98)
Form Approved.
OMB No.2040-0188
NPDES
FORM
rt1
\►,
E
PA
Notice
of
Intent
United
(NOI)
States
Environmental
Washington,
for
Storm
DC
Water
Under
Protection
20460
Discharges
NPDES
Agency
Associated
General
with
Permit
CONSTRUCTION
ACTIVITY
a
Submission
for
water
of this Notice
discharges
of
Intent
associated
constitutes notice
with construction
that the party
activity in
identified
the
State/Indian
in Section I of this form intends
Country Land identified
to be authorized
in Section 11 of this
form.
by a NPDES permit issued
Submission of this Notice
storm
of Intent
also constitutes
notice
that
the party identified
in Section
I of
this
form meets the eligibility requirements
in Part I.B.
of
the general permit (including
those related
to protection
of endangered
species
determined
through
the
procedures in Addendum A of
the general permit),
understands that continued
authorization
IV
the
to discharge
is
contingent
on maintaining
begin the time
the
permit eligibility,
commences
and
that implementation of the Storm
work on the construction
Water Pollution
identified in
Prevention
Secion
Plan required
II below. IN
under
ORDER TO
Part
of
general
permit
will
at
permittee
project
OBTAIN
AUTHORIZATION,
ALL
INFORMATION
REQUESTED
MUST
BE INCLUDED
ON THIS FORM.
SEE INSTRUCTIONS
ON
BACK
OF
FORM.
I. Owner/Operator
Name:
1
1
1
(Applicant)
1
1
1
Information
1
1
1
1
1 1
1
1
1
1
1
1 1
1
1
1
1
1
1
1
1
1
1
1 Phone: 1
1
1
1 1 1
1 1
1
11
Status
of
Address:(
1 1
I
1
1
1
1
1
1
1
1
I
1
1
I
1
1
1
1
1
1
1
1
1
1
1
1 1
1
1
1
1
Owner/Operator
City:
1
1 1
1
1
1 1
1
1
1
1
1 1
1
1
1
1 1
1
1
1
1
1 State: 1 1
1 Zip Code-
1
1
1
1
1
1-1
1
1
1
1
II.
Project/Site
Information
Is the
Country
oc
La ds?ated
on Indian
Name•
11
I
I
I
I
I
I
I
I I
I
l
I
I
I I
I
I
I
I
I
I I
1
I
I
I
I
I
I
Yes
n
No
II
Project
Project
Address/location:
1 1
1
1
1
1
1
1
1
1 1
1
1
1
1
1
1
1
1
1
1
1 1
1
1
1
1
1
1
1
1
1
1
City:
1
1
1 1
1
1
1
1
1
1
1
1
1 1
1
1
1
1 1
1
1
1
1
1 Sate:
1
1
1 Zip Code•
1
1
1
1
1
1-1
11
1
1
Latitude:
1
1
1
1
1
1
1
Longitudes
1
I
1
1
1 1
1
1 County
1
1
1
1 1
1
1
1
I
1
1
1
1
1
1
1
1
1
1
1
Has the Storm
Water
Pollution
Prevention Plan
(SWPPP) been
prepared?
Yes
n No
Optional:
Address
of location
of
SWPPP
for
viewing
n
Address in Section
1 above
IN
Address in Section II above
n
Other
address
(if
known)
below:
SWPPP
Address•
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1 1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Phone:
1
1
1
1
1
1
1
1
1 1
1
City:
1
1
1
1
1
1
1
1
1
1
1
1 1
1
1
1
1
1
1
1
1
1
1
State:
1
1
1
Zip Code•
1
1
1
1
1
1-1
11
1
1
Name of
Receiving
Water•
1
1
1
1
1
1
1
1
1 1
1
1
1
1
1
1
1
1
1
1
1 1
1
11
1
11
1
1
1
1
1
1
1
1
1
1
1
1
11
Based on instruction in Addendum A of the
permit, are
Month
Estimated
Day
Construction
Year
Start
Date
Month Day Year
Estimated Completion Date
provided
there any listed endangered
critical habitat in the project
or threatened species,
area?
or designated
Estimate of area to be disturbed (to nearest acre)*
1
1
1
1
1
1
1
Yes
n
No
n
Estimate of
Likelihood of Discharge (choose only
one):
I have satisfied permit
endangered species through
eligibility wi h regard to protection
the indicated section of
of
Part I.B.3.e.(2)
1.
❑
Unlikely 3.
n
Once
per week
Continual
of the permit
(check one or more boxes):
2.
n
Once per month 4.
n
Once per day
(a)
n
(b)
n
(c)
(d)
n
III. Certification
I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system
designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who
manage this
belief, true, accurate,
imprisonment
Print Name:
system,
for
(
knowing
1
or
and
1
those
1
complete.
violations.
1
persons
1
1
I
1
directly
am
1
aware
I
responsible
1
that
1
there
1
1
for
are
1
gathering
significant
1
1
1
the
1
information,
penalties
1 1
1
for
1
the
submitting
1
information
1
I
false
I
1
submitted
information,
1
1
is, to the
including
1 Date•
best
the
1
I
of my
possibility
1
knowledge
1
1
of
1
and
fine and
1
Signature:
EPA Form 3510-9 replaced 3510-6 (8-98)
Figure 1565-1
et EPA
Notice of Intent (NOI) for Storm Water Discharges Associated with
Construction Activity to be Covered Under a NPDES Permit
Instructions — EPA Form 3510-9 Form Approved. OMB No. 2040-0188 I
Who Must File a Notice of Intent Form
Under the provisions of the Clean Water Act, as amended, (33 U.S.C. 1251
et.seq.; the Act), except as provided by Part 1.13.3 the permit, Federal law
prohibits discharges of pollutants in storm water from construction activities
without a National Pollutant Discharge Elimination System Permit. Operator(s)
of construction sites where 5 or more acres are disturbed, smaller sites that
are part of a larger common plan of development or sale where there is a
cumulative disturbance of at least 5 acres, or any site designated by the
Director, must submit an NOI to obtain coverage under an NPDES Storm
Water Construction General Permit. If you have questions about whether
you need a permit under the NPDES Storm Water program, or if you need
information as to whether a particular program is administered by EPA or
a State agency, write to or telephone the Notice of Intent Processing Center
at (703) 931-3230.
Where to File NOI Form
NOIs must be sent to the following address:
Storm Water Notice of Intent (4203)
USEPA
401 M. Street, SW
Washington, D.C. 20460
Do riot send Storm Water Pollution Prevention Plans (SWPPPs) to the
above address. For overnight/express delivery of NOIs, please include the
room number 2104 Northeast Mall and phone number (202) 260-9541 in
the address.
When to File
This form must be filed at least 48 hours before construction begins.
Completing the Form
OBTAIN AND READ A COPY OF THE APPROPRIATE EPA STORM WATER
CONSTRUCTION GENERAL PERMIT FOR YOUR AREA. To complete
this form, type or print, using uppercase letters, in the appropriate areas
only. Please place each character between the marks (abbreviate if
necessary to stay within the number of characters allowed for each item).
Use one space for breaks between words, but not for punctuation marks
unless they are needed to clarify your response. If you have any questions
on this form, call the Notice of Intent Processing Center at (703) 931-3230.
Section I. Facility Owner/Operator (Applicant) Information
Provide the legal name, mailing address, and telephone number of the
person, firm, public organization, or any other entity that meet either of the
following two criteria: (1) they have operational control over construction
plans and specifications, including the ability to make modifications to those
plans and specifications; or (2) they have the day-to-day operational control
of those activities at the project necessary to ensure compliance with SWPPP
requirements or other permit conditions. Each person that meets either of
these criteria must file this form. Do not use a colloquial name. Correspon-
dence for the permit will be sent to this address.
Enter the appropriate letter to indicate the legal status of the owner/operator
of the project: F = Federal; S = State; M = Public (other than federal or
state); P = Private.
Section 11. Project/Site Information
Enter the official or legal name and complete street address, including city,
county, state, zip code, and phone number of the project or site. If it acks
a street address, indicate with a general statement the location of the site
(e.g., Intersection of State Highways 61 and 34). Complete site information
must be provided for permit coverage to be granted.
The applicant must also provide the latitude and longitude of the facility in
degrees, minutes, and seconds to the nearest 15 seconds. The latitude
and longitude of your facility can be located on USGS quadrangle maps.
Quadrangle maps can be obtained by calling 1-800 USA MAPS. Longitude
and latitude may also be obtained at the Census Bureau Internet site:
http://www.census.gov/cgi-bin/gazetteer.
Latitude and longitude for a facility in decimal form must be converted to
degrees, minutes and seconds for proper entry on the NOI form. To convert
decimal latitude or longitude to degrees, minutes, and seconds, follow the
steps in the following example.
Convert decimal latitude 45.1234567 to degrees, minutes, and seconds.
1) The numbers to the left of the decimal point are degrees.
2) To obtain minutes, multiply the first four numbers to the right of the
decimal point by 0.006. 1234 x .006 = 7.404.
3) The numbers to the left of the decimal point in the result obtained in
step 2 are the minutes: 7'.
4) To obtain seconds, multiply the remaining three numbers to the right of
the decimal from the result in step 2 by 0.06: 404 x 0.06 = 24.24. Since
the numbers to the right of the decimal point are not used, the result is
24".
5) The conversion for 45.1234 = 45° 7' 24".
Indicate whether the project is on Indian Country Lands.
Indicate if the Storm Water Pollution Prevention Plan (SWPPP) has been
developed. Refer to Part IV of the general permit for information on SWPPPs.
To be eligible for coverage, a SWPPP must have been prepared.
Optional: Provide the address and phone number where the SWPPP can
be viewed if different from addresses previously given. Check appropriate
box.
Enter the name of the closest water body which receives the project's
construction storm water discharge.
Enter the estimated construction start and completion dates using four digits
for the year (Le. 05/27/1998).
Enter the estimated area to be disturbed including but not limited to:
grubbing, excavation, grading, and utilities and infrastructure installation.
Indicate to the nearest acre; if less than 1 acre, enter "1." Note: 1 acre =
43,560 sq. ft.
Indicate your best estimate of the likelihood of storm water discharges from
the project. EPA recognizes that actual discharges may differ from this
estimate due to unforeseen or chance circumstances.
Indicate if there are any listed endangered or threatened species, or
designated critical habitat in the project area.
Indicate which Part of the permit that the applicant is eligible with regarb
to protection of endangered or threatened species, or designated critical
habitat.
Section III. Certification
Federal Statutes provide for severe penalties for submitting false information
on this application form. Federal regulations require this application to be
signed as follows:
For a corporation: by a responsible corporate officer, which means:
(i) president, secretary, treasurer, or vice president of the corporation in
charge of a principal business function, or any other person who performs
similar policy or decision making functions, or (ii) the manager of one or
more manufacturing, production, or operating 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;
For a partnership or sole proprietorship: by a general partner of the proprietor,
or
For a municipality, state, federal, or other public facility: by either a principal
executive or ranking elected official. An unsigned or undated NOI form will
not be granted permit coverage.
Paperwork Reduction Act Notice
Public reporting burden for this application is estimated to average 3.7
hours. This estimate includes time for reviewing instructions, searching
existing data sources, gathering and maintaining the data needed, and
completing and reviewing the collection of information. An agency may not
conduct or sponsor, and a person is not required to respond to, a collection
of information unless it displays a currently valid OMB control number.
Send comments regarding the burden estimate, any other aspect of the
collection of information, or suggestions for improving this form, including
any suggestions which may increase or reduce this burden to: Director,
OPPE Regulatory Information Division (2137), U.S. EnVronmental Protection
Agency, 401 M Street, SW, Washington, D.C. 20460. Include the OW
control number on any correspondence. Do not send the completed fora
to this address.
CITY OF PEARLAND SOURCE CONTROLS FOR
EROSION AND SEDIMENTATION
SECTION 01566
SOURCE CONTROLS FOR EROSION AND SEDIMENTATION
1.0 GENERAL
1.01 SECTION INCLUDES
A. Description of erosion and sediment control and other control -related practices which shall be
utilized during construction activities.
1.02 UNIT PRICES
A. Unless indicated in the Unit Price Schedule as a pay item, no separate payment will be made for
work performed under this Section. Include cost of work performed under this Section in pay
items of which this work is a component.
2.0 PRODUCTS - NotUsed
3.0 EXECUTION
3.01 PREPARATION AND INSTALLATION
A. No clearing and grubbing or rough cutting shall be permitted until erosion and sediment control
systems are in place, other than site work specifically directed by the engineer to allow soil
testing and surveying.
B. Equipment and vehicles shall be prohibited by the Contractor from maneuvering on areas outside
of dedicated nghts-of-way and easements for construction. Damage caused by construction
traffic to erosion and sediment control systems shall be repaired immediately by the Contractor.
C. The Contractor shall be responsible for collecting, storing, hauling, and disposing of spoil, silt,
and waste materials as specified in this or other Specifications and in compliance with applicable
federal, state, and local rules and regulations.
D. Contractor shall conduct all construction operations under this Contract in conformance with the
erosion control practices described in the Drawings and this Specification.
E The Contractor shall install, maintain, and inspect erosion and sediment control measures and
practicts as specified in the Drawings and in this or other Specifications.
4/00
01566-1
CITY OF PEARLAND
4/00
SOURCE CONTROLS FOR
EROSION AND SEDIMENTATION
3.02 TOPSOIL PLACEMENT FOR EROSION AND SEDIMENT CONTROL SYSTEMS
A. When topsoil is specified as a component of another Specification, the Contractor shall conduct
erosion control practices described in this Specification during topsoil placement operations.
1. When placing topsoil, maintain erosion and sediment control systems, such as swales,
grade stabilization structures, berms, dikes silt fences, and sediment basins.
2. Maintain grades which have been previously established on areas to receive topsoil.
3. After the areas to receive topsoil have been brought to grade, and immediately prior
to dumping and spreading the topsoil, loosen the subgrade by discing or by scarifying
to a depth of at least 2 inches to permit bonding of the topsoil to the subsoil.
3.03 DUST CONTROL
A. Implement dust control methods to control dust creation and movement on construction sites and
roads and to prevent airborne sediment from reaching receiving streams or storm water
conveyance systems, to reduce on -site and off -site damage, to prevent health hazards, and to
improve traffic safety.
B. Control blowing dust by using one or more of the following methods:
1. Mulches bound with chemical binders.
2. Temporary vegetative cover.
3. Tillage to roughen surface and bring clods to the surface.
4. Irrigation by water sprinkling.
5. Barriers using solid board fences, burlap fences, crate walls, bales of hay, or similar
materials.
C. Implement dust control methods immediately whenever dust can be observed blowing on the
project site.
3.04 KEEPING STREETS CLEAN
A. Keep streets clean of construction debris and mud carried by construction vehicles and
equipment. If necessary to keep the streets clean, install stabilized construction exits at
construction, staging, storage, and disposal areas A vehicle/equipment wash area (stabilized
with coarse aggregate) may be installed adjacent to the stabilized construction exit, as needed.
Release wash water into a drainage swale or inlet protected by erosion and sediment control
measures. Construction exit and wash areas are specified in Section 01550 - Stabilized
Construction Exit.
B. In lieu of or in addition to stabilized construction exits, shovel or sweep the pavement to the
extent necessary to keep the street clean Waterhosing or sweeping of debris and mud off of the
street into adjacent areas is not allowed.
3.05 EQUIPMENT MAINTENANCE AND REPAIR
A. Confine maintenance and repair of construction machinery and equipment to areas specifically
designated for that purpose Locate such areas so that oils, gasoline, grease, solvents and other
01566-2
CITY OF PEARLAND SOURCE CONTROLS FOR
EROSION AND SEDIMENTATION
potential pollutants cannot be washed directly into receiving streams or stoi in water conveyance
systems. Provide these areas with adequate waste disposal receptacles for liquid as well as solid
waste Clean and inspect maintenance areas daily.
B. On a construction site where designatedequipment maintenance areas are not feasible, take
precautions during each individual repair or maintenance operation to prevent potential
pollutants from washing into streams or conveyance systems. Provide temporary waste disposal
receptacles.
3.06 WASTE COLLECTION AND DISPOSAL
A. Contractor shall foimulate and implement a plan for the collection and disposal of waste
materials on the construction site In plan, designate locations for trash and waste receptacles
and establish a collection schedule. Methods for ultimate disposal of waste shall be specified
and carried out in accordance with applicable local, state and federal health and safety
regulations. Make special provisions for the collection and disposal of liquid wastes and toxic
or hazardous materials.
B. Keep receptacles and waste collection areas neat and orderly to the extent possible. Waste shall
not be allowed to overflow its container or accumulate from day-to-day. Locate trash collection
points where they will least likely be affected by concentrated storm water runoff.
3.07 WASHING AREAS
A. Vehicles such as concrete 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. Designate special areas for washing vehicles Locate these areas where the
wash water will spread out and evaporate or infiltrate directly into the ground, or where the
runoff can be collected in a temporary holding or seepage basin. Beneath wash areas construct
a gravel or rock base to minimize mud production.
3.08 STORAGE OF CONSTRUCTION MATERIALS AND CHEMICALS
A. Isolate sites where chemicals cements, solvents paints, or other potential water pollutants are
stored in areas where they will not cause runoff pollution.
B. Store toxic chemicals and materials, such as pesticides, paints, and acids in accordance with
manufacturers' guidelines. Protect groundwater resources from leaching by placing a plastic
mat, packed clay, tar paper, or other impervious materials on any areas where toxic liquids are
to be opened and stored.
3.09 DEMOLITION AREAS
A. Demolition activities which create large amounts of dust with significant concentrations ofheavy
metals or other toxic pollutants shall use dust control techniques to limit transport of airborne
pollutants. However water or slurry used to control dust contaminated with heavy metals or
toxic pollutants shall be retained on the site and shall not be allowed to run directly into
4/00 01566-3
CITY OF PEARLAND SOURCE CONTROLS FOR
EROSION AND SEDIMENTATION
watercourses or storm water conveyance systems. Methods of ultimate disposal of these
materials shall be carried out in accordance with applicable local, state, and federal health and
safety regulations.
3.10 SANITARY FACILITIES
A. Provide the construction sites with adequate portable toilets for workers in accordance with
Section 01500 - Temporary Facilities and Controls, and applicable health regulations.
3.11 PESTICIDES
•
A. Use and store pesticides during construction in accordance with manufacturers' guidelines and
with local, state, and federal regulations. Avoid overuse of pesticides which could produce
contaminated runoff. Take great care to prevent accidental spillage. Never wash pesticide
containers in or near flowing streams or storm water conveyance systems.
END OF SECTION
•
4/00 01566-4
CITY OF PEARLAND
TRENCH SAFETY SYSTEM
Section 01570
TRENCH SA141,TY SYSTEM
PART1 GENERAL
1.01 SECTION INCLUDES
A. Trench safety system for the construction of trench excavations.
•
B. Trench safety system for structural excavations which fall under provisions of State and Federal
trench safety laws.
1.02 UNIT PRICES
A. Measurement for trench safety systems used on trench excavations is on a linear foot basis
measured along the centerline of the trench, including manholes and other line structures. No
separate measurement will be made of shoring systems used by the Contractor for protection
unless identified as Special Shoring on the Drawings. Shoring, other than Special shoring, will
be included in the trench safety system measurements.
B. Measurement for Special Shoring system installations shown on the Drawings and included in
the bid schedule for trench excavations, is on a square foot basis
C. No payment will be made for trench safety systems for structural excavations under this section.
Include payment for trench safety system in applicable structure installation sections.
D. Refer to Section 01200 - Measurement and Payment for unit price procedures.
1.03 DEFINITIONS
A. A trench is defined as a narrow excavation (in relation to its depth) made below the surface of
the ground In general, the depth is greater than the width, but the width of a trench (measured
at the bottom) is not greater than 15 feet.
B. The trench safety system requirements apply to larger open excavations if the erection of
structures or other installations Emits the space between the excavation slope and the installation
to dimensions equivalent to a trench as defined.
C. Trench Safety Systems include both Protective Systems and Shoring Systems but are not limited
to sloping, sheeting, trench boxes or trench shields, slide rail systems, sheet piling, cnbbing,
bracing, shoring, dewatering or diversion of water to provide adequate drainage.
1. Protective Systems. A method of protecting employees from cave-ins, from material
that could fall or roll from an excavation face or into an excavation, or from the
collapse of an adjacent structure.
2. Shonng System: A structure that supports the sides of an excavation and which is
designed to prevent cave-ins, or to prevent movements of the ground affecting
4/00 01570-1
CITY OF PEARLAND
TRENCH SAFETY SYSTEM
adjacent installations or improvements.
3. Special Shoring: A shoring system meeting Special Shoring Requirements for
locations identified on the Drawings.
1.04 SUBMITTALS
A. Submittals shall conform to requirements of Section 01350 - Submittals.
B Submit a safety program specifically for the construction of trench excavation. Design the trench
safety program to be in accordance with OSHA 29CFR standards governing the presence and
activities of individuals working in and around trench excavations, and in accordance with any
Special Shoring requirements at locations shown on the Drawings.
C. Have construction and shop drawings for trench safety systems sealed as required by OSHA by
a licensed Professional Engineer retained and paid by the Contractor.
D. Review of the safety program by the Engineer will only be in regard to compliance with the
Contract Documents and will not constitute approval by the Engineer nor relieve Contractor of
obligations under State and Federal trench safety laws.
1.05 REGULATORY REQUIREMENTS
A Install and maintain trench safety systems in accordance with the provision of Excavations,
Trenching, and Shoring Federal Occupation Safety and Health Administration (OSHA)
Standards, 29CFR, Part 1926, Subpart P as amended, including Final Rule, published in the
Federal Register Vol. 54, No. 209 on Tuesday, October 31, 1989. The sections that are
incorporated into these specifications by reference include Sections 1926-650 through 1926-652.
B. A reproduction of the OSHA standards included in "Subpart P - Excavations" from the Federal
Register Vol. 54, No. 209 is available upon request to Contractors bidding on Owner's projects.
The Owner assumes no responsibility for the accuracy of the reproduction. The Contractor is
responsible for obtaining a copy of this section of the Federal Register.
C Legislation that has been enacted by the Texas Legislature with regard to Trench Safety Systems,
is hereby incorporated, by reference into these specifications. Refer to Texas Health and Safety
Code Ann., §756.021 (Vernon 1991).
D. Reference materials, if developed for a specific project, will be issued with the Bid Documents,
including the following
1. Geotechnical information obtained for use in design of the trench safety system.
2. Special Shoring Requirements.
1.06 INDEMNIFICATION
A. Contractor shall indemnify and hold harmless the Owner, its employees, and agents, from any
and all damages, costs (including, without limitation, legal fees, court costs, and the cost of
investigation), judgments or claims by anyone for injury or death of persons resulting from the
4/00 01570-2
CITY OF PEARLAND
TRENCH SAIETY SYSTEM
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.
PART2 PRODUCTS - NotUsed
PART3 EXECUTION
3.01 INSTALLATION
•
A. Install and maintain trench safety systems in accordance with provisions of OSHA 29CFR.
B Specially designed trench safety systems shall be installed in accordance with the Contractor's
trench excavation safety program for the locations and conditions identified in the program.
Install Special Shoring at the locations shown on the Drawings.
C. Obtain verification from a competent person, as identified in the Contractor's trench excavation
safety program, that trench boxes and other premanufactured systems are certified for the actual
installation conditions.
3.02 INSPECTION
A. Conduct daily inspections by Contractor or Contractor's independently retained consultant, of
the trench safety systems to ensure that the installed systems and operations meet OSHA 29CFR
and other personnel protection regulations requirements
B. If evidence of possible cave-ins or slides is apparent, immediately stop work in the trench and
move personnel to safe locations until necessary precautions have been taken to safeguard
personnel.
C. Maintain a permanent record of daily inspections.
3.03 FIELD QUALITY CONTROL
A. Verify specific applicability of the selected or specially designed trench safety systems to each
field condition encountered on the project.
•
END OF SECTION
4/00 01570-3
NM.=
CITY OF PEARLAND
MATERIAL AND EQUIPMENT
1.0 GENERAL
1.01 SECTION INCLUDES
SECTION 01600
MATERIAL AND EQUIPMENT
A. Requirements for transportation, delivery, handling, and storage of materials and
equipment.
1.02 PRODUCTS
A.
Products: Means material, equipment, or systems forming the Work. Does not
include machinery and equipment used for preparation, fabrication, conveying and
erection of the Work. Products may also include existing materials or components
designated for reuse.
Do not reuse materials and equipment, designated to be removed, except as specified
by the Contract Documents.
C. Provide equipment and components from the fewest number of manufacturers as is
practical, in order to simplify spare parts inventory and to allow for maximum
interchangeability of components. For multiple components of the same size, type
or application, use the same make and model of component throughout the project.
1.03 TRANSPORTATION
A. Make arrangements for transportation, delivery, and handling of equipment and
materials required for timely completion of the Work.
Transport and handle products in accordance with instructions.
C. Consign and address shipping documents to the proper party giving name of Proj ect,
street number, and City. Shipments shall be delivered to the Contractor.
1.01 DELIVERY
A. Arrange deliveries of products to accommodate the short term site completion
schedules and in ample time to facilitate inspection prior to installation. Avoid
delivenes that cause lengthy storage or overburden of limited storage space.
B. Coordinate deliveries to avoid conflict with Work and conditions at the site and to
accommodate the following:
1. Work of other contractors or the City.
2. Limitations of storage space.
4/00 01600-1
CITY OF PEARLAND
MATERIAL AND EQUIPMENT
3. Availability of equipment and personnel for handling products.
4. City's use of premises.
C. Have products delivered to the site in manufacturer's original, unopened, labeled
containers.
D.
Immediately upon delivery, inspect shipment to assure* -
1 . Product complies with requirements of Contract Documents.
2. Quantities are correct.
3. Containers and packages are intact; labels are legible.
4. Products are properly protected and undamaged.
1.02 PRODUCT HANDLING
A.
Coordinate the off-loading of materials and equipment delivered to the job site. If
necessary to move stored materials and equipment during construction, Contractor
shall relocate materials and equipment at no additional cost to the City.
B. Provide equipment and personnel necessary to handle products, including those
provided by the City, by methods to prevent damage to products or packaging.
C. Provide additional protection during handling as necessary to prevent breakincz
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.
1.03 STORAGE OF MATERIAL
A. Store and protect materials in accordance with manufacturer's recommendations and
requirements of these Specifications.
B.
Make necessary provisions for safe storage of materials and equipment. Place loose
soil materials, and materials to be incorporated into the Work to prevent damage to
any part of the Work or existing facilities and to maintain free access at all times to
all parts of the Work and to utility service company installations in the vicinity of the
Work. Keep materials and equipment neatly and compactly stored in locations that
will cause a minimum of inconvenience to other contractors, public travel, adjoining
owners, tenants, and occupants. Arrange storage in a manner to provide easy access
for inspection.
4/00
01600-2
CITY OF PEARLAND
MATERIAL AND EQUIPMENT
C. Restrict storage to areas available on the construction site for storage of material and
equipment as shown on Drawings or approved by the City Engineer.
D. Provide off -site storage and protection when on -site storage is not adequate.
E Do not use lawns, grass plots, or other private property for storage purposes without
written permission of the owner or other person in possession or control of such
premises.
F. Protect stored materials and equipment against loss or damage.
G. Store in manufacturers' unopened containers.
H.
I.
Materials delivered and stored along the line of the Work shall be neatly, safely and
compactly stacked along the work site in such manner as to cause the least
inconvenience and damage to property owners and the general public, and shall be
not closer than 3 feet to any fire hydrant. Public and private drives and street
crossings shall be kept open.
Damage to lawns, sidewalks, streets or other improvements shall be repaired or
replaced to the satisfaction of the City Engineer. 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 City Engineer.
2.0 PRODUCTS -NotUsed
3.0 EXECUTION - NotUsed
END OF SECTION
4i00 01600-3
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
preapproved, and approved products or processes
1.02 DEFINITIONS
A.
Product: Means materials, equipment, or systems incorporated into the Project.
Product does not include machinery and equipment used for production, fabrication,
conveying, and erection of the Work. Products may also include existing materials
or components designated for re -use.
Process: Any proprietary system or method for installing system components
resulting in an integral, functioning part of the Work. For this Section, the word
Product includes Processes.
1.03 SELECTION OPTIONS
A. Preapproved Products: Construction products of certain manufacturers or suppliers
are designated in the Specifications as 'preapproved. Products of other
manufacturers or suppliers will not be acceptable for this Project and will not be
considered under the submittal process for approving alternate products.
B.
C.
Approved Products* Construction products or processes of certain manufacturers or
suppliers designated in the Specifications followed by the words "or approved equal."
Approval of alternate products or processes not listed in the Specifications may be
obtained through provisions for product options and substitutions in Document
00700 - General Conditions, and by following the submittal procedures specified in
Section 01350 - Submittals. The procedure for approval of alternate products is not
applicable to preapproved products.
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.
•
4/00 01630-1
CITY OF PEARLAND
PRODUCT OPTIONS AND SUBSTITUTIONS
1.04 CONTRACTOR'S RESPONSIBILITY
A. The Contractor's responsibility related to product options and substitutions is defined
in the General Conditions.
B. Furnish information the Engineer deems necessary to judge equivalency of the
alternate product.
C. Pay for laboratory testing, as well as any other review or examination costs, needed
to establish the equivalency between products in order to obtain information upon
which the Engineer can base a decision.
D. If the Engineer determines that an alternate product is not equal to that named in the
Specifications, the Contractor shall furnish one of the specified products.
1.05 ENGINEER'S REVIEW
A.
Alternate products or processes may be used only if approved in writing by the
Engineer. The Engineer's determination regarding acceptance of a proposed alternate
product is final.
B. Alternate products will be accepted if the product is judged by the Engineer to be
equivalent to the specified product or to offer substantial benefit to the Owner.
C.
The Owner retains the right to accept any product or process deemed advantageous
to the Owner, and similarly, to reject any product or process deemed not beneficial
to the Owner.
1.06 SUBSTITUTION PROCEDURE
A. Collect and assemble technical information applicable to the proposed product to aid
in determining equivalency as related to the approved product specified.
B. Submit a written request for a construction product to be considered as an alternate
product.
C.
Submit the product information after the effective date of the Agreement and within
the time period allowed for substitution submittals given in the General Conditions.
After the submittal period has expired, requests for alternate products will be
considered only when a specified product becomes unavailable because of conditions
beyond the Contractor's control.
D. Submit 5 copies of each request for alternate product approval Include the following
information:
1. Complete data substantiating compliance of proposed substitution with Contract
Documents
4/00 01630-2
CITY OF PEARLAND
PRODUCT OPTIONS AND SUBSTITUTIONS
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.
3. For construction methods:
a) - Detailed description of proposed method -
b) Drawings illustrating methods
4. Itemized comparison of proposed substitution with product or method specified
5. Data relating to changes in construction schedule
6. Relation to separate contracts, if any
7. Accurate cost data on proposed substitution in comparison with product or
method specified.
8. Other information requested by the Engineer.
E Approved alternate products will be subject to the same review process as the
specified product would have been for shop drawings, product data, and samples.
2.0 PRODUCTS - Not Used
3.0 EXECUTION - NotUsed
END OF SECTION
4/00 01630-3
CITY OF PEARLAND
FIELD SURVEYING
SECTION 01720
FIELD SURVEYING
1.0 GENERAL
1.01 QUALITY CONTROL
A. Conform to State of Texas laws for surveys requiring licensed surveyors Employ
a land surveyor acceptable to Engineer.
1.02 SUBMITTALS
A. Submit to Engineer the name, address, and telephone number of Surveyor before
starting survey work.
B. Submit documentation verifying accuracy of survey work on request.
C. Submit information under provisions of Section 01350 - Submittals.
1.03 PROJECT RECORD DOCUMENTS
A. Maintain a complete and accurate log of control and survey work as it progresses.
B. Submit Record Documents under provisions of Section 01350 - Submittals.
1.04 EXAMINATION
A. Verify locations of survey control points prior to starting Work.
B. Notify Engineer immediately of any discrepancies discovered.
1.05 SURVEY REFERENCE POINTS
A. Control datum for survey is that established by Owner -provided survey and indicated
on Drawings.
B. Locate and protect survey control points, including property corners, prior to starting
site work; preserve permanent reference points during construction.
C. Notify Engineer 48 hours in advance of need for relocation of reference points due
to changes in grades or other reasons.
D. Report promptly to Engineer the loss or destruction of any reference point.
•
•
E Contractor shall reimburse Owner for cost ofreestablishment ofperrnanent reference
4/00 01720-1
CITY OF PEARLAND
points disturbed by Contractor's operations.
1.06 SURVEY REQUIREMENTS
A. Utilize recognized engineering survey practices.
B.
FIELD SURVEYING
Establish a minimum of two permanent bench marks- on site, referenced to
established control points. Record locations, with horizontal and vertical data, on
Project Record Documents.
C. Establish and record in survey notes elevations, lines and levels to provide quantities
required for measurement and payment and to provide appropriate controls for the
Work. Locate and lay out by instrumentation and similar appropriate means*
1. Site improvements including pavements; stakes for grading; fill and topsoil
placement; utility locations, slopes, and invert elevations.
2. Grid or axis for structures.
D. Verify periodically layouts by same means.
PART PRODUCTS - Not Used
PART3 EXECUTION - NotUsed
END OF SECTION
4/00
01720-2
CITY OF PEARLAND
CUTTING AND PATCHING
1.0 GENERAL
1.01 SECTION INCLUDES
A.
Section 01730
CUTTING AND PATCHING
Cutting, patching and fitting of Work to existing facilities, or to accommodate
installation or connection of Work with existing facilities, or to uncover work for
access, inspection or testing.
1.02 CUTTING AND PATCHING
A. Perform activities to avoid interference with facility operations and the Work of
others in accordance with the Document 00700 - General Conditions of the Contract.
B.
Execute cutting and patching, including excavation, backfill and fitting to:
1. Remove and replace defective Work or Work not confoiining to the Drawings
and Specifications.
2. Take samples of installed Work as required for testing.
3. Remove construction required to provide for specified alteration or addition to
existing work
4. Uncover Work to provide for inspection or reinspection of covered Work by the
Engineer or regulatory agencies having jurisdiction.
5. Connect any Work that was not accomplished in the proper sequence to
completed Work.
6. Remove or relocate existing utilities and pipes which obstruct Work to which
connections must be made.
7. Make connections or alterations to existing or new facilities.
8. Provide openings, channels, chases and flues, if any, and do cutting, patching and
finishing.
C. Restore existing work to a state equal to or better than that prior to cutting and
patching. Restore new Work to standards of these Specifications.
D.
•
E
Support, anchor, attach, match, trim and seal materials to the Work of others Unless
otherwise specified, furnish and install sleeves, inserts, hangers, required for the
execution of the Work.
Provide shoring, bracing and support as required to maintain structural integrity and
protect adjacent Work from damage during cutting and patching. Before cutting
beams or other structural members, anchors, lintels or other supports, request written
instructions from the Engineer. Follow such instructions, as applicable.
4/00 01730-1
CITY OF PEARLAND
1.03 SUBMITTALS
A
CUTTING AND PATCHING
Submit written notice to the Engineer requesting consent to proceed prior to cutting
which may affect structural integrity or design function, Owner operations, or work
of another contractor.
Include the following in submittal:
1. Identification of project.
2. Description of affected Work.
3. Necessity for cutting.
4 Effect on other work and on structural integrity.
5. Include description of proposed Work:
a. Scope of cutting and patching.
b. Contractor, subcontractor or trade to execute Work.
c. Products proposed to be used.
d. Extent of refinishing.
e. Schedule of operations.
6. Alternatives to cutting and patching, if any.
C. Should conditions of Work or schedule indicate change of materials or methods,
submit a written recommendation to the Engineer including:
1. Conditions indicating change.
2. Recommendations for alternative materials or methods.
3. Submittals as required for substitutions.
D. Submit written notice to the Engineer designating time Work will be uncovered for
observation. Do not begin cutting or patching operations until authorized by the
Engineer.
1.04 CONNECTIONS TO EXISTING FACILITIES
A.
B
C.
Perform construction necessary to complete connections and tie-ins to existing
facilities. Keep all existing facilities in continuous operation unless otherwise
specifically permitted in these Specifications or approved by the Engineer.
Coordinate with the Engineer, interruption of service requiring connection into
existing facilities. Bypassing of wastewater or sludge to waterways is not permitted.
Provide temporary pumping facilities to handle wastewater if necessary Use
temporary bulkheads (e g., inflatable plugs) to minimize disruption. Provide
temporary power supply and piping to facilitate construction where necessary
Submit a detailed schedule of proposed connections including shut -downs and
tie-ins. Include in the submittal the proposed time and date as well as the anticipated
duration of the Work. Submit the detailed schedule coordinated with the
construction schedule.
1. Provide specific time and date information to the Engineer 48 hours in advance
4/00
01730-2
CITY OF PEARLAND
CUTTING AND PATCHING
D.
of proposed Work.
Procedures and Operations:
1. The Contractor may operate existing pumps, valves and gates required for
sequencing procedures only as directed by the Engineer. Do not operate any
valve, gate or other item of equipment without permission of the City and the
knowledge of the Engineer. -
2. Insofar as possible, equipment shall be tested and in operating condition before
final tie-ins are made to connect equipment to the existing facility.
3. Carefully coordinate Work and schedules. Provide written notice to the Engineer
at least 48 hours before shut -downs or by-passes are required.
PART2 PRODUCTS - Not Used.
PART3 EXECUTION - NotUsed.
END OF SECTION
4i00 01730-3
CITY OF PEARLAND
PROJECT RECORD DOCUMENTS
Section 01760
PROJECT RECORD DOCUMENTS
PART1 GENERAL
1.01 SECTION INCLUDES -
A. Maintenance and Submittal of Record Documents and Samples.
1.02 MAINTENANCE OF DOCUMENTS AND SAMPLES
A. Maintain one record copy of documents at the site in accordance with Document
00700 - General Conditions, paragraph 3.02.
B.
Store Record Documents and samples in field office if a field office is required by
Contract Documents, or in a secure location. Provide files, racks, and secure storage
for Record Documents and samples.
C. Label each document "PROJECT RECORD" in neat, large, 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.
1.03 RECORDING
A. Record information concurrently with construction progress. Do not conceal any
work until required information is recorded.
B.
Contract Drawings, Change Orders, and Shop Drawings• Legibly mark each item to
record all actual construction, or "as built' conditions, including.
1. Measured horizontal locations and elevations of underground utilities and
appurtenances, referenced to permanent surface improvements
2 Elevations ofunderground utilities referenced to bench mark utilized for project.
3. Field changes of dimension and detail.
4. Changes made by modifications.
5. Details not on original contract drawings.
6. References to related shop drawings and Modifications.
C. Record information with a red pen or pencil on a set of blue line opaque drawings,
provided by Engineer.
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CITY OF PEARLAND
1.04 SUBMITTALS
PROJECT RECORD DOCUMENTS
A. At contract closeout, deliver Project Record Documents to Engineer.
PART2 PRODUCTS - NotUsed
PART3 EXECUTION - NotUsed
- - END OF SECTION
4/00 01760-2
CITY OF PEARLAND
CONTRACT CLOSEOUT
1.0 GENERAL
1.01 SECTION INCLUDES
SECTION 01770
CONTRACT CLOSEOUT
A. Closeout procedures including final submittals such as operation and maintenance
data, warranties, and spare parts and maintenance materials.
1.02 CLOSEOUT PROCEDURES
A. Comply with Document 00700 - General Conditions regarding Final Completion and
Final Payment when Work is complete and ready for Engineer's final inspection.
B. Provide Project Record Documents in accordance with Section 01350 - Submittals.
C. Complete or correct items on punch list, with no new items added. Any new items
will be addressed dunng warranty period.
D. The Owner will occupy portions of the Work as specified in other Sections.
E Contractor shall request Final Inspection at least two weeks prior to Final
Acceptance.
1.03 FINAL CLEANING
A.
B
C.
Execute final cleaning prior to final inspection.
Clean debris from drainage systems.
Clean site; sweep paved areas, rake clean landscaped surfaces.
D. Remove waste and surplus materials, rubbish, and temporary construction facilities
from the site following the final test of utilities and completion of the work.
1.04 OPERATION AND MAINTENANCE DATA
A. Submit operations and maintenance data as noted in Section 01350 - Submittals.
1.05 WARRANTIES
A. Provide one original of each warranty from Subcontractors, suppliers, and
manufacturers.
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CITY OF PEARLAND
CONTRACT CLOSEOUT
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.
D. Warranties shall commence in accordance with the requirements in Document 00700
General Conditions, paragraph 9.10, Substantial Completion.
2.0 PRODUCTS - NotUsed
3.0 EXECUTION - NotUsed
END OF SECTION
4/00 01770-2
CITY OF PEARLAND
SITE PREPARATION
1.0 GENERAL
SECTION 02200
SITE PREPARATION
1.01 SECTION INCLUDES
A. Clearing and grubbing.
B. Removal of topsoil, stripping and stockpiling.
C. Removal of debris and trash.
D. Removal of obstructions.
E Excavation and fill.
F. Disposal of waste materials.
G. Disposal of excess materials.
H. Salvaging of designated items.
1.02 UNIT PRICES
A. Site preparation will be measured within the limits shown on the plans.
B. Side streets and utility easements involving any work in this contract will not be
measured separately and are considered incidental to work under this Section.
C. Refer to Section 01200 - Measurement and Payment, for unit price procedures.
2.0 PRODUCTS
2.01 MATERIALS
A. Brought -in Structural Fill:
1. Sand, gravel, earth or combination, which can be compacted to form
stable embankments and fills conforming to select borrow standards:
2. Liquid limit: 45 maximum, ASTM D 4318.
3. Plasticity index: 12 minimum, 20 maximum ASTM D 4318.
4. Free from trash, vegetation, organic matter, large stones, hard lumps of
earth and frozen, corrosive or perishable material.
5. Well broken up, free of clods of hard earth, rocks, and stones greater
than 2-inch dimension.
B. Brought -in General Fill: LL 65, PI < 40, free of trash, etc.
4/00 02200-1
CITY OF PEARLAND
SITE PREPARATION
3.0 EXECUTION
3.01 PRESERVATION OF STAKING
A. Use caution to preserve survey staking, monuments and property corners.
B Employ a Registered Surveyor to reset any missing, disturbed, or damaged
monumentation.
3.02 SITE CLEARING
A. Protect trees and shrubs designated to remain in accordance with Section 01563
- Tree and Plant Protection.
B Protect utilities from damage.
C. Topsoil Removal:
1. Remove growths of grass from areas before stripping.
2. Topsoil is defined as surface soil found of depth of not less than 4
inches.
3. Strip topsoil to depths encountered.
4. Perform stripping in a manner to prevent 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.
6. Construct storage piles to freely drain surface water.
7. Cover storage piles, if required to prevent wind?blown dust.
8. At completion, transport topsoil from stockpiles to work site for
spreading and final fine grading.
D. Clearing and Grubbing:
1. Clear project site of trees, shrubs, and other vegetation, except for those
designated by Owner to be left standing.
2. Completely remove stumps, roots, and other debris protruding through
ground surface.
3. Use only hand methods for grubbing inside drip line of trees.
4. Fill depressions caused by clearing and grubbing operations with
satisfactory soil material, unless further excavation or earthwork is
indicated.
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CITY OF PEARLAND
SITE PREPARATION
5. Place fill material in horizontal layers not exceeding 6 inches loose
depth, and thoroughly compact to density equal to adjacent original
ground.
6. On areas required for roadway, channel, or structural excavation, remove
stumps, 2" diameter or larger limbs and roots, to depth of 2 feet below
lower elevation of excavation.
7. On areas required for embankment construction, remove 2" diameter
limbs, stumps and roots to depth of 2 feet below ground surface.
8. Blade entire area to prevent ponding of water and to provide drainage,
except in areas to be immediately excavated.
9. Trees and stumps may be cut off as close to natural ground as practicable
on areas which are to be covered by at least 3 feet of embankment.
10. Complete operations by bulldozing, blading, and grading so that
prepared area is free of holes, unplanned ditches, abrupt changes in
elevations and irregular contours, and preserve drainage of area.
3.03 UNSUITABLE MATERIAL
A. Undercut and replace material which Engineer designates as unsuitable for
subsequent construction.
B. Material used to replace unsuitable material shall be suitable material from site
excavation or 'Brought -in Fill' specified in this section.
3.04 EXCAVATION AND FILL
A. Depressed site areas shall be filled using material from high areas, insofar as
practicable.
B. Fill to indicated rough grade elevations under roadways with "Brought?in
Structural Fill" material, when fill obtained from high areas is exhausted and
"Brought -in General" Fill for open areas not under structures or roadways.
C. Place and compact fill in accordance with Section 02330 - Embankment.
3.05 SALVAGEABLE ITEMS AND MATERIAL
Items designated by the Engineer to be salvaged are to be carefully removed, so as to
cause no damage to the salvaged items and delivered to Owner's storage yard.
3.06 DISPOSAL
Remove and dispose of excess material and debris resulting from work under this
Section in accordance with requirements of Section 01562 - Waste Material Disposal.
END OF SECTION
4/00 02200-3
CITY OF PEARLAND
SITE DEMOLITION
SECTION 02220
SITE DEMOLITION
1.0 GENERAL
1.01 SECTION INCLUDES
A. Demolishing and removing existing pavements, structures, equipment and
materials only to the extent as indicated on the Contract Drawings.
B. Removing concrete paving, asphaltic concrete pavement, and base courses.
C. Removing concrete curbs, concrete curb and gutters, sidewalks and driveways.
D. Removing pipe culverts and sewers.
E. Removing miscellaneous structures of wood, plastics, metals concrete, masonry,
or combination of concrete and masonry, etc.
F. Disposing of demolished materials and equipment.
1.02 UNIT PRICES
A. No separate payment will be made for removing existing pavements and
structures under this Section unless included in bid documents. Include
payment in unit price for work in appropriate sections.
B. Measurement, when included in bid documents will be as follows:
1. Measurement for removing and disposing of concrete base and surfacing,
and removing asphaltic surfacing, is on a square yard basis measured
between lips of gutters.
2. Measurement for removing and disposing of cement stabilized shell base
course, with or without asphalt surfacing, is on a square yard basis.
3. Measurement for removing and disposing of concrete base and surfacing
with curbs, is on a square yard basis measured from back to back of
curbs. Payment includes removal of all base, asphaltic surfacing,
concrete pavement, esplanade curbs, curb and gutters, and paving
headers.
4. Measurement for removing and disposing of concrete pavement is on a
square yard basis measured from back to back of curbs.
4/00 02220-1
CITY OF PEARLAND
SITE DEMOLITION
5. Measurement for removing and disposing of monolithic curb and gutter,
removing monolithic concrete curb and removing concrete curb, is on a
lineal foot basis measured along the face of the curb.
6. Measurement for removing and disposing of concrete sidewalk and
driveway is on a square yard basis.
7. Measurement for removing and disposing of miscellaneous concrete and
masonry removal is on a cubic yard basis of the structure in place.
8. Measurement for removing and disposing of pipe culverts and sewers is
on a lineal foot basis for each diameter of type of pipe removed.
9. Measurement for removing and disposing of unlisted materials shall be
on the lump sum basis.
C. No payment will be made for work outside maximum payment limits indicated
on Drawings, or in areas removed for Contractor's convenience.
D. Refer to Section 01200 - Measurement and Payment for unit price procedures.
1.03 SUBMITTALS
A. Submittals shall conform to requirements of Section 01350 - Submittals.
B. Submit proposed methods, equipment, materials and sequence of operations for
demolition. Describe coordination for shutting off, capping, and removing
temporary utilities. Plan operations to minimize temporary disruption of
utilities to existing facilities or adjacent property.
C. Submit proposed demolition and removal schedule for approval. Notify
Engineer in writing at least 48 hours before starting demolition.
D. Submit an approved copy of demolition schedule to Engineer prior to
commencement of demolition operations.
E. Obtain a permit for building demolition, as required.
1.04 OWNERSHIP OF MATERIAL AND EQUIPMENT
A. Materials and equipment designated for reuse or salvage are listed in Section
01100 - Summary of Work. Protect items designated for reuse or salvage from
damage during demolition, handling and storage. Restore damaged items to
satisfactory condition.
B. Materials and equipment not designated for reuse or salvage become the
property of the Contractor.
4/00 02220-2
CITY OF PEARLAND
SITE DEMOLITION
1.05 STORAGE AND HANDLING
A. Store and protect materials and equipment designated for reuse until time of
installation.
B. Deliver and unload items to be salvaged to storage areas indicated on Drawings.
C. Remove equipment and materials not designated for reuse or salvage and all
waste and debris resulting from demolition from site. Remove material as work
progresses to avoid clutter.
1.06 ENVIRONMENTAL CONTROLS
A. Minimize spread of dust and flying particles. If required by governing
regulations use temporary enclosures and other suitable methods to prevent the
spread of dust, dirt and debris.
B. Use appropriate controls to limit noise from demolition to levels designated in
local ordinances.
C. Do not use water where it can create dangerous or objectionable conditions,
such as localized flooding, erosion, or sedimentation of nearby ditches or
streams.
D. Stop demolition and notify Engineer if underground fuel storage tanks, asbestos,
PCB's, contaminated soils, or other hazardous materials are encountered.
E. Dispose of removed equipment, materials, waste and debris in a manner
conforming to applicable laws and regulations.
2.0 PRODUCTS
2.01 EQUIPMENT AND MATERIALS FOR DEMOLITION
A. Use equipment and materials approved under Paragraph 1.03, Submittals.
B. Fires are not permitted.
C. Do not use a "drop hammer" where the potential exists for damage to
underground utilities, structures, or adjacent improvements.
4/00 02220-3
CITY OF PEARLAND
SITE DEMOLITION
3.0 EXECUTION
3.01 EXAMINATION
A. Prior to demolition, make an inspection with Engineer to determine the
condition of existing structures and features adjacent to items designate° for
demolition.
B. Engineer will mark or list existing equipment to remain the property of the
Owner.
C. Do not proceed with demolition or removal operations until after the joint
inspection and subsequent authorization by Engineer.
3.02 PROTECTION OF PERSONS AND PROPERTY
A. Provide safe working conditions for employees throughout demolition and
removal operations. Observe safety requirements for work below grade.
B. Maintain safe access to adjacent property and buildings. Do not obstruct
roadways, sidewalks or passageways adjacent to the work.
C. Perform demolition in a manner to prevent damage to adjacent property. Repair
damage to City property or adjacent property and facilities.
D. The Contractor shall be responsible for safety and integrity of adjacent
structures and shall be liable for any damage due to movement or settlement.
Provide proper framing and shoring necessary for support Cease operations if
an adjacent structure appears to be endangered. Resume demolition only after
proper protective measures have been taken.
E Erect and maintain enclosures, barriers, warning lights, and other required
protective devices.
3.03 UTILITY SERVICES
A. Follow rules and regulations of authorities or companies having jurisdiction
over communications, pipelines, and electrical distribution services.
B. Notify and coordinate with utility company and adjacent building occupants
when temporary interruption of utility service is necessary.
4/00
02220-4
CITY OF PEARLAND
SITE DEMOLITION
3.04 DISPOSAL
A. Remove from the site all items contained in or upon the structure not designated
for reuse or salvage. Conform to requirements of Section 01500 - Temporary
Facilities and Controls or Section 01562 - Waste Material Disposal.
B. Follow method of disposal as required by regulatory agencies.
3.05 MECHANICAL WORK ITEMS
A. Mechanical removals consist of dismantling and removing existing piping,
pumps, motors, water tanks, equipment and other appurtenances. It includes
cutting, capping, and plugging required to restore use of existing utilities.
B. Remove existing process, water, chemical, gas, fuel oil and other piping not
required for new work. Take out piping to the limits shown or to a point where
it will not interfere with the new work. Piping not indicated to be removed or
which does not interfere with new work shall be removed to the nearest solid
support, capped, and the remainder left in place. Purge chemical and fuel lines
and tanks. Verify that such lines are safe prior to removal or capping.
C. Where piping that is to be removed passes through existing walls. cut and cap
piping on each side of the wall. Use cap appropriate for pipe material to be
capped. Provide fire -rated sealant for walls classified as fire -rated.
D. When underground piping, which is not located in the public right-of-way, is to
be altered or removed cap the remaining piping. Abandoned underground
piping may be left in place unless it interferes with new work or is shown or
specified to be removed. Piping less than 15 inches in diameter may be plugged
and abandoned in place. For piping 15 inches in diameter and greater to be
abandoned, fill with sand, pressure grout or other approved method and plug
with concrete or brick masonry bulkhead.
E. Remove waste and vent piping to points shown. Plug pipe and cleanouts and
plugs. Where vent stacks pass through an existing roof that is to remain,
remove the stack and patch the hole in the roof, making it watertight. Comply
with requirements of existing roof installer so as to maintain roof warranty.
F. Conform to applicable codes when making any changes to plumbing and heating
systems.
3.06 ELECTRICAL WORK ITEMS
A. Electrical removals consist of disconnecting and removing existing switchgear,
distribution switchboards, control panels bus duct, conduits and wires,
panelboards, lighting fixtures, and miscellaneous electrical equipment.
4/00 02220-5
CITY OF PEARLAND
SITE DEMOLITION
B. Remove existing electrical equipment and fixtures to prevent damage to allow
continued operation of existing systems and to maintain the integrity of the
grounding systems.
C. Remove poles and metering equipment, if designated for removal on the
Drawings. Coordinate electrical removals with the power company, as
necessary. Verify that power is properly de -energized and disconnected.
D. Where shown or otherwise required remove wiring in underground duct
systems. Verify function of wiring before disconnecting and removing. Plug
ducts which are not to be reused at entry to buildings.
E. Changes to electrical systems shall conform to applicable codes.
END OF SECTION
4/00
02220-6
CITY OF PEARLAND
CEMENT STABILIZED SAND
Section 02252
CEMENT STABILIZED SAND
PART1 GENERAL
1.01 SECTION INCLUDES
Cement stabilized sand for backfill and bedding.
1.02 UNIT PRICES
A. No payment will be made for cement stabilized sand under this Section unless
an extra unit price item is included in the Bid Proposal and the application of the
pay item is approved by the Engineer. Include payment for cement stabilized
sand in unit price for applicable utility or structure installation section.
B. If use of cement stabilized sand is allowed based on the Engineer's direction the
extra unit price item will be paid on a per ton basis. A conversion between
volume calculated based on theoretical limits and total weight will be made
based on a ratio of 1.64 tons per cubic yard.
1.03 SUBMITTALS
A. Submittals shall conform to requirements of Section 01350 - Submittals.
B. Submit material qualification and mix design tests to include:
1. Three series of tests of sand or fine aggregate material from the proposed
source. Tests shall include procedures defined in Paragraph 2.01.
2. Three moisture -density relationship tests prepared using the material
qualified by the tests of Paragraph 1.03 B 1. Blends of fine aggregate
from crushed concrete and bank run sand shall be tested at the ratio to be
used for the mix design testing
3. Mix design report to meet the design requirements of Paragraph 1.04.
The mix design shall include compressive strength tests after 48-hours
and 7 days curing.
1.04 DESIGN REQUIREMENTS
Design sand -cement mixture to produce a minimum unconfined compressive strength
of 100 pounds per square inch in 48 hours when compacted to 95 percent in accordance
with ASTM D558 and when cured in accordance with ASTM D1632, and tested in
accordance with ASTM D1633. Mix for general use shall contain a minimum of 1-1/2
4/00 02252-1
CITY OF PEARLAND
CEMENT STABILIZED SAND
sacks of cement per cubic yard. Compact mix with a moisture content on the dry side
of optimum.
PART2 PRODUCTS
2.01 MATERIALS
A. Cement: Type 1 Portland cement conforming to ASTM C150. _
B. Sand: Clean, durable sand meeting grading requirements for fine aggregates of
ASTM C33, or requirements for Bank Run Sand of Section 02318 - Excavation
and Backfill for Utilities, and the following requirements:
1. Classified as SW, SP or SM by the United Soil Classification System of
ASTM D2487.
2. Deleterious materials:
a. Clay lumps, ASTM C 142; less than 0.5 percent.
b. Lightweight pieces, ASTM C123; less than 5.0 percent.
c. Organic impurities, ASTM C40; color no darker than the standard
color.
d. Plasticity index of 4 or less when tested in accordance with
ASTM D4318.
3. Fine aggregate manufactured from crushed concrete meeting the quality
requirements for crushed rock material of Section 02318 - Excavation
and Backfill for Utilities, may be used as a complete or partial substitute
for bank run sand. The blending ratio of fine aggregate from crushed
concrete and bank run sand shall be defined in the mix design report.
C. Water: Potable water, free of oils, acids, alkalies, organic matter or other
deleterious substances, meeting requirements of ASTM C94.
2.02 MIXING MATERIALS
A. Thoroughly mix sand, cement and water in proportions of the mix design using
a pugmill-type mixer. The plant shall be equipped with automatic weight
controls to ensure correct mix proportions.
B. Stamp batch ticket at plant with time of loading directly after mixing. Material
not placed and compacted within 4 hours after mixing shall be rejected.
PART3 EXECUTION
3.02 PLACING
A. Place sand -cement mixture in 8-inch-thick loose lifts and compact to 95 percent
of ASTM D558, unless otherwise specified. The moisture content during
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CITY OF PEARLAND
CEMENT STABILIZED SAND
compaction shall be on the dry side of optimum but sufficient for hydration.
Perform and complete compaction of sand -cement mixture within 4 hours after
addition of water to mix at the plant.
B. Do not place or compact sand -cement mixture in standing or free water.
3.03 FIELD QUALITY CONTROL
A. Testing will be performed under provisions of Section 01450 - testing
Laboratory Services.
B. Mixing plant inspections will be performed periodically. Material samples will
be obtained and tested in accordance with Paragraph 2.01, Materials, if there is
evidence of change in material characteristic.
C. Random samples of delivered product will be taken in the field at point of
delivery for each day of placement in a work area. Specimens will be prepared
in accordance with ASTM C31 and tested for 48-hour compressive strength in
accordance with ASTM D1633.
D. The cement content will be checked on samples obtained in the field whenever
there are apparent changes in the mix properties.
END OF SECTION
4/00 02252-3
CITY OF PEARLAND
ROADWAY EXCAVATION AND BACKFILL
Section 02316
ROADWAY EXCAVATION AND BACKFILL
1.0 GENERAL
1.01 SECTION INCLUDES
A. Excavation of materials for roadways.
B. Excavation of materials for roadside ditches.
C. Section 02910 - Topsoil: Topsoil materials and placement.
1.02 UNIT PRICES
Measurement and payment shall be by the cubic yard measured in place before and
after excavation by the average and area method .
1.03 TESTS
Tests and analysis of soil materials will be performed in accordance with ASTM
D4318, ASTM D2216, and ASTM D698 under provisions of Section 01450 - Testing
Laboratory Services.
1.04 PROTECTION
A. Protect trees shrubs, lawns, existing structures, and other features outside of
grading limits.
B. Protect above and below grade utilities which are to remain.
C. Repair damage caused by Contractor.
2.0 PRODUCTS -Not Used
3.0 EXECUTION
3.01 PREPARATION
A. Identify required lines, levels, and datum. Coordinate with Section 01720 Field Surveying.
B. Identify and flag surface and aerial utilities.
4/00 02316-1
CITY OF PEARLAND
ROADWAY EXCAVATION AND BACKFILL
C. Notify utility companies to remove or relocate utilities.
D. Identify known utilities below grade. Stake and flag locations. Make temporary
or permanent removals and replacements of underground pipes, ducts, or
utilities where indicated on Drawings
E Upon discovery of unknown or badly deteriorated utilities, or concealed
conditions, discontinue work. Notify Engineer and obtain instructions before
proceeding in such areas.
F. Obtain approval of top soil quality before excavating and stockpiling.
3.02 TOPSOIL EXCAVATION
A Excavate topsoil for esplanades and areas to receive grass or landscaping from
areas to be further excavated. Stockpile in area designated on site.
B. Stockpile topsoil to depth not exceeding 8 feet. Stockpile in an manner to
prevent erosion.
3.03 SOIL EXCAVATION
A Excavate to lines and grades shown on drawings.
B. Remove unsuitable material not meeting specifications. Backfill with
embankment materials and compact to requirements of Section 02330 -
Embankment.
C. At intersections, grade back at minimum slope of one inch per foot. Produce a
smooth riding junction with intersecting street. Maintain proper drainage.
D. Fill over -excavated areas in accordance with requirements of Section 02330 at
no cost to the Owner.
F. Remove unsuitable material, and excess soil not being reused, from the site in
accordance with requirements of Section 01562 - Waste Material Disposal.
3.04 COMPACTION
A. Maintain optimum moisture content of subgrade to attain required compaction
density.
B. Compact to following minimum densities at a moisture content of optimum to 3
percent above optimum as determined by ASTM D698, unless otherwise
indicated on the Drawings:
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CITY OF PEARLAND
ROADWAY EXCAVATION AND BACKFILL
1. Areas under future paving and shoulders: Minimum density of 95
percent of maximum dry density.
2. Other areas: Minimum density of 90 percent of maximum dry density.
3.05 TOLERANCES
Top of compacted surface: Plus or minus 1/2 inch in cross section, or in 16 foot length.
3.06 FIELD QUALITY CONTROL
A. Compaction Testing will be performed in accordance with ASTM D1556 or
ASTM D2922 and ASTM 3017 under provisions of Section 01450 - Testing
Laboratory Services.
B. Three or more tests, at Owner's option, will be taken for each 1,000 linear feet
per lane of roadway.
C. If tests indicate work does not meet specified compaction requirements,
recondition, recompact, and retest at Contractor's expense.
3.07 PROTECTION
A. Prevent erosion at all times. Maintain ditches and cut temporary swales to allow
natural drainage in order to avoid damage to roadway. Do not allow water to
pond.
B. 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.
C. Maintain excavation and embankment areas until start of subsequent work.
Repair and recompact slides, washouts, settlements. or areas with loss of density
at no cost to the Owner.
END OF SECTION
4/00 02316-3
CITY OF PEARLAND
EXCAVATION AND BACKFILL FOR UTILITIES
SECTION 02318
EXCAVATION AND BACKFILL FOR UTILITIES
1.0 GENERAL
1.01 SECTION INCLUDES
Excavation, trenching, foundation, embedment, and backfill for installation of utilities,
including manholes and other pipeline structures.
1.02 UNIT PRICES
A. If not listed in Bid Schedule, there will be no additional payment for trench
excavation, embedment and backfill. Include cost in the unit price for installed
underground piping, sewer, conduit, or duct work.
B. No separate or additional payment will be made for surface water control,
ground water control, or for excavation drainage. Include in the unit price for
the installed piping, sewer, conduit, or duct work.
C. Refer to Section 01200 - Measurement and Payment for unit price procedures.
D. If listed in Bid Schedule, there will be payment for special excavation:
Measurement for special excavation is on a cubic yard basis, measured in place,
without deduction for space occupied by portions of pipes, ducts, or other
structures left in place across trenches excavated under this item.
E. Cost for item shall include:
1. Dewatering and surface water control.
2. Protection of pipes, ducts, or other structures encountered including
bracing, shoring and sheeting necessary for support.
3. Replacement of pipes, ducts, or structures damaged by special
excavation operations, except where payment for replacement is
authorized by Engineer due to deteriorated condition of pipes, ducts, or
structure.
4. 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.
5. Resodding required for surface restoration within designated limits of
special excavation.
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CITY OF PEARLAND
EXCAVATION AND BACKFILL FOR UTILITIES
6. Disposal of excess excavated material not suitable for bedding or
backfill, or not required for the Project.
F. Include cost for following items in payment for applicable Division 2 - Site
Work Sections:
1. Trench safety system including sheeting and shoring.
2. Utility piping installed in trenches excavated under this item.
3. Removal and replacement of associated streets, driveways, and
sidewalks.
G. If listed in Bid Schedule, extra hand excavation: Measurement for extra hand
excavation is on a cubic yard basis, measured in place.
H. Cost for hand excavation item shall include:
1. Dewatering and surface water control.
2. Disposal of excess excavated material not suitable for bedding or
backfill, or not required for the Project.
I. Include cost for placement of extra hand excavation in payment for Extra Work
Bid Item for Extra Placement of Material.
J. Include cost for following items in payment for applicable Division 2 - Site
Work Sections:
1. Trench safety system including sheeting and shoring.
2. Removal and replacement of associated streets, driveways, and
sidewalks.
K. If listed in Bid Schedule, there will be payment for extra machine excavation:
Measurement for extra machine excavation is on a cubic yard basis. measured in
place.
L Cost for machine excavation item shall include:
1. Dewatering and surface water control.
2. Disposal of excess excavated material not suitable for bedding or
backfill, or not required for the Project.
M. Include cost for placement of extra machine excavation in payment for Extra
Work Bid Item for Extra Placement of Material.
N. Include cost for following items in payment for applicable Division 2 - Site
Work Sections:
4/00
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CITY OF PEARLAND
EXCAVATION AND BACKFILL FOR UTILITIES
1. Trench safety system including sheeting and shoring.
2. Removal and replacement of associated streets, driveways, and
sidewalks.
O. If listed in Bid Schedule, there will be payment for extra placement of material:
Measurement for extra placement of material is on a cubic yard basis, measured
in place. At the discretion of Engineer, measurement of cubic yards may be
calculated from the volume of Extra Hand Excavation or Extra Machine
Excavation for which placement is made, minus the volume of any Extra
Placement of Special Backfill authorized in conjunction with the Work.
P. Cost for this extra placement of material item shall include resodding required
for surface restoration within designated limits of Extra Hand Excavation or
Extra Machine Excavation.
Q. If listed in Bid Schedule, there will be payment for extra placement of special
excavation Measurement for extra placement of special material is on a cubic
yard basis, measured in place.
R. Cost for this extra placement of special excavation item shall include geotextile
material and concrete trench dams required to complete the placement of special
material conforming to the Specifications.
S. No payment will be made for delays in completion of Work resulting from extra
unit price Work.
1.03 DEFINITIONS
A. Special excavation• Excavation necessitated by obstruction of pipes ducts, or
other structures, not shown on Drawings, which interfere with installation of
utility piping by normal methods of excavation or augering. Contractor shall be
responsible for locating such underground obstructions, sufficiently in advance
of trench excavation or augering, to preclude damage to the obstructions.
B. Extra hand excavation• Excavation by manual labor at locations designated by
the Engineer, which is not included in bid items contained in the Schedule of
Unit Prices.
C. Extra machine excavation. Excavation by machine at locations designated by
the Engineer, which is not included in bid items contained in the Schedule of
Unit Prices.
D. Extra replacement of material: Handling, backfill, and compaction of excavated
material authorized under Extra Work Bid Items for Extra Hand Excavation or
Extra Machine Excavation. Placement and compaction shall conform to
requirements specified in appropriate Division 2 - Site Work Sections.
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EXCAVATION AND BACKFILL FOR UTILITIES
E. Extra placement of special backfill Hauling, placing, and consolidating of
special materials in conjunction with Extra Work Bid Item Extra Replacement
of Material at locations designated by the Engineer. Materials placed under this
item shall conform to requirements for Bank Run Sand, Cement Stabilized Sand,
Concrete Sand, Pea Gravel, Gem Sand, or Crushed Stone specified in Division 2
- Site Work Sections.
EM
F. Pipe Foundation: Suitable and stable native soils that are exposed at the trench
subgrade after excavation to depth of bottom of the bedding as shown on the
Drawings, or foundation backfill material placed and compacted in over -
excavations.
G. Pipe Bedding: The portion of trench backfill that extends vertically from top of
foundation up to a level line at bottom of pipe, and horizontally from one trench
sidewall to opposite sidewall.
H. Haunching: The material placed on either side of pipe from top of bedding up
to springline of pipe and horizontally from one trench sidewall to opposite
sidewall.
I. Initial Backfill: The portion of trench hackfill that extends vertically from
springline of pipe (top of haunching) up to a level line 12 inches above top of
pipe, and horizontally from one trench sidewall to opposite sidewall.
J. Pipe Embedment: The portion of trench backfill that consists of bedding,
haunching and initial backfill.
K. Trench Zone: The portion of trench backfill that extends vertically from top of
pipe embedment up to pavement subgrade or up to final grade when not beneath
pavement.
L. Unsuitable Material: Unsuitable soil materials are the following:
1. Materials that are classified as ML, CL-ML, MH, PT, OH and OL
according to ASTM D 2487.
2. Materials that cannot be compacted to required density due to either
gradation, plasticity, or moisture content.
3. Materials that contain large clods, aggregates, stones greater than 4
inches in any dimension, debris, vegetation, waste or any other
deleterious materials.
4. Materials that are contaminated with hydrocarbons or other chemical
contaminants.
M. Suitable Material. Suitable soil materials are those meeting specification
requirements. Unsuitable soils meeting specification requirements for suitable
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CITY OF PEARLAND
EXCAVATION AND BACKFILL FOR UTILITIES
soils after treatment with lime or cement are considered suitable, unless
otherwise indicated.
N. Backfill: Suitable material meeting specified quality requirements, placed and
compacted under controlled conditions.
O. Ground Water Control Systems: Installations external to trench such as well
points, eductors, or deep wells. Ground water control includes dewatering to
lower ground water, intercepting seepage which would otherwise emerge from
side or bottom of trench excavation, and depressurization to prevent failure or
heaving of excavation bottom. Refer to Section 01564 Control of Ground
Water and Surface Water.
P. Surface Water Control: Diversion and drainage of surface water runoff and rain
water away from trench excavation. Rain water and surface water accidentally
entering trench shall be controlled and removed as a part of excavation drainage.
Q. Excavation Drainage: Removal of surface and seepage water in trench by sump
pumping and using a drainage layer, as defined in ASTM D 2321 placed on the
foundation beneath pipe bedding or thickened bedding layer of Class I material.
R. Trench Conditions are defined with regard to the stability of trench bottom and
trench walls of pipe embedment zone. Maintain trench conditions that provide
for effective placement and compaction of embedment material directly on or
against undisturbed soils or foundation backfill, except where structural trench
support is necessary.
1. Dry Stable Trench. Stable and substantially dry trench conditions exist
in pipe embedment zone as a result of typically dry soils or achieved by
ground water control (dewatering or depressurization) for trenches
extending below ground water level.
2. Stable Trench with Seepage: Stable trench in which ground water
seepage is controlled by excavation drainage.
3. 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.
4. 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.
5. 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.
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EXCAVATION AND BACKFILL FOR UTILITIES
S. Subtrench: Subtrench is a special case of benched excavation. Subtrench
excavation below trench shields or shoring installations may be used to allow
placement and compaction of foundation or embedment materials directly
against undisturbed soils. Depth of a subtrench depends upon trench stability
and safety as determined by the Contractor.
T. Trench Dam: A placement of low permeability material in pipe embedment zone
or foundation to prohibit ground water flow along the trench.
U. Over -Excavation and Backfill: Excavation of subgrade soils with unsatisfactory
bearing capacity or composed of otherwise unsuitable materials below top of
foundation as shown on Drawings, and backfilled with foundation backfill
material.
V. Foundation Backfill Materials: Natural soil or manufactured aggregate of
controlled gradation, and geotextile filter fabrics as required, to control drainage
and material separation. Foundation backfill material is placed and compacted
as backfill to provide stable support for bedding. Foundation backfill materials
may include concrete seal slabs.
W. Trench Safety Systems include both Protective Systems and Shoring Systems as
defined in Section 01570 - Trench Safety Systems.
X. Trench Shield (Trench Box): A portable worker safety structure moved along
the trench as work proceeds, used as a Protective System and designed to
withstand forces imposed on it by cave-in, thereby protecting persons within the
trench. Trench shields may be stacked if so designed or placed in a series
depending on depth and length of excavation to be protected.
Y. Shoring System: A structure that supports sides of an excavation to maintain
stable soil conditions and prevent cave-ins, or to prevent movements of the
ground affecting adjacent installations or improvements.
Z Special Shoring: A shoring system meeting Special Shoring requirements for
locations identified on the Drawings.
1.04 SCHEDULING
Schedule work so that pipe embedment can be completed on the same day that
acceptable foundation has been achieved for each section of pipe installation, manhole,
or other structures.
1.05 SUBMITTALS
A. Conform to Section 01350 - Submittals.
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EXCAVATION AND BACKFILL FOR UTILITIES
B. Submit a written description for information only of the planned typical method
of excavation, backfill placement and compaction, including:
1. Sequence of work and coordination of activities.
2. Selected trench widths.
3. Procedures for foundation and embedment placement, and compaction.
4. Procedure for use of trench boxes and other premanufactured systems
while assuring specified compaction against undisturbed soil.
5. Procedure for installation of Special Shoring at locations identified on
the Drawings.
C. Submit a ground and surface water control plan in accordance with requirements
in this Section and Section 01564 - Control of Ground Water and Surface Water.
D. Submit backfill material sources and product quality information in accordance
with requirements in this Section.
E Submit a trench excavation safety program in accordance with requirements of
Section 01570 - Trench Safety System. Include designs for special shoring
meeting the requirements defined in the Section.
F. Submit record of location of utilities as installed, referenced to survey control
points. Include locations of utilities encountered or rerouted. Give stations,
horizontal dimensions, elevations, inverts, and gradients.
1.06 TESTS
A. Perform backfill material source qualification testing in accordance with
requirements in this Section.
B. Testing and analysis of backfill materials for soil classification and compaction
during construction will be perfoinied by an independent laboratory provided by
the Owner in accordance with requirements of Section 01450 - Testing
Laboratory Services and as specified in this Section.
1.07 PROTECTION
A. Protect trees, shrubs, lawns, existing structures, and other permanent objects
outside of grading limits and within the grading limits as designated on the
Drawings, and in accordance with requirements of Section 01563 - Tree and
Plant Protection.
B. Protect and support above -grade and below -grade utilities which are to remain.
C. Restore damaged permanent facilities to pre -construction conditions unless
replacement or abandonment of facilities are indicated on the Drawings.
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CITY OF PEARLAND
EXCAVATION AND BACKFILL FOR UTILITIES
1.08 SPECIAL SHORING DESIGN REQUIREMENTS
Have Special Shoring designed or selected by the Contractor's Professional Engineer to
provide support for the sides of the excavations, including soils and hydrostatic ground
water pressures as applicable, and to prevent ground movements affecting adjacent
installations or improvements such as structures, pavements and utilities. Special
shoring may be a premanufactured system selected by the Contractors Professional
Engineer to meet the project site requirements based on the manufacturer's standard
design.
2.0 PRODUCTS
2.01 EQUIPMENT
A. Perform excavation with track mounted excavator or other equipment suitable
for achieving the requirements of this Section.
B. Use only hand operated tamping equipment until a minimum cover of 12 inches
is obtained over pipes, conduits, and ducts. Do not use heavy compacting
equipment until adequate cover is attained to prevent damage to pipes, conduits,
or ducts.
C. Use trench shields or other Protective Systems or Shoring Systems which are
designed and operated to achieve placement and compaction of backfill directly
against undisturbed native soil.
D. Use Special Shoring systems where required which may consist of braced
sheeting, braced soldier piles and lagging, slide rail systems, or other systems
meeting the Special Shoring design requirements.
2.02 MATERIAL CLASSIFICATIONS
A. Embedment and Trench Zone Backfill Materials: Conform to the following
classifications and product descriptions:
B. Materials for backfill shall be classified for the purpose of quality control in
accordance with the Unified Soil Classification Symbols as defined in ASTM D
2487. Material use and application is defined in utility installation
specifications and Drawings either by class, as described in Paragraph 2.01 B, or
by product descriptions, as given in Paragraph 2.02.
C. Class Designations Based on Laboratory Testing:
1. Class I: Well -graded gravels and sands, gravel -sand mixtures, crushed
well -graded rock, little or no fines (GW, SW):
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EXCAVATION AND BACKFILL FOR UTILITIES
a. Plasticity index• nonplastic
b. Gradation: D60/D 10 - greater than 4 percent; amount passing
No. 200 sieve - less than or equal to 5 percent.
2. Class II: Poorly graded gravels and sands, silty gravels and sands, little
to moderate fines:
a. Plasticity index: nonplastic to 4.
b. Gradations:
i. Gradation (GP, SP): amount passing No. 200 sieve - less
than 5 percent.
ii. Gradation (GM, SM): amount passing No. 200 sieve -
between 12 percent and 50 percent.
iii. Borderline gradations with dual classifications (e g., SP-
SM)• amount passing No. 200 sieve - between 5 percent
and 12 percent.
3. Class III: Clayey gravels and sands, poorly graded mixtures of gravel,
sand, silt, and clay (GC, SC, and dual classifications, e.g., SP-SC):
a. Plasticity index: greater than 7.
b. Gradation: amount passing No. 200 sieve - between 12 percent
and 50 percent.
4. Class IVA: Lean clays (CL):
a. Plasticity Indexes:
i. Plasticity index: greater than 7, and above A line.
ii. Borderline plasticity with dual classifications (CL-ML):
PI between 4 and 7.
iii. Liquid limit. less than 50.
b. Gradation: amount passing No. 200 sieve - greater than 50
percent.
c. Inorganic.
5. Class IVB: Fat clays (CH).
a. Plasticity index: above A line.
b. Liquid limit: 50 or greater.
c. Gradation: amount passing No. 200 sieve - greater than 50
percent.
d. Inorganic.
6. Use soils with dual class designation according to ASTM D 2487, and
which are not defined above, according to the more restrictive class.
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EXCAVATION AND BACKFILL FOR UTILITIES
2.03 PRODUCT DESCRIPTIONS
A. Soils classified as silt (ML), elastic silt (MH), organic clay and organic silt (OL,
OH), and organic matter (PT) are not acceptable as backfill materials. These
soils may be used for site grading and restoration in unimproved areas as
approved by the Engineer. Soils in Class IVB, fat clay (CH) may be used as
backfill materials where allowed by the applicable backfill installation
specification. Refer to Section 02317 - Excavation and Backfill for Structures
and Section 02318 - Excavation and Backfill for Utilities.
B Provide backfill material that is free of stones greater than 3 inches, free of
roots, waste, debris, trash organic material, unstable material, non -soil matter,
hydrocarbon or other contamination, conforming to the following limits for
deleterious materials:
1. Clay lumps: Less than 0.5 percent for Class I, and less than 2.0 percent
for Class II when tested in accordance with ASTM C 142.
2. Lightweight pieces: Less than 5 percent when tested in accordance with
ASTM C 123.
3. Organic impurities: No color darker than standard color when tested in
accordance with ASTM C 40.
C. Manufactured materials, such as crushed concrete, may be substituted for
natural soil or rock products where indicated in the product specification, and
approved by the Engineer, provided that the physical property criteria are
determined to be satisfactory by testing.
D. Bank Run Sand: Durable bank run sand classified as SP, SW, or SM by the
Unified Soil Classification System (ASTM D 2487) meeting the following
requirements:
1. Less than 15 percent passing the number 200 sieve when tested in
accordance with ASTM D 1140. The amount of clay lumps or balls not
exceeding 2 percent.
2. Material passing the number 40 sieve shall meet the following
requirements when tested in accordance with ASTM D 4318:
3. Liquid limit. not exceeding 25 percent.
4. Plasticity index: not exceeding 7.
E Concrete Sand: Natural sand, manufactured sand, or a combination of natural
and manufactured sand conforming to the requirements of ASTM C 33 and
graded within the following limits when tested in accordance with ASTM C
136
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EXCAVATION AND BACKFILL FOR UTILITIES
Sieve
Percent
Passing
3/8"
100
No.
4
95 to
100
No.
8
80
to
100
No.
16
50
to 85
No.
30
25
to 60
No.
50
10
to 30
No.
100
2
to
10
F. Gem Sand: Sand conforming to the requirements of ASTM C 33 for course
aggregates specified for number 8 size and graded within the following limits
when tested in accordance with ASTM C 136:
Sieve
3/8"
Percent Passing
95 to 100
No. 4
60 to 80
No. 8
15 to 40
G. Pea Gravel. Durable particles composed of small, smooth, rounded stones or
pebbles and graded within the following limits when tested in accordance with
ASTM C 136:
Sieve
Percent
Passing
1/2"
100
3/8"
85
to
100
No.
4
10
to 30
No.
8
0
to 10
No.
16
0
to 5
H. Crushed Aggregates: Crushed aggregates consist of durable particles obtained
from an approved source and meeting the following requirements:
1. Materials of one product delivered for the same construction activity
from a single source.
2. Non -plastic fines.
3 Los Angeles abrasion test wear not exceeding 45 percent when tested in
accordance with ASTM C 131.
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EXCAVATION AND BACKFILL FOR UTILITIES
4. Crushed aggregate shall have a minimum of 90 percent of the particles
retained on the No. 4 sieve with 2 or more crushed faces as determined
by Test Method Tex-460-A, Part I.
5. Crushed stone: Produced from oversize plant processed stone or gravel,
sized by crushing to predominantly angular particles from a naturally
occurring single source. Uncrushed gravel ace not acceptable materials
for embedment where crushed stone is shown on the applicable utility
embedment drawing details.
6. Crushed Concrete: Crushed concrete is an acceptable substitute for
crushed stone as utility backfill. Gradation and quality control test
requirements are the same as crushed stone. Provide crushed concrete
produced from normal weight concrete of uniform quality; containing
particles of aggregate and cement material, free from other substances
such as asphalt, reinforcing steel fragments, soil, waste gypsum (calcium
sulfate), or debris.
7. Gradations, as determined in accordance with Tex-110-E
Sieve
Percent
by
Passing
by
Ranges of
Weight
Nominal
for
Pipes
Pipe
Embedment
Sizes
1
>15"
15" - 8"
<8"
1"
95 -
100
100
-
3/4"
60
- 90
90
-
100
100
1/2"
25 - 60
-
90
-
100
3/8"
-
20
- 55
40
- 70
No.
4
0- 5
0-
10
0-
15
No.
8
-
0-
5
0-
5
I. Select Backfill: Class III clayey gravel or sand or Class IV lean clay with a
plasticity index between 7 and 20 or clayey soils treated with lime in accordance
with Section 02980 - Pavement Repair and Resurfacing, to meet plasticity
criteria.
J. Random Backfill: Any suitable soil or mixture of soils within Classes I, II, III
and IV; or fat clay (CH) where allowed by the applicable backfill installation
specification. Refer to Section 02317 - Excavation and Backfill for Structures
and Section 02318 - Excavation and Backfill for Utilities.
K. Cement Stabilized Sand:
1. Cement: Type 1 Portland cement conforming to ASTM C150.
2. Sand: Clean, durable sand meeting grading requirements for fine
aggregates of ASTM C33, or requirements for Bank Run Sand of
Paragraph 2.03D, and the following requirements:
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EXCAVATION AND BACKFILL FOR UTILITIES
a. Classified as SW, SP or SM by the United Soil Classification
System of ASTM D2487.
b. Deleterious materials:
i. Clay lumps ASTM C 142; less than 0.5 percent.
ii. Lightweight pieces, ASTM C123; less than 5.0 percent.
iii. Organic impurities, ASTM C40; color no darker than the
standard color.
c. Plasticity index of 4 or less when tested in accordance with
ASTM D4318.
3. Fine aggregate manufactured from crushed concrete meeting the quality
requirements for crushed rock material of paragraph 2.03H may be used
as a complete or partial substitute for bank run sand. The blending ratio
of fine aggregate from crushed concrete and bank run sand shall be
defined in the mix design report.
4. Water: Potable water, free of oils, acids, alkalies, organic matter or other
deleterious substances, meeting requirements of ASTM C94.
L. Concrete Backfill: Conform to Class B concrete as specified in Section 03300 -
Cast -in -Place Concrete.
2.04 MATERIAL TESTING
A. Ensure that material selected, produced and delivered to the project meets
applicable specifications and is of sufficient uniform properties to allow
practical construction and quality control.
B. Source or Supplier Qualification. Perform testing, or obtain representative tests
by suppliers, for selection of material sources and products. Provide test results
for a minimum of three samples for each source and material type. Tests
samples of processed materials from current production representing material to
be delivered. Tests shall verify that the materials meet specification
requirements. Repeat qualification test procedures each time the source
characteristic changes or there is a planned change in source location or
supplier. Qualification tests shall include, as applicable:
1. Gradation. Complete sieve analyses shall be reported regardless of the
specified control sieves. The range of sieves shall be from the largest
particle through the No. 200 sieve.
2. Plasticity of material passing the No. 40 sieve.
3 Los Angeles abrasion wear of material retained on the No. 4 sieve.
4. Clay lumps
5. Lightweight pieces
6. Organic impurities
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EXCAVATION AND BACKFILL FOR UTILITIES
C. Production Testing, Provide reports to the Engineer from an independent testing
laboratory that backfill materials to be placed in the Work meet applicable
specification requirements.
D. Assist the City Engineer in obtaining material samples for verification testing at
the source or at the production plant.
E Concrete Backfill: Conform to requirements for Class B concrete as specified in
Section 03300 - Cast -in -Place Concrete.
F. Geotextile (Filter Fabric): Conform to requirements of Section 02370 Geotextile.
G. Concrete for Trench Dams: Concrete backfill or 3 sack premixed (bag) concrete.
H. Timber Shoring Left in Place: Untreated oak.
3.0 EXECUTION
3.01 STANDARD PRACTICE
A. Install flexible pipe, including "semi -rigid" pipe. to conform to standard practice
described in ASTM D 2321, and as described in this Section. Where an
apparent conflict occurs between the standard practice and the requirements of
this Section, this Section governs.
B. Install rigid pipe to conform with standard practice described in ASTM C 12,
and as described in this Section. Where an apparent conflict occurs between the
standard practice and the requirements of this Section, this Section governs.
3.02 PREPARATION
A. Establish traffic control to conform with requirements of Section 01555 - Traffic
Control and Regulation. Maintain barricades and warning lights for streets and
intersections where Work is in progress or where affected by the Work, and is
considered hazardous to traffic movements.
B. Perform Work to conform with applicable safety standards and regulations.
Employ a trench safety system as specified in Section 01570 - Trench Safety
Systems.
C. Immediately notify the agency or company owning any existing utility line
which is damaged, broken, or disturbed. Obtain approval from the Engineer and
agency for any repairs or relocations, either temporary or permanent.
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EXCAVATION AND BACKFILL FOR UTILITIES
D. Remove existing pavements and structures, including sidewalks and driveways,
to conform with requirements of Section 02220 - Site Demolition, as applicable.
E. Install and operate necessary dewatering and surface water control measures to
conform with Section 01564 - Control of Ground Water and Surface Water.
F. Maintain permanent benchmarks, monumentation, and other reference points.
Unless otherwise directed in writing, replace at no cost to the Owner those
which are damaged or destroyed in accordance with Section 01720 - Field
Surveying.
3.03 EXCAVATION
A Except as otherwise specified or shown on the Drawings, install underground
utilities in open cut trenches with vertical sides.
B. Perform excavation work so that pipe, conduit, and ducts can be installed to
depths and alignments shown on the Drawings. Avoid disturbing surrounding
ground and existing facilities and improvements.
C. Determine trench excavation widths using the following schedule as related to
pipe outside diameter (O.D.). Maximum trench width shall be the minimum
trench width plus 24 inches.
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.
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EXCAVATION AND BACKFILL FOR UTILITIES
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 is 1 inch. Fill voids left on removal
of supports with compacted backfill material.
G. Use of Trench Shields. When a trench shield (trench box) is used as a worker
safety device, the following requirements apply:
1. Make trench excavations of sufficient width to allow shield to be lifted
or pulled freely, without damage to the trench sidewalls.
2. Move trench shields so that pipe, and backfill materials, after placement
and compaction, are not damaged nor disturbed, nor the degree of
compaction reduced.
3. When required, place, spread, and compact pipe foundation and bedding
materials beneath the shield. For backfill above bedding, move the
shield as backfill is placed and ramped in. Place and compact backfill
materials against undisturbed trench walls and foundation
4. Maintain trench shield in position to allow sampling and testing to be
performed in a safe manner.
3.04 HANDLING EXCAVATED MATERIALS
A. Use only excavated materials which are suitable as defined in this Section.
Place material suitable for backfilling in stockpiles at a distance from the trench
to prevent slides or cave-ins.
B. When required, provide additional backfill material conforming with
requirements in this Section.
C. Do not place stockpiles of excavated materials on streets and adjacent
properties. Maintain site conditions in accordance with Section 01500 -
Temporary Facilities and Controls.
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EXCAVATION AND BACKFILL FOR UTILITIES
3.05 GROUND WATER CONTROL
Implement ground water control according to Section 01564 - Control of Ground
Water and Surface Water. Provide a stable trench to allow installation in accordance
with the Specifications.
3.06 TRENCH FOUNDATION
A. Excavate bottom of trench to uniform grade to achieve stable trench conditions
and satisfactory compaction of foundation or bedding materials.
B. Place trench dams in Class I foundations in line segments longer than 100 feet
between manholes, and not less than one in every 500 feet of pipe placed.
Install additional dams as needed to achieve workable construction conditions.
Do not place trench dams closer than 5 feet from manholes.
3.07 PIPE EMBEDMENT PLACEMENT AND COMPACTION
A. Immediately prior to placement of embedment materials, the bottoms and
sidewalls of trenches shall be free of loose, sloughing, caving, or otherwise
unsuitable soil.
B. Place geotextile, if specified to prevent particle migration from the in -situ into
open -graded (Class I) embedment materials or drainage layers.
C. Place embedment including bedding, haunching and initial backfill to meet
requirements indicated on Drawings. PVC & HDPE require cement -stabilized
sand bedding and backfill to one foot below subgrade or below grade if under
pavement, or one foot above top of pipe if not under pavement.
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.
4/00 02318-17
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.
I. Shovel pipe embedment material in place and compact it using pneumatic
tampers in restricted areas and vibratory -plate compactors or engine -powered
jumping Jacks in unrestricted areas. Compact each lift before proceeding with
placement of the next lift.
1. Class I embedment materials.
a. Maximum 6-inches compacted lift thickness.
b. Systematic compaction by at least two passes of vibrating
equipment. Increase compaction effort as necessary to
effectively embed the pipe to meet the deflection test criteria.
c. Moisture content as determined by Contractor for effective
compaction without softening the soil of trench bottom,
foundation or trench walls.
2. Class II embedment and cement stabilized sand.
a. Maximum 6-inches compacted thickness.
b. Compaction by methods determined by Contractor to achieve a
minimum of 95 percent of the maximum dry density as
determined according to ASTM D 698 for Class II materials and
according to ASTM D 558 for cement stabilized materials.
c. Moisture content of Class II materials within 3 percent of
optimum as determined according to ASTM D 698. Moisture
content of cement stabilized sands on the dry side of optimum as
determined according to ASTM D 558 but sufficient for effective
hydration.
J. Place trench dams in Class I embedments in line segments longer than 100 feet
between manholes, and not less than one in every 500 feet of pipe placed.
Install additional dams as needed to achieve workable construction conditions.
Do not place trench dams closer than 5 feet from manholes.
3.08 TRENCH ZONE BACKFILL PLACEMENT AND COMPACTION
A. Place backfill for pipe or conduits and restore surface as soon as practicable.
Leave only the minimum length of trench open as necessary for construction.
B. Where damage to completed pipe installation work is likely to result from
withdrawal of sheeting, leave the sheeting in place. Cut off sheeting 1.5 feet or
more above the crown of the pipe. Remove trench supports within 5 feet from
the ground surface.
4/00
02318-18
CITY OF PEARLAND
EXCAVATION AND BACKFILL FOR UTILITIES
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 stabihzed sand for pipe of nominal sizes less
than 36 inches, or bank run sand for pipe of nominal sizes 36 inches and larger
as indicated on the Drawings. Uniformly backfill trenches unless specified
otherwise according to the paved area criteria. Use select backfill within one
foot below pavement subgrade for rigid pavement. For asphalt concrete, use
flexible base material within one foot below pavement subgrade.
D. For water lines, backfill in trench zone, including auger pits, with bank run sand,
select fill, or random backfill 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 run sand.
a. Maximum 9-inches compacted lift thickness.
b. Compaction by vibratory equipment to a minimum of 95 percent
of the maximum dry density determined according to ASTM D
698.
c. Moisture content within 3 percent of optimum determined
according to ASTM D 698
2. Cement -stabilized sand.
a. Maximum lift thickness determined by Contractor to achieve
uniform placement and required compaction, but not exceeding
24 inches.
b. Compaction by vibratory equipment to a minimum of 95 percent
of the maximum dry density determined according to ASTM D
558.
c. Moisture content on the dry side of optimum determined
according to ASTM D 558 but sufficient for cement hydration.
3. Select fill.
a. Maximum 6-inches compacted thickness.
b. Compaction by equipment providing tamping or kneading impact
to a minimum of 95 percent of the maximum dry density
determined according to ASTM D 698.
c. Moisture content within 2 percent of optimum determined
according to ASTM D 698.
F. For trench excavations outside pavements, a random backfill of suitable material
may be used in the trench zone.
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
4/00 02318-19
CITY OF PEARLAND
EXCAVATION AND BACKFILL FOR UTILITIES
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.
;. Compact to a minimum of 90 percent of the maximum dry density
determined according to ASTM D 698, or to same density as adjacent
soils. _
4. Moisture content as necessary to achieve density.
3.09 MANHOLES, JUNCTION BOXES AND OTHER PIPELINE
STRUCTURES
Meet the requirements of adjoining utility installations for backfill of pipeline
structures, as shown on the Drawings.
3.10 SOURCES OF UTILITY BACKFILL MATERIALS
A. Use of material encountered in the trench excavations is acceptable, provided
applicable specification requirements are satisfied. If excavation material is not
acceptable, provide from other approved source.
B. Identify off -site sources for backfill materials at least 14 days ahead of intended
use so that the Engineer may obtain samples for verification testing.
C. Obtain approval for each material source by the Engineer before delivery is
started. If sources previously approved do not produce uniform and satisfactory
products furnish materials from other approved sources. Materials may be
subjected to inspection or additional verification testing after delivery.
Materials which do not meet the requirements of the specifications will be
rejected. Do not use material which, after approval, has become unsuitable for
use due to segregation, mixing with other materials, or by contamination. Once
a material is approved by the Engineer, expense for sampling and testing
required to change to a different material will be credited to the City through a
change order.
D. Bank run sand, select backfill, and random backfill, if available in the project
excavation, may be obtained by selective excavation and acceptance testing.
Obtain additional quantities of these materials and other materials required to
complete the work from off -site sources.
E The City does not represent or guarantee that any soil found in the excavation
work will be suitable and acceptable as backfill material.
4/00 02318-20
CITY OF PEARLAND
EXCAVATION AND BACKFILL FOR UTILITIES
3.11 MATERIAL HANDLING
A. When backfill material is obtained from either a commercial or non-commercial
borrow pit, open the pit to expose the vertical faces of the various strata for
identification and selection of approved material to be used. Excavate the
selected material by vertical cuts extending through the exposed strata to
achieve uniformity in the product.
B Establish temporary stockpile locations for practical material handling and
control, and verification testing by the Engineer in advance of final placement.
Obtain approval from landowner for storage of backfill material on adjacent
private property.
C. When stockpiling backfill material near the project site, use appropriate methods
to eliminate blowing of materials into adjacent areas and prevent runoff
containing sediments from entering the drainage system.
D. Place stockpiles in layers to avoid segregation of processed materials. Load
material by making successive vertical cuts through entire depth of stockpile.
3.12 FIELD QUALITY CONTROL
A. Quality Control
1 The Engineer may sample and test backfill at:
a. Sources including borrow pits, production plants and Contractor's
designated off -site stockpiles.
b. On -site stockpiles.
c. Materials placed in the Work.
2. The Engineer may resample material at any stage of work or location if
changes in characteristics are apparent.
B. Production Verification Testing: The City's testing laboratory will provide
verification testing on backfill materials as directed by the Engineer. Samples
may be taken at the source or at the production plant, as applicable.
C. Provide excavation and trench safety systems at locations and to depths required
for testing and retesting during construction.
D. Tests will be performed on a minimum of three different samples of each
material type for plasticity characteristics, in accordance with ASTM D 4318,
and for gradation characteristics, in accordance with Tex-101-E and Tex-110-E.
Additional classification tests will be performed whenever there is a noticeable
change in material gradation or plasticity.
E. At least three tests for moisture -density relationships will be performed initially
for backfill materials in accordance with ASTM D 698, and for cement-
4/00 02318-21
CITY OF PEARLAND
EXCAVATION AND BACKFILL FOR UTILITIES
stabilized sand in accordance with ASTM D 558. Additional moisture -density
relationship tests will be performed whenever there is a noticeable change in
material gradation or plasticity.
F. In -place density tests of compacted pipe foundation, embedment and trench
zone backfill soil materials will be performed according to ASTM D 1556, or
ASTM D 2922 and ASTM D 3017, and at the following frequencies and
conditions.
1. A minimum of one test for every 20 cubic yards of compacted
embedment and for every 50 cubic yards of compacted trench zone
backfill material.
2. A minimum of three density tests for each full shift of Work when
backfill is placed.
3. Density tests will be distributed among the placement areas. Placement
areas are: foundation, bedding, haunching, initial backfill and trench
zone.
4. The number of tests will be increased if inspection determines that soil
type or moisture content are not uniform or if compacting effort is
variable and not considered sufficient to attain uniform density, as
specified.
5. Density tests may be performed at various depths below the fill surface
by pit excavation. Material in previously placed lifts may therefore be
subject to acceptance/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. Recompacted placement will be retested at the same frequency as the
first test series, including verification tests.
CT. Recondition, recompact, and retest at Contractor's expense if tests indicate Work
does not meet specified compaction requirements. For hardened soil cement
with nonconforming density core and test for compressive strength at
Contractor's expense.
H. Acceptability of crushed rock compaction will be determined by inspection.
3.14 DISPOSAL OF EXCESS MATERIAL
Dispose of excess materials in accordance with requirements of Section 01562 - Waste
Material Disposal.
END OF SECTION
4/00 02318-22
CITY OF PEARLAND
SUBGRADE
PART1 GENERAL
1.01 SECTION INCLUDES
SECTION 02335
SUBGRADE
Foundation course of lime stabilized or lime/fly ash stabilized natural subgrade
material.
1.02 UNIT PRICES
A. Measurement for Subgrade is on a square yard basis. Separate measurement
will be made for each different required thickness of stabilized subgrade.
B. Measurement for hydrated lime and quicklime is by the ton of 2,000 pounds
dry -weight basis.
C. Measurement for commercial 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.
D. Measurement for fly ash is by the ton of 2,000 pounds dry -weight basis.
E. Refer to Section 01200 - Measurement and Payment for unit price procedures.
1.03 SUBMITTALS
A. Submittals shall conform to requirements of Section 01350 - Submittals.
B. Submit certificates stating that hydrated lime, quicklime, or commercial lime
slurry complies with these specifications.
C. Submit weight tickets, certified by supplier, with each bulk delivery of lime to
work site.
D. Submit manufacturer's description and characteristics for rotary speed mixer and
compaction equipment for approval.
1.04 TESTS
A. Testing will be performed under provisions of Section 01450 - Testing
Laboratory Services.
4/00 02335-1
CITY OF PEARLAND
SUBGRADE
B. Tests and analysis of soil materials will be performed in accordance with ASTM
D4318.
C. Sampling and testing of lime slurry shall be in accordance with Tex-600-J.
D. Sample mixtures of hydrated lime er quicklime in slurry form will be tested to
establish compliance with specifications.
E. Soil will be evaluated to establish percent of hydrated lime, fly ash, quicklime,
or lime slurry to be applied to subgrade material.
F. Moisture -density relationship will be established on material sample from
roadway, after stabilization with lime, in accordance with ASTM D698.
1.05 DELIVERY, STORAGE, AND HANDLING
A. Bagged lime shall bear manufacturer's name, product identification, and
certified weight. Bags varying more than 5 percent of certified weight 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.
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
Water shall be clean; clear; and free from oil, acids, alkali, or organic matter.
2.02 LIME
A. Type A - Hydrated lime: Dry material consisting essentially of calcium
hydroxide or mixture of calcium hydroxide and an allowable percentage of
calcium oxide and magnesium hydroxide.
B. Type B - Commercial lime slurry* Liquid mixture consisting essentially of lime
solids and water in slurry foini. 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:
4/00
02335-2
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 confoill to following requirements:
TYPE
CHEMICAL
COMPOSITION
A
B
C
Active
%
lime
by weight
content
Ca(OH)2+CaO
90.0
min'
87.0
-
mine
Unhydrated
lime content,
%
by weight
CaO
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
8.0
max3
max'`
No. 30
4.0
max
4.0
max-9
-
Dry sieve, as %
by weight
residue
retained:
1- inch
-
-
0.0
3/4-inch
-
-
10.0
max
Notes:
I
2
3
Maximum
Maximum
Total
5.0%
solids
lime
by weight
content
content,
2.0%
by
of
Ca0
slurry.
as
weight
CaO,
shall
in
of
original
be
material
allowed
retained
Type
in
C
determining
lime.
on the
No.
total
6
sieve
active
shall
lime
content.
not exceed
active
E. Lime slurry may be delivered to the job site as commercial lime, or may be
prepared at the job site by using hydrated lime or quicklime. The slurry shall be
free of liquids other than water and shall be of a consistency that can be handled
and uniformly applied without difficulty.
4/00
02335-3
CITY OF PEARLAND
2.03 FLY ASH
SUBGRADE
Residue or ash remaining after burning finely pulverized coal at high temperatures
conforming to the requirements of ASTM C618, Class C, and the following:
A. Have a minimum CaO content of 20 percent.
B Loss on ignition shall not exceed 3 percent.
C. Contain no lignite ash.
3.0 EXECUTION
3.01 EXAMINATION
A. Verify compacted subgrade is ready to support imposed loads.
B. Verify subgrade lines and grades are correct.
3.02 PREPARATION
A. Complete backfill of new utilities below future grade.
B. Cut material to bottom of subgrade using an approved cutting and pulverizing
machine meeting following requirements:
1. Cutters accurately provide a smooth surface over entire width of cut to plane
of secondary grade.
2. Visible indication that cut is to proper depth.
C. Alternatively, scarify or excavate to bottom of stabilized subgrade. Remove
material or windrow to expose secondary grade. Correct wet or unstable
material below secondary grade by scarifying, adding lime, and compacting.
Obtain uniform stability.
3.03 LIME SLURRY APPLICATION
A. Mix hydrated lime or quicklime with water to form a slurry of the solids content
specified. Commercial lime slurry shall have dry solids content as specified.
Conform to cautionary requirements of Paragraph 1.06C concerning use of
quicklime.
B. Apply slurry with a distributer truck equipped with an agitator to keep lime and
water in a consistent mixture. Make successive passes over measured section of
roadway to attain proper moisture and lime content Limit spreading to an area
4/00
02335-4
CITY OF PEARLAND
SUBGRADE
where preliminary mixing operations can be completed on the same working
day.
C. Apply so that dry subgrade will contain a minimum lime content of 5 percent by
weight of dry subgrade unless otherwise instructed by Testing Laboratory.
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. Eliminate following operations and final mixing if pulverization requirements of
Paragraph 3.05C can be met during preliminary mixing:
1. Seal subgrade as a precaution against heavy rainfall by rolling lightly with
light pneumatic rollers
2. Cure soil -lime material for 1 to 4 days. Keep subgrade moist during cure.
3.05 FINAL MIXING
A. Use approved single -pass or multiple -pass rotary speed mixers to uniformly mix
cured soil and lime to required depth.
B. Add water to bring moisture content of soil mixture to a minimum of optimum
or above.
C. Mix and pulverize until all material passes a 1-3/4-inch sieve; a minimum of 85
percent, excluding nonslacking fractions, passes a 3/4-inch sieve; and a
minimum of 60 percent excluding nonslacking fractions passes a No. 4 sieve.
D. Shape mixed subgrade to final lines and grades.
E. Do not expose hydrated lime to open air for more than 6 hours during interval
between application and mixing. Avoid excessive hydrated lime loss due to
washing or blowing.
4/00 02335-5
CITY OF PEARLAND
3.06 COMPACTION
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.
MMMM
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
recompacting.
F. Compact to following minimum densities at a moisture content of optimum to 3
percent above optimum as determined by ASTM D698, unless otherwise
indicated on the Drawings:
l . Areas to receive pavement without subsequent base course: Minimum
density of 98 percent of maximum dry density.
2. Areas to receive subsequent base course: Minimum density of 95 percent of
maximum dry density.
G. Seal with approved light pneumatic tired rollers: Prevent surface hair line
cracking. Rework and recompact at areas where hair line cracking develops.
H. All references to lime or lime slurry shall include fly ash as appropriate for
application, mixing, and compaction.
I. Contractor shall conduct operations to minimize elapsed time between mixing
and compacting fly -ash stabilized subgrade in order to take advantage of rapid
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.
3.07 CURING
A. Moist cure for a minimum of 3 days before placing base or surface course, or
opening to traffic. Time may be adjusted as approved by Engineer. Subgrade
may be opened to traffic after 2 days if adequate strength has been attained to
4/00
02335-6
CITY OF PEARLAND
SUBGRADE
prevent damage. Restrict traffic to light pneumatic rollers or vehicles weighing
less than 10 tons.
B. Keep subgrade surface damp by sprinkling. Roll with light pneumatic roller to
keep surface knit together.
C. Place base, surface or seal course within 14 days after final mixing and
compaction unless prior approval is obtained from Engineer.
3.08 TOLERANCES
A. Completed surface shall be smooth and conform to typical section and
established lines and grades.
B. Top of compacted surface tolerance: Plus or minus 1/4 inch in cross section or
in 16 foot length.
3.09 FIELD QUALITY CONTROL
A. Testing will be performed under provisions of Section 01450 - Testing
Laboratory Services.
B. A minimum of one phenolphthalein test will be made at random locations per
1000 linear feet per lane of roadway or 500 square yards of base to determine
in -place depth.
C. Contractor may, at his own expense, request additional cores in the vicinity of
cores indicating nonconforming in -place depths. If the average of the tests falls
below the required depth, place and compact additional material at no cost to the
Owner.
D. Compaction Testing will be performed in accordance with ASTM D1556 or
ASTM D2922 and ASTM D3017 at a random locations near depth
determination tests. Rework and recompact areas that do not conform to
compaction requirements at no cost to the Owner.
E. Fill test sections with new compacted lime stabilized subgrade.
3.10 PROTECTION
A. Maintain stabilized subgrade to lines and grades and in good condition until
placement of base or surface course. Protect the asphalt membrane, if used,
from being picked up by traffic.
B. Repair defects immediately by replacing material to full depth.
END OF SECTION
4/00 02335-7
CITY OF PEARLAND
GEOTEXTILE
1.0 GENERAL
1.01 SECTION INCLUDES
SECTION 02370
GEOTEXTILE
Geotextile fabric, 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.
1.02 UNIT PRICES
Unless listed by the square yard in place in the Bid Schedule, no separate payment will
be made for work performed under this Section. Include the cost of such work in unit
prices for work requiring geotextile, such as embankment, pipe embedment, sewer line
in tunnel, or placement of manhole foundations, as appropriate.
1.03 SUBMITTALS
A. Conform to Section 01350 - Submittals.
B. Submit the standard manufacturer's catalog sheets and other pertinent
information, for approval, prior to installation.
C. Submit installation methods, as a part of the work plan for tunneling or for
excavation and backfill for 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 paragraph 2.02.
4/00 02370-1
CITY OF PEARLAND
GEOTEXTILE
2.02 PROPERTIES
A. Material• Nonwoven, nonbiodegradable, fabric consisting only of continuous
chain polymer filaments or yarns, at least 85 percent by weight polyolefins,
polyesters or polyamide, formed into a dimensionally stable network.
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:
P
Property
Value
(Min.)
Test
Method
Grab
Strength
180
lbs.
ASTM
D
4632
Trapezoidal
Tear Strength
50
lbs.
ASTM
D
4533
P
Puncture
Strength
80
lbs.
ASTM
D
4833
M
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
aximum average roll value.
3.0 EXECUTION
3.01 LINE WORK
Use geotextile with backfill for utilities in conformance with Section 02318 Excavation and Backfill for Utilities.
END OF SECTION
4/00
02370-2
CITY OF PEARLAND
PIPE AND CASING AUGERING FOR SEWERS
SECTION 02415
PIPE AND CASING AUGERING FOR SEWERS
1.0 GENERAL
1.01 SECTION INCLUDES
A. Work to be accomplished for augering casings with installation of sanitary
sewer pipes or for direct installation and sanitary sewer pipes.
B. Contractor shall select a method of construction by augering, which can be
demonstrated to successfully complete the Project.
1.02 MEASUREMENT AND PAYMENT
A. Payment of augered casing with water and sewer pipes will be full
compensation for all labor, equipment, casing, water and sewer pipes, materials
and supervision for construction complete in place including dewatering,
augering, joints, spoil removal, pipe installation, grouting, utility adjustments,
testing, and cleanup, and other work necessary for construction as shown on the
Drawings and as specified.
B. Augered pipes will be measured along the axis of the casing from end to end of
the casing.
C. Payment of augered pipe will be full compensation for labor, pipe, equipment,
materials, and supervision for construction complete in place including
dewatering, jacking, utility adjustments, testing, cleanup, and other work
necessary for construction as shown on the Drawings and as specified.
D. Augered pipe will be measured along the axis of the pipe and shall include
fittings. In the case of a branch pipe, the length of the pipe will be considered as
the distance from the axis of the line to the end of the branch. The length of the
pipe laid between two lines or from a line to an appurtenance will be measured
between the centerlines of each.
E Auger pits and other excavations are incidental to the work. Trench Safety for
Auger Pits and other excavations for work specifically performed for this
section shall be included in Section 01570 - Trench Safety Systems.
F. No separate payment will be made for pavement removal and replacement (i.e.,
lime stabilization, crushed limestone, hot mix asphalt surface course, cement
sand base, and concrete pavement, etc.) associated with augering.
4/00 02415-1
CITY OF PEARLAND
PIPE AND CASING AUGERING FOR SEWERS
1.03 DEFINITIONS
A. Dry augering shall be defined as installation of steel casi ig by excavating the
soil at the advancing end of casing and transporting the spoil through the casing
by an otherwise uncased auger, while advancing the casing by jacking at the
same rate as the auger excavation progresses.
B. Slurry augering shall be defined as installation of casing or sewer pipe by first
drilling a small diameter pilot hole from shaft to shaft, followed by reaming the
bore to full diameter by augering with slurry, and installing the casing or pipe by
a pull -back or jacking method.
C. Augering pipe or casing work plans shall be defined as written descriptions,
together with sketches, drawings, schedules, and other documents defining
Contractor's plans and procedures for installation of casing or sewer pipe by
augering method. Such methods of construction shall be of the Contractor's
choosing, in accordance with this specification. The submission of work plans
including drawings shall be required for the sole purpose of providing the
Engineer sufficient details to verify that the Contractor's planned work and work
in progress is in accordance with the intent of the project design and
specifications.
D. Augered pipe shall be defined as the Contractor's installed sewer pipe in casing.
1.04 REFERENCE STANDARDS
The publications listed below form a part of this Specification to the extent referenced.
The publications are referred to in the text by the abbreviation only.
A. American Railway Engineering Association (AREA) Manual for Railway
Engineering
B. American Association of State Highway and Transportation Officials
(AASHTO)
1.05 SUBMITTAL
A. Review. Submittal shall be made in accordance with Section 01350 - Submittal.
The Engineer will review submitted plans, details and data for compliance with
specifications. Contractor shall not commence work on any items requiring pipe
and casing augering work plan, or other submittal until the submittal have been
reviewed and accepted by the Engineer. Such review by the Engineer shall not
be construed in any way of relieving the Contractor of his responsibilities under
the Contract, shall not be construed by the contractor as an endorsement by the
Engineer that such methods are constructable or will work for the specific
subsurface soils encountered. Structural designs and other engineered
4/00 02415-2
CITY OF PEARLAND
PIPE AND CASING AUGERING FOR SEWERS
components shall be signed and sealed by a Professional Engineer registered in
the State of Texas.
B. Pipe and Casing Augering Operation.
1. Submit for review a Pipe and Casing Augering Work Plan with complete
drawings and written description identifying details of the proposed
method of construction and the sequence of operations to be performed
during construction, as required. The drawings and descriptions shall be
sufficiently detailed to demonstrate to the Engineer whether the proposed
materials and procedures will meet the requirements of this Section
2. Depending on the Contractor's method of construction, the Pipe and
Casing Augering Work Plan shall be submitted on the following items:
a. Arrangement drawings and technical specifications of the
augering equipment and experience record of the Contractor.
b. Method of controlling line and grade of augering operation.
c. Method of spoil and slurry removal, including surface storage
and disposal.
d. Details of the pipe or casing installation.
e. Grouting techniques to be used for filling annular void between
casing and sewer pipe, where required, and for filling over
excavation, if any, including equipment, pumping and injection
procedures, pressure grout types, and mixtures.
f. Location and construction of auger pits, including details for all
required ground support installation not included in the Trench
Safety Plan.
g. Groundwater control system per requirements in this section
and in accordance with Section 01563 - Control of Ground
Water and Surface Water, as required by construction method.
h. Casing and pipe fabrication drawings, including joint details.
C. Trench Safety:
1. Shall be in accordance with Section 01570 - Trench Safety System.
2. To the extent that excavation for pipe and casing augering involves work
not covered by Contractor's Trench Safety Plan, the safety provisions of
these excavation shall be addressed in the Pipe and Casing Augering
Work Plan.
D. Quality Control Methods. At Least 30 days prior to the start of augering, the
Contractor shall submit a description of the quality control methods proposed
for use in this operation to the City Engineer The submittal shall include:
1. Supervision. Supervisory control to ensure that work is performed in
accordance with the Drawings and Specifications, and Pipe and Casing
Augering Work Plan.
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CITY OF PEARLAND
PIPE AND CASING AUGERING FOR SEWERS
2. Line Grade. Procedures for surveying, controlling and checking line and
grade, including field forms.
3. Augering Observation and Monitoring. Procedures for preparing and
submitting daily logs of augering operations, including field forms.
4. Products and Materials. A plan for testing and submittal of test results to
demonstrate compliance with the specification and Contractor's design
criteria for permanent products, materiai and installations The plan
shall identify applicable standards and procedures for testing and
acceptance.
5. Monitoring Settlement. Submit a settlement Monitoring Plan if requested
by the Engineer.
1.06 CRITERIA FOR DETERMINING INSTALLATION LOADS
A. Pipes and casings shall be selected by the Contractor to carry overburden
pressure and applicable surcharge and installation loads.
B. The criteria to be used for truck loading shall be HS-20 vehicle loading
distributions in accordance with AASHTO.
C. The Contractor shall be responsible for the selection of the casing, pipe and pipe
joints to carry the thrust of the jacks or loads due to the pulling mechanism.
D. The Contractor shall select the diameter of the casing to meet the minimum
dimensions defined in the Drawings, and to permit practical installation
(including skids, pipe spiders and shims, if applicable) and grouting, where
required.
2.0 PRODUCTS
2.01 MATERIALS
A. Casing pipe shall be provided where shown on Drawings or indicated in
Specifications and be new a) uncoated welded steel pipe, manufactured in
accordance with AWWA C200 or b) PVC (SDR-26) if specifically designated
as such. The design stress in the pipe wall shall be 50 percent of the minimum
yield point of the steel or 18,000 psi, whichever is less when subjected to the
loading conditions. The design deflection to be used in determining wall
thickness shall not exceed 3 percent of nominal casing pipe size.
B. Sewer pipe shall be provided in accordance with Section 02530 - Gravity
Sanitary Sewers. The sewer pipe shall be selected by the Contractor and
verified by the Contractor's engineer to safely withstand all service loads,
including overburden pressures and surcharge loads together with all forces and
pressures induced in pipe and joints during installation.
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CITY OF PEARLAND
PIPE AND CASING AUGERING FOR SEWERS
C. For grouting materials refer to Section 02430 - Tunnel Grout.
3.0 EXECUTION
3.01 PROTECTION AND SAFETY
A. The Contractor shall be responsible for means and methods for augering pipe
and casing and shall ensure the safety of the work, the Contractor's employees,
the public, and adjacent property, whether public or private.
B. Perform construction operations in such a manner that will not interfere with the
operation of street or railroad, affect underground installations, or weaken or
damage any structure.
3.02 DRY AUGERING
A. Provide horizontal augering equipment of sufficient capacity for the diameter
and length of the casing to be installed and the anticipated ground conditions.
B. Provide heavy-duty jacks of a capacity suitable for forcing the excavating auger
and casing through the ground and a suitable jacking frame or backstop. Use
o perating jacks constructed so that even pressure is applied to all jacks used.
C. Provide steerable front section of casing to allow vertical grade adjustments. A
water level or other means shall be provided to allow monitoring of the grade
e levation of the auger casing.
D. Set casing to be jacked on guides, properly braced together, to support the
section of pipe and direct it to proper line and grade. Place the whole jacking
assembly so as to line up with the direction and grade of the pipe.
E. In unconsolidated soil formations, bentonite may be used toseal the voids
o utside the wall and furnish lubrication for the installation of casing. The use of
water to assist in lubrication to facilitate the removal of spoil is permitted,
however, water jetting of the soil is not allowed when jacking the casing.
F. Acceptance criteria for the sewer pipe when installed in casing shall be ± 6
inches in horizontal alignment from theoretical at any point between manholes,
including the receiving end, and ± 1-1/2 inches in elevation from the theoretical.
If the sewer pipe cannot be installed in the casing within these tolerances, the
Contractor may be required to realign the casing at no additional cost to City,
including any backfill or grouting of the abandoned hole. Any redesign of the
sewer and manholes made necessary by out of tolerance casing shall be at the
Contractor's expense and shall be signed by a Professional Engineer registered
in the State of Texas. The installed pipe must be capable of meeting the design
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CITY OF PEARLAND
PIPE AND CASING AUGERING FOR SEWERS
flow and velocities for a full pipe condition. Contractor is responsible for final
selection of casing diameter to assure these tolerances.
G. Insofar as practical and depending on the character of the soil encountered
during the augering operation, conduct operations without interruption to
prevent the pipe from seizing up in the hole before the installation is complete.
H. Repair casing damaged in augering operations by method acceptable to the
Engineer or remove and replace it.
3.03 SLURRY AUGERING
A. Provide horizontal boring equipment for drilling of pilot hole, slurry augering
equipment for excavating the full-sized hole for casing or pipe installation.
B. Drill a small diameter pilot hole for the entire length of the augered pipe. Check
the pilot hole for line and grade at the receiving end to determine if the larger
diameter hole will comply with this Specification. The pilot hole shall be
redrilled if the installed pipe would not meet the specified tolerances.
C. Auger the large -diameter hole by mechanical means for reaming the pilot hole.
The diameter of the augered hole sham be not more than 1 inch greater than the
outside diameter of the installed pipe measured from the barrel of the pipe.
Place excavated material outside the working pit and dispose of it, as specified
in Section 01500 - Temporary Facilities and Controls. Jetting is not permitted.
Augered holes which do not meet the specified tolerances shall be grouted.
D. In unconsolidated soil formations, use a bentonite slurry to maintain a stable
hole and furnish lubrication for the installation of the pipe. Install the pipe or
casing in one operation with the displacement of cuttings and slurry from the
hole in potentially unstable soils to prevent casing and settlement of the ground
surface.
E Depending on the character of the soil encountered during the augering
operation, conduct operations without interruption, insofar as practical, to
prevent the pipe from seizing up in the hole before the installation is complete.
F. Acceptance criteria for the installed sewer pipe shall be ± 6 inches in horizontal
alignment from theoretical at any point between manholes, including the
receiving end, and ± 1-1/2 inches in elevation from the theoretical If a
deviation exceeds these tolerances, the Contractor may be required to re -auger
the pipe at no additional cost to the City, including any backfilling or grouting
of the abandoned hole. Any redesign of the sewer and manholes made
necessary by out -of -tolerance sewer pipe shall be at the Contractor's expense
and shall be signed by a Professional Engineer registered in the State of Texas.
The installed pipe must be capable of meeting the design flow and velocities for
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CITY OF PEARLAND
PIPE AND CASING AUGERING FOR SEWERS
a full pipe condition. Contractor is responsible for final selection casing
diameter to assure these tolerances.
G. Remove any pipe damaged in augering operations and replace it.
3.04 AUGER PITS
A. Contractor's Pipe and Casing Augering Work Plan shall identify the location,
size, depth and layout, and ground support design of all augering and
observation pits, as well as a schedule of dates that each pit is expected to be
open.
B. Auger pits that are excavated as a part of open -cut sewer construction shall be in
accordance with Section 02318 - Excavation and Backfill for Utilities.
C. Install sheeting, lining, shoring, and bracing required for the protection of the
workmen and the public in accordance with Section 01570 - Trench Safety
Systems.
3.05 PIPE IN CASING
A. Pipes shall be installed in augered casings in accordance with this Section, as
applicable.
B. The annular void between sewer pipe and casing shall be grouted as one
monolithic placement from end to end of the casing to completely displace all
voids, following procedures defined in Contractor's Work Plan.
3.06 INFILTRATION LEAKAGE TESTING
Pipes installed by augering shall be tested in accordance with Section 02530 - Gravity
Sanitary Sewers and Section 02510 - Water Mains.
3.07 DISPOSAL OF EXCESS MATERIAL
All spoil shall be removed from the job site. Spoil removal and its disposal from the
job site shall be in accordance with Section 01500 - Temporary Facilities and Controls.
END OF SECTION
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CITY OF PEARLAND
AUGERING PIPE FOR WATER LINES
SECTION 02417
AUGERING PIPE FOR WATER LINES
PART1 GENERAL
1.01 SECTION INCLUDES
Installing water pipe by methods of augering.
1.02 UNIT PRICES
A. Augered pipe will be measured along the axis of the pipe and shall include
fittings. In the case of a branch pipe, the length of the pipe will be considered as
the distance from the axis of the line to the end of the branch. The length of the
pipe laid between two lines or from a line to an appurtenance will be measured
between the centerlines of each.
B. Auger pits and other excavations are incidental to the work. Trench Safety for
Auger Pits and other excavations for work specifically performed for this
section shall be included in Section 01570 - Trench Safety.
C. No separate payment will be made for pavement removal and replacement (i.e.,
lime stabilization, crushed limestone, hot mix asphalt surface course, cement
sand base, and concrete pavement, etc.) associated with augering.
D. If open -cut construction is requested by Contractor for his convenience in areas
designated for augering, and if approved in advance by the Engineer, such areas
shall be paid for at the Contract Unit Price for open -cut installation. Payment
includes necessary surface restoration and pavement repair.
E Refer to Section 01200 - Measurement and Payment for unit price procedures.
1.03 SUBMITTALS
A. Submit product data in accordance with requirements of Section 01350 -
Submittals.
B. Submit product data for casing insulators for approval.
C. Prior to commencement of work, furnish for the Engineer's approval, a plan
showing pit locations. Approval of this plan will not relieve Contractor from
responsibility to obtain specified results.
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CITY OF PEARLAND
AUGERING PIPE FOR WATER LINES
D. Show actual pit locations dimensioned on as -built drawings so that they can be
identified in field.
1.04 REGULATORY REQUIREMENTS
A. Conform to Texas Department of Transportation for installations under state
highways. Owner will obtain required permits for State Highway crossings.
City will make submittal to TxDOT. Contractor will supply Traffic Control
Plans.
B. Installations under railroads:
1. Secure and comply with requirements of right -of -entry for crossing
railroad company's easement or right-of-way from railroad companies
affected. Comply with railroad permit requirements. Submit copy to the
Engineer.
2. Use dry auger method only.
3. No extra compensation for damages due to delays caused by the railroad
requesting work to be done at hours which will not inconvenience the
railroad.
4. Maintain minimum 35-foot clearance from centerline of tracks.
PART2 PRODUCTS
2.01 MATERIALS
A. Piping and Fittings: As required by Drawings.
B. Casings: Where required by Drawings, in accordance with Section 02635
Steel Pipe and Fittings.
C. Insulators: Where casings are required by Drawings, casing insulator width 8
inches for pipe sizes 4 to 14 inches; 12 inches for pipe sizes 16 to 30 inches.
1. For welded steel pipe 12 inches and smaller, use Pipeline Seal &
Insulator Model PE, or approved equal.
2. For other pipe materials, use Pipeline Seal & Insulator Model C8G-2 or
approved equal for pipe sizes up to 12 inches.
3. For all pipe sizes above 12 inches, use Pipeline Seal & Insulator Model
C12G-2 or approved equal.
D. Casing End Seals: Provide Pipeline Seal & Insulator Model C or approved
equal.
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CITY OF PEARLAND
AUGERING PIPE FOR WATER LINES
PART3 EXECUTION
3.01 GENERAL
A. Do not exceed 100 feet for length of auger hole for PVC pipe less than 12 inches
in diameter without intermediate pit.
B. Do not exceed 75 feet for length of auger hole for PVC pipe 12 inches to 16
inches in diameter without intermediate pit.
C. Do not exceed 80 feet for length of auger hole for PVC pipe greater than 16-
inches in diameter without intermediate pit.
3.02 PREPARATION
Conform to applicable provisions of Section 02200 - Right -of -Way Preparation.
3.03 TRAFFIC CONTROL
A. Conform to applicable provisions of Section 01555 - Traffic Regulation and
Control.
B. Secure right -of -entry for crossing railroad company's easement or right-of-way.
3.04 JACKING
A. Comply with Section 01570 - Trench Safety Systems for all pits, access shafts,
end trenches and other excavations relating to work required by this
specification.
B. If grade of pipe at jacking end is below ground surface, excavate suitable pits or
trenches for conducting jacking operations and for placing end joints of pipe.
Wherever end trenches are cut in sides of embankment or beyond it, sheath
securely and brace such work to prevent earth caving.
C. No more than one joint shall be made-up in pit or trench prior to jacking.
D. Construction shall not interfere with operation of railroad, street, highway, or
other facility, nor weaken or damage embankment or structure.
E. During construction operations, furnish and maintain barricades and lights to
safeguard traffic and pedestrians as directed by the Engineer, until such time as
backfill has been completed and removed from site.
F. Provide heavy-duty jacks suitable for forcing pipe through embankment. Use
suitable jacking head, usually of timber, and suitable bracing between jacks and
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CITY OF PEARLAND
AUGERING PIPE FOR WATER LINES
jacking head and suitable jacking frame or backstop so that jacking pressure will
be applied to pipe uniformly around ring of pipe. Set pipe to be jacked on
guides, properly braced together, to support section of pipe and to direct it in
proper line and grade. Place jacking assembly in line with direction and grade
of pipe Excavate embankment material just ahead of pipe and remove material
through pipe. Force pipe through embankment with jacks, into space thus
provided.
G. Conform excavation for underside of pipe to contour and grade of pipe, for at
least one third of circumference of pipe. Provide clearance of not more than 2
inches for upper half of pipe. Taper off upper clearance to zero at point where
excavation conforms to contour of pipe.
H. Distance that excavation shall extend beyond end of pipe depends on character
of material, but it shall not exceed 2 feet in any case. Decrease distance on
instructions from the Engineer, if character of material being excavated makes it
desirable to keep advance excavation closer to end of pipe.
I. Jack pipe from low or downstream end. Lateral or vertical variation in final
position of pipe from line and grade established by the Engineer will be
permitted only to extent of 1 inch in 10 feet, provided such variation is regular
and only in one direction and that final grade of flow line is in direction
indicated on plans.
J. Use cutting edge of steel plate around head end of pipe extending short distance
beyond end of pipe with inside angles or lugs to keep cutting edge from slipping
back onto pipe
K. Once jacking of pipe is begun, carry on without interruption to prevent pipe
from becoming firmly set in embankment.
L. Remove and replace any pipe damaged in jacking operations.
M. Backfill pits or trenches excavated to facilitate jacking operations immediately
after completion of jacking of pipe.
N. Grout annular space when loss of embankment occurs or when clearance of two
inches is exceeded.
3.05 AUGERING (BORING)
A. Auger from approved pit locations. Excavate for pits and install shoring as
outlined above under' Jacking " Auger mechanically with use of a pilot hole
entire length of crossing and check for line and grade on opposite end of bore
from work pit. The large hole is to be no more than 2 inches larger than
diameter of bell. Place excavated material outside working pit and dispose of as
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CITY OF PEARLAND
AUGERING PIPE FOR WATER LINES
required. Use water or other fluids in connection with boring operation only to
lubricate cuttings; jetting will not be permitted.
B. In unconsolidated soil formations, a gel -forming colloidal drilling fluid may be
used. Fluid is to consist of at least 10 percent of high-grade processed bentonite
and shall consolidate cuttings of bit, seal walls of hole, and shall furnish
lubrication for subsequent removal of cuttings and installation of pipe.
3.06 CASING
Install casings as required by Drawings, in accordance with this section.
3.07 INSULATOR INSTALLATION
A. There must be no inadvertent metallic contact between casing and metallic
carrier pipe. Spacing of spacers should ensure that carrier pipe is adequately
supported throughout its length, particularly at ends, to offset settling and
possible electrical shorting. End spacer must be within 6 inches of end of casing
pipe, regardless of size of casing and carrier pipe or type of spacer used. Casing
spacers are designed to withstand much greater loads than can be safely applied
to most coatings. Therefore, spacing between spacers depends largely on load
bearing capabilities of pipe coating and flexibility of pipe.
B. Bottom of trench adjacent to each end of casing should be graded to provide
firm, uniform and continuous support for carrier pipe If trench requires some
backfill to establish final trench bottom grade, backfill material should be placed
in 6-inch lifts and each layer properly compacted.
C. Casing spacers should be installed in accordance with manufacturer's
instructions. Special care should be taken to ensure that all subcomponents are
correctly assembled and evenly tightened, and that no damage occurs during
tightening of insulators or carrier pipe insertion.
D. Annulus between carrier pipe and casing should be sealed with casing end seals
at each end of casing.
E Insulator Spacing:
1. Spacing shall be as shown on Drawing with maximum distance between
spacers to be 10 feet for pipe sizes 4 to 14 inches and 8 feet for pipe sizes
16 to 30 inches.
2. For ductile iron pipe, flanged pipe, or bell -and -spigot pipe, spacers
should be installed within one foot on each side of bell or flange and one
in center of joint when 18- to 20-foot-long joints are used.
3. If casing or carrier pipe is angled, bent or dented, spacing should be
reduced.
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CITY OF PEARLAND
AUGERING PIPE FOR WATER LINES
3.08 PITS
A Locate auger pits where there is minimum interference with traffic or access to
property.
B. Pit Size: Provide minimum 6-inch space between pipe and walls of bore pit.
Maximum allowable width of pit shall be 5 feet unless approved by the
Engineer. Width of pit at surface shall not be less than at bottom. Maximum
allowable length of pit shall be no more than 5 feet longer than one full joint of
pipe and shall not exceed 25 feet unless approved by the Engineer.
C. Excavate bore pits to finished grade at least 6 inches lower than grade indicated
by stakes or as approved by the Engineer.
D Backfill in accordance with Section 02318 — Excavation & Backfill for Utilities.
3.09 CLEANUP
Conform to applicable provisions of Section 01562 - Waste Material Disposal.
3.10 FILLING ANNULAR SPACE
Allowable variation from line and grade shall be as specified under "Jacking." Block
void space around pipe in augered hole with approximately 12 inches of packed clay or
similar material approved by the Engineer to prevent bedding or backfill from entering
the void around the pipe in the augered hole when compacted For pipe diameters 4
inches through 8 inches use minimum 1/2 cubic foot clay for pipe diameters 12 inches
through 16 inches use minimum 3/4 cubic foot clay.
END OF SECTION
4/00
02417-6
CITY OF PEARLAND
TUNNEL GROUT
SECTION 02430
TUNNEL GROUT
1.0 GENERAL
1.01 SECTION INCLUDES
A. Mix design requirements, testing, furnishing and production of grout for:
1. Pressure grouting of jacked -pipe.
2. Annular grouting of cased or uncased water and sewer pipes.
3. Grouting voids in ground resulting from caving, loss of ground, or
settlement.
4. Grouting of manholes constructed in shafts.
B. Compaction grouting is not part of this specification.
1.02 UNIT PRICE
No separate payment will be made for work performed under this Section. Include the
cost of such work in contract unit prices for work of which it is a component part.
1.03 DEFINITIONS
A. Pressure Grouting. Filling a void behind a liner or pipe with grout under
pressure sufficient to ensure void is properly filled but without overstressing
temporary or permanent ground support, or causing ground heave to occur.
B. Back Grouting. Secondary pressure grouting to ensure that voids have been
filled between primary tunnel or shaft liners and the surrounding ground.
C. Annular Grouting. Filling the annular space between the carrier pipe and the
primary tunnel liner, casing, or ground, by pumping.
D. Ground Stabilization Grouting. The filling of voids, fissures, or under -slab
settlement due to caving or loss of ground by injecting grout under gravity or
pressure to fill the void.
1.04 SUBMITTALS
A. Make submittals in accordance with Section 01350 - Submittals.
B. Submit a description of materials, grout mix, equipment and operational
procedures to accomplish each grouting operation The description may include
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CITY OF PEARLAND
TUNNEL GROUT
sketches as appropriate, indicating type and location of mixing equipment,
pumps, injection points, venting method, flowlines, pressure measurement,
volume measurement, grouting sequence, schedule, and stage volumes.
C. Submit a grout mix design report, including:
1. Grout type and designation.
2. Grout mix constituents and proportions, including materials by weight
and volume.
3. Grout densities and viscosities, including wet density at point of
placement.
4. Initial set time of grout.
5. Bleeding, shrinkage/expansion.
6. Compressive strength.
D. Maintain and submit logs of grouting operations indicating pressure, density,
and volume for each grout placement.
2.0 PRODUCTS
2.01 MATERIALS
A. Grouting materials: Conform to Section 03300 - Cast -in -Place Concrete, except
as modified in the following paragraphs.
B. Grout Type Applications.
1. Grout for pressure grouting and back grouting: Sand -cement mortar
mix.
2. Grout for annular grouting: Sand -cement mortar mix.
3. Grout for filling space around manholes in shafts: Sand -cement mortar
mix.
4. Ground stabilization: Sand cement mortar mix.
C. Do not include toxic or poisonous substances in the grout mix or otherwise
inject such substances underground.
2.02 GROUT
A Employ and pay for a commercial testing laboratory, acceptable to the Engineer,
to prepare and test the grout mix design. Develop one or more mixes based on
the following criteria as applicable:
1. Size of the annular void between sewer pipe and liner, or size of the void
between primary liner and the surrounding soil.
2. Absence or presence of groundwater.
4/00 02430-2
CITY OF PEARLAND
TUNNEL GROUT
3. Adequate retardation.
4. Non -shrink characteristics.
5. Pumping distances.
B. Prepare mixes that satisfy the required application. Materials used in grout mix
shall meet the following standards:
1. Cement: ASTM C150.
2. Fly Ash ASTM C618.
3. Water: Potable.
4. Slurry: ASTM C138
5. Sand for sand -cement mortar mix. ASTM C144.
C. Provide grout that meets the following minimum requirements:
1. Minimum 28 day unconfined compressive strength: 1,000 psi for sand -
cement mortar grout.
2. Determine strength by ASTM C942.
D. Fluidifier. Use a fluidifier, meeting ASTM C937, that holds the solid
constituents of the grout in colloidal suspension and is compatible with the
cement and water used in the grouting operations.
E. Admixtures.
1. Use admixtures meeting ASTM C494 and ASTM C1017 as required, to
improve pumpability, to control time of set, to hold sand in suspension
and to reduce segregation and bleeding.
2 Ensure that admixtures used in a mix are compatible. Provide written
confirmation from the admixtures' manufacturers of their compatibility.
3.0 EXECUTION
3.01 PREPARATION
A. Notify the Engineer at least 48 hours in advance of grouting operations.
B. Select and operate grouting equipment to avoid damage to new or existing
underground utilities and structures.
C. In selection of grouting placement consider pipe flotation length of pipe, length
of tunnel, depth from surface, type of sewer pipe type of pipe blocking and
bulkheading, grout volume and length of pipe to be grouted between bulkheads.
D. Operate any dewatering systems until the grouting operations are complete.
4/00 02430-3
CITY OF PEARLAND
TUNNEL GROUT
3.02 EQUIPMENT
A. Batch and mix grout in equipment of sufficient size and capacity to provide the
necessary quality and quantity of grout for each placement stage.
B. Use equipment for grouting of a type and size generally used for the work,
capable of mixing grout to a homogeneous consistency, and providing means of
accurately measuring grout component quantities and accurately measuring
pumping pressures. Use pressure grout equipment which delivers grout to the
injection point at a steady pressure.
3.03 ANNULAR GROUTING FOR WATER AND SEWER LINES IN CASED
OR UNCASED AUGERS
A. Fill the annular space between the water and sewer pipes and the casing or
ground, with grout.
B. Placement
1. Placement Limits: The limits of each grout placement stage shall be
predetermined by the size and capacity of the batching equipment and
the initial set time of the proposed grout. Under no circumstances shall
placement continue at a grout port longer than that period of time for the
mix to take initial set Grout hole spacing and locations shall be located
according -to the number of stages necessary to grout tunnel liners. A
stage or lift cannot be installed on another lift until a proper set has been
attained. Have placement procedures approved by the admixture or
additive manufacturer.
2 Limit pressure on the annular space to prevent damage or distortion to
the pipe or liner. Define the limiting and estimated required pressure
range Provide an open ended, high point tap or equivalent vent and
monitor it at the bulkhead opposite to the point of grouting.
3. Pump grout until a material discharging is similar in consistency to that
at point of injection.
4. In a primary lined tunnel, limit length of pipe installed to 200 feet or less
before grouting the same length of sewer line. Repeat this cycle until all
pipe is installed and grouted.
C. Remove temporary bulkheads installed for grouting.
3.04 PRESSURE GROUTING FOR JACKED PIPE
A. For jacked pipe 60 inches in diameter or greater, pressure grout the annulus after
installation displacing the bentonite lubrication. Jacked pipes less than 60-inch
diameter may be left ungrouted unless the excavated diameter exceeds the
external pipe diameter by more than one inch.
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CITY OF PEARLAND
TUNNEL GROUT
B. Inject grout through grout holes in the water and sewer pipes. Drilling holes
from the surface or through the carrier pipe walls is not allowed. Perform
grouting by injecting it at the pipe invert with bentonite displacement occurring
through a high point tap or vent
C. Control ground water as necessary to permit completion of grouting without
separation of the grout materials. _
D Limit pressures to prevent damage or distortion to the pipe or to keep flexible
pipe within acceptable tolerances.
E. Pump grout until material discharging is similar in consistency to that at point of
injection.
3.05 GROUND STABILIZATION GROUTING
A. Completely fill voids outside the limits of excavation caused by caving or
collapse of ground. Fill with gravity or pressure injected sand -cement grout as
necessary to fill the void.
B. Take care in grouting operations to prevent damage to adjacent utilities or
public or private property. Grout at a pressure that will not distort or imperil
any portion of the work or existing installations or structures.
C. Verify that the void has been filled by volumetric comparisons and visual
inspection. In the case of settlement under existing slabs, take cores as directed
by the Engineer, at no additional cost to the Owner, to demonstrate that the void
has been filled.
3.06 FIELD QUALITY CONTROL
A. Annular Grouting for Sewer Line in Cased or Uncased Augers. For cased or
uncased augers, make one set of four compressive test specimens for each
grouting operation, or for each 100 feet of pipe installed, whichever is more
frequent.
B. Pressure Grouting for Jacked Pipe. Make one set of four compressive test
specimens for every 400 feet of jacked pipe pressure grouting
C. Ground Stabilization Grouting. Make one set of four compressive test
specimens for every location where ground stabilization grouting is performed.
END OF SECTION
4/00 02430-5
CITY OF PEARLAND
WATER MAINS
SECTION 02510
WATER MALNS
PART1 GENERAL
1.01 SECTION INCLUDES
Installation of water mains, including valves, fire hydrants, wet connections, cut and
plug of mains, disinfection and hydrostatic testing for pipelines.
1.02 UNIT PRICES
Measurement for water mains open cut or augered, with or without casing, is on a linear
foot basis for each size of pipe installed.
A. Mains: Measure along axis of pipe and include fittings and valves.
B. Branch Pipe: Measure from axis of main to end of branch.
1.03 QUALITY ASSURANCE
Regulatory Requirements
A. Pipe shall bear Underwriter s Laboratories (UL) label.
B. Pipe material acceptable without penalty to State's community fire insurance
rating agency.
C. System acceptable to City and Texas Natural Resource Conservation
Commission.
D. Bacteriological disinfection acceptable to local health officials and Texas
Department of Health.
E. Water taps and drawoff lines in compliance with local municipal specifications
and regulations.
1.04 SUBMITTALS
A. Product Data:
1. Obtain from pipe manufacturer installation instructions, manuals, and
printed recommendations, except for Owner furnished pipe.
2. Retain product data on job site for reference.
3. Submit certified record of tests of pipe, fittings, or valves upon request
of Engineer.
4. Submit hydrant manufacturer flow and friction loss curve.
4/00 02510-1
CITY OF PEARLAND
WATER MAINS
B. Samples: Submit water samples from each 1000 ft. of completed and
disinfected water main to health authorities for testing for contamination.
•
1.05 PRODUCT HANDLING
A. Deliver pipe to trench in sound, undamaged condition.
B. Cut pipe neatly avoiding sharp, ragged, or unbeveled plain ends and do not
damage lining by cutting.
C. Remove damaged or rejected materials from project site.
1.06 ENVIRONMENTAL REQUIREMENTS
Do not lay pipe when it is raining or when trench is muddy, soft, or contains standing
water.
PART2 PRODUCTS
2.01 FITTINGS
A. Ductile iron or gray cast iron complying with AWWA C 110.
B. Mechanical joint fittings: AWWA C 110 and C 111.
C. Push On Joint Fittings: AWWA C111
D. All fittings shall be cement lined according to AWWA C-104.
2.02 POLYVINYL CHLORIDE (PVC) PRESSURE PIPE
A. Pipe: PVC pressure pipe 4 inches through 12 inches for water shall conform to
AWWA C-900. Class 150 pipe shall conform to requirements of DR18. PVC
compounds shall conform to ASTM D1784.
B. Pipe: PVC pressure pipe 16 inches diameter shall conform to AWWA C 905.
Class 235 pipe shall conform to requirements of DR 18 and have nominal 20-
foot lengths; cast iron equivalent outside diameter.
C. Joints: Joints of plastic pressure pipe using elastomeric seals shall confoimu to
ASTM D3139 Elastic seals shall conform to ASTM F-477.
D. Fittings: Above ground Fittings shall have ductile iron mechanical joints
conform to AWWA C-100 with joints meeting the requirements of AWWA C-
111 and below ground shall be push on fittings meeting the requirements of
AWWA C-111, unless approved otherwise in writing by the Engineer.
4/00
02510-2
CITY OF PEARLAND
WATER MAINS
E Tests: Each standard, random, or short length of pipe and each coupling sleeve,
when manufactured from same material as pipe, shall be tested in accordance
with USDC CS-272.
E Use Class 150 except pipe 6 in. or less shall be Class 200.
2.03 FIRE HYDRANTS
A. Type: Dry -barrel, break -top construction, traffic type conforming to AWWA C
502 with main valve opening at least 5 1/4 in. I.D, according to Section 02514.
B. Must break cleanly upon impact at or near ground line without loss of water_
C. Pressure Design: 150 lbs. working pressure and 300 lbs. hydrostatic test
pressure.
D. Compression type main valve such that main valve closes with water pressure
E. Materials: Bronze working parts.
F Each fire hydrant shall be equipped with two (2) two and one-half (2 %) inch
nominal inside diameter hose nozzles and one (1) 4.492 inch nominal inside
diameter pumper nozzle with National Standard Threads on each nozzle.
Contractor shall verify pumper and hose nozzle sizes and thread requirements
with the City of Pearland prior to ordering fire hydrants.
G. Nozzles: 18 in. minimum above nominal grade.
H. Nozzle Section: Rotatable 360 deg.
I. Centrifugally -cast ductile iron barrel.
J. Valve stem shall operate to OPEN COUNTER CLOCKWISE.
K. Bronze -to -bronze drain mechanism utilizing no facing, 0-rings, or other non-
metallic parts.
L. Drain activated by main operating rod.
M. Entire inside assembly, including valve seat and all moving parts removable
from top.
N. 6 in. bottom connection and lead-in with 6 in. gate valve and box.
O. Flat bottom, ribbed back and strapping lugs to facilitate installation.
4/00
02510-3
CITY OF PEARLAND
WATER MAINS
P. Provisions for lubricating operation threads without disassembly.
•
Q. Finish: Paint with one coat of primer and two finishing coats of manufacturer's
standard paint. Color shall be ACE #225A120 Blue for the Bonnet and ACE
#225A100 White for the hose nozzles and stem.
R. Coat below ground line with asphalt base coating.
S. Inlet Connection Type: Mechanical joint.
T. Acceptable Product:
U. All fire hydrants for this project shall be manufactured by Mueller, 110
Centurion or CLOW 5 1/4" Medallion.
V. Contractor shall submit shop drawing for fire hydrant prior to ordering fire
hydrant.
2.04 VALVES
A. General:
1. Manual operators:
a. Provide handwheel manual operators for in -plant valves.
b Equip buried valves with 2 in. square operating nuts.
c. Furnish no less than one operating key with each lot of 10
buried valves with nut operators.
2. Rotation: OPEN COUNTERCLOCKWISE (OPEN LEFT).
3. Shop coating:
a. Shop coat ferrous metal surfaces of valves both interior and
exterior for corrosion protection.
b. Protect internal iron surfaces of valves with coating of 4 mils
dft. of two-part thermosetting epoxy: AWWA C 550.
c. Protect external iron surfaces of valves with coatings of asphalt
varnish, FS TT-V-51.
4. Working and test pressures:
a. Valves 2 in. through 12 in.: 200 psi working pressure, 400 psi
hydrostatic test pressure.
b. Valves 14 in. through 36 in.: 150 psi working pressure, 300 psi
hydrostatic test pressure.
B Buried Gate Valves (3 in. Through 36 in.):
1. Comply with AWWA C500, non -rising stem (NRS), splitwedge, double
disc type.
2. Cast iron body and bonnet, inside screw.
3. Bronze: Seat and disc rings, stem and mountings, and disc wedges.
4/00
02510-4
CITY OF PEARLAND
WATER MAINS
4. "0" ring sealed stem and 2 in. square operating nut.
5. Valves 4 in. through 16 in.: Vertical type without by-passes.
6. Valves 18 in. through 36 in.: Horizontal type with enclosed steel bevel
gears, standard size by-pass valves and roller tracks and scrapers.
7. Install in section of horizontal pipe.
8. Mechanical joint ends with gasketing complying with AWWA C 111.
9. Acceptable product:
a. "500 Series", Kennedy Valve Manufacturing Co.
b. "2480 Series", CLOW
c. "A-2380 Series", Mueller Co.
C. Gate Valves (Smaller than 3 in.):
1. 2 in. and 2 '/ in. gate valves:
a. 200 psi hydrostatic test pressure, iron body, brass trimmed,
double disc gate, non -rising stem.
b. Acceptable double disc gate valve: "No. 2485", by Crane,
"561X' by Kennedy Valve.
c. Acceptable screwed gate valve: "No. 480" by Crane, "57X" by
Kennedy Valve.
2. Smaller than 2 in.gate valves:
a. 200 psi hydrostatic test pressure, brass body, rising stem, solid
wedge, capable of being repacked under pressure when valve is
fully open.
b. Acceptable threaded end gate valves: "No. 428" by Crane.
D. Tapping Valves and Tapping Sleeves: Tapping sleeves and valves shall be of
the size indicated on the drawings and shall be Mueller H-610 or equal or
Mueller H-662 or equal.
E Globe Valves (% in. thru 2 in.):
1. Rated for 200 psi water service.
2. Screwed ends.
3. Bronze body and disk.
4. Acceptable product: "No. 1250", Crane.
F. Valve Boxes:
1. Cast iron, threaded screw extension sleeve type, adjustable suitable for
depth of cover over pipe, with base and cover.
2. 3/16 in. thick, 5 in. diameter minimum.
3. Coat valve box, base, and cover with hot bituminous varnish FS TT-V-
51.
4. Provide with suitable cast iron bases and covers.
5. Covers: Cast name designating type of service, e.g., "WATER" for
water service.
4/00 02510-5
CITY OF PEARLAND
2.05 RELATED MATERIALS
WATER MAINS
A. Concrete: As specified in Section 03300 - Cast -in -Place Concrete.
B. Meter Box:
1. Cast iron to Owner's dimensions: ASTM A 48.
2. Prefabricated cast concrete or plastic meter box to Owner's dimensions.
C. Underground Copper Tubing- Type "K" soft annealed, ASTM B 88, straight 20
ft. lengths in 1 %2 in. and 2 in. sizes.
D. Underground Curb Stops and Fittings: ASTM B 62, red brass (bronze).
E Polyethylene wrap as specified in Section 02512 - Polyethylene Wrap, Type I
low density 8 mils. thickness.
PART3 EXECUTION
3.01 PREPARATION
A. Thoroughly clean pipe interiors of foreign matter before being lowered into
trench.
B. Clean hydrant and valve interiors of foreign matter before installation.
3.02 INSTALLATION
A. Inspection:
1. Carefully examine each piece of pipe for soundness and specifications
compliance after delivery at trench before placing in trench.
2. Remove rejected pipe and fittings from site of work and replace with
sound pipe.
3. Pipe and fittings will be rejected because of any of the following:
a. Cracks in pipe or fittings.
b. Damaged or cracked ends.
c. Damaged gaskets or gasket groves.
d. Less than minimum wall thickness.
e. Defects and deformations.
B. Cleaning•
1. Clean interior of pipe and fittings of foreign matter before laying.
2. Keep interiors and ends clean during installation.
3. Keep joint contact surfaces clean during installation.
4. Take precautions to prevent foreign material from entering pipe during
installation.
5. Do not place rubbish, tools, rags, or other materials in pipe.
4/00
02510-6
CITY OF PEARLAND
WATER MAINS
Whenever pipe laying is stopped, place plugs in uncompleted ends of
pipe.
C. Installation:
1. Install pipe, couplings, and fittings in accordance with pipe
manufacturer's recommendations.
2. Install gaskets and necessary lubricants.
3. Full length of each barrel of pipe shall rest solidly on pipe bed with
recesses excavated to accommodate bells and joints
4. Take up and relay pipe that has grade or joint disturbed.
5. Do not joint pipe with water in trench.
6. Keep water out of trench until jointing is completed.
7. Do not lay water pipe closer than 10 ft. horizontally from sanitary sewer.
8. Do not locate joints at cross -over with sanitary sewers closer than 9 ft.
from cross -over point.
9. Where water lines cross sanitary sewers, construct sewer from cast iron,
ductile iron, or PVC pressure pipe rated for 200 psi for distance of 9 ft.
each side of crossing with no joint located within 9 ft. of crossing or
construction sewer with initial backfill zone filled with cement stabilized
sand (2 or more bags of cement per cubic yard of sand) for all sections of
sewer within 9 ft. of the water line).
10. Where pipe ends are left for future connections, install valve and plug or
cap end. Twenty foot minimum line section required between valve and
plug or cap end.
11. Install concrete thrust Mocking at bends and tees and at ends of lines to
provide adequate reaction backing.
D. Polyvinyl Chloride (PVC) Pipe: Install in compliance with ASTM D 2774.
E. Steel Pipe: Installation in a dry augered hole shall comply with Specification
02417 Augering Pipe for Water Lines.
F. Setting Valves, Valve Boxes, and Fire Hydrants:
1. Set plumb.
2. Center valve boxes on valves.
3. Where feasible, locate valves outside area of roads and streets.
4. Carefully tamp earth fill around each valve box to distance of 4 ft. on all
sides or to undisturbed trench face if less than 4 ft.
5. Set hydrants at elevation so that connecting pipe will not have less cover
than mains.
6. Set hydrants on slab of concrete.
7. Depth of bury of hydrant is defined as distance from bottom of inlet pipe
to ground line.
8. Place concrete thrust block back of hydrant opposite pipe connections set
against vertical face of trench to prevent from blowing off line.
4/00 02510-7
CITY OF PEARLAND
WATER MAINS
9. If character of soil is such that hydrant cannot be securely wedged with
thrust block, use 3/4 in. stock bridle rods and rod collars protected by
coat of acid -resisting paint.
10. Place not less than 5 cu. ft. of broken stone around base of hydrant to
ensure drainage
11. Compact backfill to grade line.
12. Tighten stuffing boxes.
13. Test hydrant and valve in opened and closed position to ensure that parts
are in working condition.
G. Anchorage of Fittings:
1. Anchor tees, elbows, and plugs in water mains with concrete thrust
blocks.
2. Place blocks so that joints will be accessible for inspection and repair.
3.03 WET CONNECTIONS
A. Definitions:
1. Wet connections consist of isolating sections of pipe to be connected
with installed valves, draining the isolated sections, and completing the
connections.
2. Connection of 2 inch or smaller lines, which may be referred to on
Drawings as ' 2 inch standard connections' or "gooseneck connections"
will be measured as 2" wet connections. This item is not to be used as
any part of a 2-inch service line.
B. Materials:
1. Corporation stops and saddles shall conform to requirements of Section
02515 — Water Tap and Service Line Installation.
2. Valves shall conform to requirements of Section 02541 — Water and
Wastewater Line Valves.
3. Brass fittings shall conform to requirements of AWWA C800.
C. Execution:
1. Plan wet connections in such manner and at such hours as to least
inconvenience public. Notify Engineer at least 48 hours in advance of
making connections.
2. Do not operate valves on mains in use by Owner. Owner will handle, at
no cost to Contractor, all operations involving opening and closing
valves for wet connections
3. Conduct connection operations when Inspector is at job site. Connection
work shall progress without interruption until complete, once existing
mains have been cut or plugs has been removed for making connections.
D. 2-Inch Wet Connections Tap water main. Provide and ils*all corporation
stops saddles; copper tubing as required for line and grade adjustment; and
4/00
02510-8
CITY OF PEARLAND
WATER MAINS
brass fittings necessary to adapt to existing main. Provide 2-inch valves when
indicated on Drawings for 2-inch copper gooseneck connections.
3.04 CUT, PLUG AND ABANDONMENT OF MAINS
A. Materials:
1. Concrete for reaction blocks: Class B conforming to requirements of
Section 03300 — Cast -in -place Concrete.
2. Plugs and clamps shall be suitable for type of pipe to be plugged.
B. Execution:
1. Do not begin cut, plug and abandonment operations until replacement
main has been constructed, disinfected, and tested, and all service lines
have been transferred to replacement main.
2. Install plug, clamp, and concrete reaction block and make cut at location
shown on Drawings.
3. Main to be abandoned shall not be valved off and shall not be cut or
plugged other than at supply main or as shown on Drawings.
4. After main to be abandoned has been cut and plugged check for other
sources feeding abandoned main. If sources are found, notify Engineer
immediately. Cut and plug abandoned main at point of other feed as
directed by Engineer.
5. Plug or cap a1.1 ends or openings in abandoned main in an acceptable
manner approved by Engineer.
6. Remove and dispose of all surface identifications such as valve boxes
and fire hydrants. Valve boxes in improved streets, other than shell, may
be poured full of concrete after removing cap.
7. Backfill all excavations in accordance with Section 02318 - Excavation
and Backfill for Utiltities.
8. Repair all street surfaces in accordance with Section 02980 - Pavement
Repair and Resurfacing.
3.05 DISINFECTION
A. All waterlines constructed shall be promptly disinfected before any tests are
conducted on waterlines and before waterlines are connected to water
distribution system.
B. Water for disinfection and flushing will be furnished without charge to
Contractor.
C. Preparation:
1. Furnish all required temporary blind flanges, cast-iron sleeves plugs,
and other items needed to facilitate disinfection of new mains prior to
connecting them to water distribution system. Normally, each valved
4/00
02510-9
CITY OF PEARLAND
WATER MAINS
section of waterline requires two each 3/4-inch taps. A 2-inch minimum
blow -off is required for waterlines up to and including 6-inch diameter.
2. Fire hydrants shall be used as blow -offs to flush newly constructed
waterlines 8-inch diameter and above. Where fire hydrants are not
available on waterlines, locations and designs for blow -offs shall be as
indicated on Drawings. Install temporary blow-cff valves and remove
promptly upon successful completion of disinfection and testing.
Abandon tap by use of a full circle stainless steel clamp. _
3. Slowly fill each section of pipe with water in a manner approved by
Engineer. Average water velocity when filling pipeline should be less
than 1 fps and shall not, under any circumstance, exceed 2 fps. Before
beginning disinfection operations, expel all air from pipeline.
4. All excavations made shall be backfilled immediately after installation of
risers or blow -offs.
5. Install blow -off valves at end of main to facilitate flushing at all dead-
end water mains. Install permanent blow -off valves as per drawing.
D. Disinfection:
1. Use not less than 100 parts of chlorine per million parts of water.
Introduce chlorinating material to water lines in accordance with
AWWA C651. After contact period of not less than 24 hours, flush
system with clean water until residual chlorine is no greater than 1.0
parts pei million parts of water. Open and close valves in lines being
sterilized several times during contact period.
2. If a chemical compound is used for a sterilizing agent, it shall be placed
in pipes as directed by Engineer.
E Bacteriological Testing: After disinfection and flushing of waterlines,
bacteriological tests will be performed by Owner or testing laboratory in
accordance with Section 01450 - Testing Laboratory Services. If test results
indicate need for additional disinfection of waterlines based upon Texas
Department of Health requirements, Contractor shall perform additional
disinfection operations at no additional cost to the Owner.
F. Completion: Upon completion of disinfection and testing, remove risers except
those approved for use in subsequent hydrostatic testing, and backfill excavation
promptly.
3.06 HYDROSTATIC TESTING
A. Hydrostatically test all new water pipelines for liquids after disinfection, if
required, and before connecting to water distribution system.
B. Pipelines shall be tested in lengths between valves, or plugs, of not more than
1,500 feet unless greater length is approved by Engineer.
4/00
02510-10
CITY OF PEARLAND
WATER MAINS
C. Conduct hydrostatic tests in presence of Engineer in accordance with
requirements of this Section.
D. Preparation: Disinfect water system pipelines prior to hydrostatic testing.
E. Test Procedures:
1. Furnish, install, and operate connections, pump, meter and gages
necessary for hydrostatic testing.
2. Allow pipeline to sit minimum of 24 hours from time it is initially
disinfected until testing begins, to allow pipe wall or lining material to
absorb water. Contractor should be aware that periods of up to 7 days
may be required for mortar lining to become saturated.
3. Expel all air and apply a minimum test pressure of 125 psi or 150 psi as
directed by Engineer.
4. Maintain test pressure for 8 hours. If a large quantity of water is
required to maintain pressure during test, testing shall be discontinued
until cause of water loss is identified and corrected.
F. Allowable Leakage for Water Mains:
1. During hydrostatic tests, no leakage will be allowed for sections of water
mains consisting of welded joints.
2. Maximum allowable leakage for water mains with rubber gasketed
joints: 11.65 gallons per inch nominal diameter per mile of pipe per 24
hours while testing at the required pressure.
G. Correction for Failed Tests:
1. Repair all joints showing visible leaks on surface regardless of total
leakage shown on test. Check all valves and fittings to ensure that no
leakage occurs that could affect or invalidate test. Remove any cracked
or defective pipes, fittings and valves discovered during pressure test and
replace with new items.
2 Engineer may direct Contractor to disinfect failed lines after repair and
prior to retesting. Conduct subsequent disinfection operations in
accordance with requirements under Disinfection
3. Repeat test until satisfactory results are obtained.
H. Completion: Upon satisfactory completion testing, remove risers remaining
from disinfection and hydrostatic testing, and backfill excavation promptly.
END OF SECTION
4/00 02510-11
CITY OF PEARLAND
POLYETHYLENE WRAP
PART1 GENERAL
SECTION 02512
POLYETHYLENE WRAP
1.01 SECTION INCLUDES
Polyethylene wrap for cast and ductile iron pipe to be used only in open -cut
construction when cathodic protection system is not required by Drawings.
1.02 UNIT PRICES
No separate payment will be made for polyethylene wrap. Include cost of polyethylene
wrap in unit price for items wrapped.
1.03 SUBMITTALS
A. Submit product data in accordance with Section 01350 - Submittals.
B. Submit product data for proposed film and tape for approval.
PART2 PRODUCTS
2.01 MATERIALS
A. Polyethylene Film: Tubular or sheet form without tears, breaks, holidays or
defects; conforming with requirements of AWWA C 105, 2.5 to 3 percent
carbon black content, either low- or high -density:
1. Low -density polyethylene film. Low -density polyethylene film shall be
manufactured of virgin polyethylene material conforming to the
following requirements of ASTM D 1248.
a. Raw material.
i. Type : I
ii. Class: C (black)
iii. Grade: E-5
iv. Flow rate (formerly melt index): 0.4 g/10 minute,
maximum
v. Dielectric strength: Volume resistivity, 1015 ohm -cm,
minimum
b. Physical properties.
i. Tensile strength: 1200 psi, minimum
ii. Elongation: 300 percent, minimum
4/00 02512-1
CITY OF PEARLAND
POLYETHYLENE WRAP
iii. Dielectric strength: 800 V/mil thickness, minimum
iv. 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.
i. Type: III
ii. Class: C (black)
Grade: P33
iv. Flow rate (formerly melt index): 0.4 to 0 5g/10 minute,
maximum
v. Dielectric strength: Volume resistivity, 1015 ohm -cm,
minimum
b. Physical properties.
i. Tensile strength: 5000 psi, minimum
ii. Elongation: 100 percent, minimum
iii. Dielectric strength: 800 V/mil thickness, minimum
iv. 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.
PART3 EXECUTION
3.01 INSTALLATION
A. Preparation:
1. Remove all lumps of clay, mud, cinders, etc., on pipe surface prior to
installation of polyethylene encasement. Prevent soil or embedment
material from becoming trapped between pipe and polyethylene.
2. Fit polyethylene film to contour of pipe to effect a snug fit, but not tight;
encase with minimum space between polyethylene and pipe Provide
sufficient slack in contouring to prevent stretching polyethylene where it
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.
4/00
02512-2
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.
4/00 02512-3
CITY OF PEARLAND
POLYETHYLENE WRAP
2 Lower wrapped pipe into trench and make up pipe joint with preceding
section of pipe. Make shallow bell hole at joints to facilitate installation
of polyethylene. After completing joint, make overlap and secure ends.
3. Repair cuts, tears, punctures, or other damage to polyethylene. Proceed
with installation of next section of pipe in same manner.
E Pipe -shaped Appurtenances: Cover bends, reducers, offsets, and other pipe -
shaped appurtenances with polyethylene in same manner as pipe.
F. Odd -shaped Appurtenances: When it is not practical to wrap valves, tees,
crosses, and other odd -shaped pieces in tube wrap with flat sheet or split length
of polyethylene tube by passing sheet under appurtenance and banging 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
4/00
02512-4
CITY OF PEARLAND
FIRE HYDRANT ASSEMBLY
SECTION 02514
FIRE HYDRANTS ASSEMBLY
PART1 GENERAL
1.01 SECTION INCLUDES
Fire hydrants.
1.02 UNIT PRICES
A. Measurement is on a lump sum basis for each fire hydrant installed. Payment
shall include tees, bends, control valves, leads and fire hydrants complete and
in -place.
B. Measurement for fire hydrant branches (leads) is on a linear foot basis for each
branch installed if called out as a separate bid item. Separate payment will be
made for open cut and augered branches.
C. Measurement for removing and salvaging of fire hydrants is on a lump sum
basis for each fire hydrant removed. This includes removing hydrant and valve
if available, plugging branch line and removing materials from site. Return
salvage fire hydrants to Owner.
D. Refer to Section 01200 - Measurement and Payment for unit price procedures.
1.03 SUBMITTALS
Submit product data in accordance with Section 01350 - Submittals.
A. Control drawing(s) for proposed hydrant: Include model number, parts list, and
material specifications, unique drawing number and descriptive legend
identifying hydrant. Such drawing(s) should be same as approval drawing(s) on
file with the Owner.
B. Material safety data sheets for lubricants.
C. Affidavit of compliance for coating materials.
D. Certified hydraulic performance test report for proposed hydrant.
4/00 02514-1
CITY OF PEARLAND
PART2 PRODUCTS
2.01 HYDRANT MATERIALS
FIRE HYDRANT ASSEMBLY
A. Hydrants: AWWA C502 dry barrel design; tamper resistant; same
manufacturer throughout project.
1. "0" Ring Seal Packing: Prevent water leakage between barrel and
lubrication chamber. Provide dynamic seals of Buna "N' or other oil
resistant material and static seals of Buna "N" or other approved
synthetic rubber.
2. Bronze: Hydrant components in waterway to contain not more than 15
percent zinc and not more than 8 percent lead.
3. Acceptable Manufacturer: Mueller Super Centurian 250 or approved
equal.
4. Operating Stems* Everdur, or other high -quality non -corrodible metal
where threads are located in barrel or waterway. Bronze -to -bronze
working parts in waterway; genuine wrought iron or steel where threads
are not located in barrel or waterway, bronze bushed at penetration of
stuffing box; seal threads against contact with water regardless of open
or closed position of main valve. Connect operating stems with
breakable coupling.
5. Main Valve (shut-off valve): Circular compression -type' closes with
line pressure; minimum opening of 5-1/4 inches in diameter. Seal
bottom end of stem threads from contact with water with cap nut.
6. Valve Mechanism. Bronze valve seat ring threaded into bronze drain
ring; seat ring and main valve assembly removable from above ground
through upper barrel with lightweight seat removal wrench; breakable
stem coupling opposite barrel breakaway; bronze or corrosion -resistant
pins and locking devices; bronze valve stem sleeve, 0-ring seals and
travel stop; sealed lubricating reservoir at top and bottom which fully
lubricates threads and bearing surfaces when opening or closing main
valve; thrust bearing or lubricated thrust collar for operating assembly.
Lubricants: Food Grade. Valve Seat: Molded "Natural" rubber; scale
durometer rating of 90 ±5, minimum thickness of 1/2 inch. Natural
Rubbers: Resistant to microbiological attack.
7. Lower Hydrant Barrel. Single piece coupled to upper barrel to allow
360-degree rotation of upper barrel. Bury Length: Distance from
bottom of inlet to ground line as specified. Ground Line Clearly
marked on barrel. Indicate inside diameter and wall thickness (with
tolerances) for upper barrel, lower barrel, and bonnet sections. Show
dimensions at minimum sections to demonstrate compliance with
Paragraph 3.2.6 of AWWA C502.
8. Extensions: Permit use of one or more standard extensions available
from manufacturer in lengths from 6 inches to 60 inches in 6-inch
increments.
4/00
02514-2
CITY OF PEARLAND
FIRE HYDRANT ASSEMBLY
9. Provide hydrants with automatic, positively operating, non -corrodible
drain or drip valve to drain hydrant completely when main valve is shut.
Bronze or corrosion resistant drain line. Tapping of drain holes is not
required.
10. Inlet Connection: Elbow with AWWA Standard bell designed for 6-inch
mechanical joint, or push -on. Joints: ANSI A21.11, AWWA Cl 11.
11. Operating Nut and Hold-down Nuts: Stainless steel or cast or ductile
iron with bronze inserts or, as an alternative, provide security device
with bronze operating nut. Any such security devices shill not require
special tools for normal off/on operation of hydrant. Fabricate hold-
down assemblies of suitable metallic materials for service intended.
12. Field -Replaceable Nozzles: NFPA No. 194, ANSI B26-1925
mechanically attached to hydrant body counterclockwise sealed with
"O' rings and mechanically located into place; provide two hose nozzles
with 2 'A inch nominal inside diameter and one pumper nozzle with 4 'h
inch nominal inside diameter; National Standard Threads; lock in place
with security device.
13. Pumper Nozzle: Allow a minimum unobstructed radius of 10 inches
from threaded surface of nozzle throughout path of travel of wrench or
other device used to fasten hose to nozzle.
14. Nozzle Caps: Security chains to hydrant barrel, minimum 1/8 inch
diamter "Natural" rubber or neoprene gasket seals.
15. Hydrant shoe with 6-inch cast or ductile iron pipe diameter inlet,
flanged, swivel or slip joint with harnessing lugs for restrained joints.
Underground flanging shall incorporate minimum of six full 3/4-inch
diameter electro-galvanized or cadmium coated steel bolts or four 5/8-
inch diameter stainless or cadmium coated steel bolts.
16. Provide traffic model hydrants equipped with safety flange on hydrant
barrel and stem. Equip body of hydrant with breakable flange, or
breakable bolts, above finish grade.
B. Lubricate hydrants with food grade oii or with grease meeting requirements of
FDA 21 CFR 178.3570 and manufactured with FDA approved oxidation
inhibitors.
C. Accomplish replenishment of lubricant for hydrant working parts without
removing hydrant bonnet. Store lubricant system in reservoir. Lubricate
bearing surfaces and working parts during normal operation of fire hydrant.
D. Hydrant Painting: Shop coated as follows:
1 Exterior Above Traffic Flange (including bolts and nuts)
a. Surface Preparation: SSPC-SP10 (NACE 2); near white blast
cleaned surface.
b. Coat with a three (3) coat alkyd/alkyd/silicone alkyd system
with a total dry film thickness (DFT) of 6 - 9 mils as follows:
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CITY OF PEARLAND
FIRE HYDRANT ASSEMBLY
c. Prime Coat : Oil Modified Alkyd Primer, Acro Products No.
1104, Heavy Duty Tank & Steel Primer, or approved equal;
SSPC Paint Specification No. 25. Total dry film thickness
(DFT) 2 - 3 mils
d. Intermediate Coat. Heavy Duty Industrial Alkyd Enamel, Acro
Products No. 2214, or approved equal; SSPC Paint
Specification No. 104; Federal Standard FF-E-489. Total dry
film thickness (DFT) 2 - 3 mils.
e. Finish Coat: Silicone Alkyd Resin Enamel, Acro Products No.
2215 or approved equal; SSPC Paint Specification No. 21.
Total dry film thickness (DFT): 2 - 3 mils Exception: hydrant
bonnet shall not be finish shop coated - only intermediate
coated. Finish coating shall be field applied and color coded
when installed.
f. Colors: Primer: Manufacturers standard color Finish coat of
hydrant body: Blue (Acro 555 crystal blue or equivalent). Base
connection caps: Finish coated white; paint white band of
finish coat two inches (2") in width on hydrant body
approximately six inches (6") above traffic flange and parallel
thereto. Intermediate coat: Contrasting color to blue finish
color, such as white.
2. Exterior Below Traffic Flange:
a. Surface Preparation: SSPC-SP10 (NACE 2); near white blast
cleaned surface.
b. Coat with a three (3) coat system as follows:
c. Primer and Intermediate Coat: Cal tar epoxy, Acro Products
No. 4467, or approved equal; SSPC Paint Specification No. 16.
Apply two (2) coats with a dry film thickness (DFT) of 8 - 10
mils each for a total dry film thickness (DFT) of 16 - 20 mils.
d. Finish Coat: Water based vinyl acrylic mastic, Acro Products
No. 7782, or approved equal. Apply one (1) coat with a dry
film thickness (DFT) of 6 - 8 mils. Finish coat color: Same as
finish coat for exterior above traffic flange, i.e. blue (Acro 555
crystal blue or equivalent).
3. Interior Surfaces Above and Below Main Valve:
a. All materials used for internal coating of hydrant interior
ferrous surfaces must conform to ANSI/NSF Standard 61 as
suitable for contact with potable water as required by Chapter
290, Rules and Regulations for Public Water Systems, Texas
Natural Resource Conservation Commission (TNRCC).
b. Surface Preparation: SSPC-SP10 (NACE 2); near white blast
cleaned surfaces.
c. Coating: Liquid or powder epoxy system, AWWA Standard
C550 latest revision. Coating may be applied in two (2) or
three (3) coats, according to manufacturers recommendations,
for a total dry film thickness (DFT) of 12 - 18 mils.
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02514-4
CITY OF PEARLAND
FIRE HYDRANT ASSEMBLY
4. General Coating Requirements: Coatings to be applied in strict
accordance with manufacturer's recommendations. No requirements of
this specification shall cancel or supersede written directions and
recommendations of specific manufacturer so as to jeopardize integrity
of applied system.
5. Hydrant supplier shall furnish an affidavit of compliance that all
materials and work furnished complies with requirements of this
specification and applicable standards referenced herein.
2.02 HYDRANT PERFORMANCE STANDARDS
A. Hydraulic Performance Standards:
1. Provide hydrants capable of a free discharge of 1500 gpm or greater
from single pumper nozzle at a hydrant inlet static pressure not
exceeding 20 PSIG as measured at or corrected to hydrant inlet at its
centerline elevation.
2. Provide hydrants capable of a discharge of 1500 gpm or greater from
single pumper nozzle at a maximum permissible head loss of 8.0 psig
(when corrected for inlet and outlet velocity head) for an inlet operating
pressure not exceeding 37 psig as measured at or corrected to hydrant
inlet at its centerline elevation.
B. Hydraulic Performance Testing: AWWA C502; conduct certified pressure loss
and quantity of flow test by qualified testing laboratory on production model (5-
foot bury length) of hydrant (same catalog number) proposed for certification.
Submit certified test report containing following information:
1. Date of test, no more than five years prior to date of proposed use, on
fire hydrant with similar hydraulic characteristics.
2. Name, catalog number, place of manufacture, and date of production of
hydrant(s) tested.
3. Schematic drawing of testing apparatus, containing dimensions of piping
elements including*
4. Inside diameter and length of inlet piping.
5. Distance from flow measuring points to pressure measurement point.
6. Distance from flow and pressure monitoring points to hydrant inlet.
7. Distance from pressure monitoring point to nozzles.
8. Inside diameter and length of discharge tubing.
9 Elevation of points of measurement, inlet, and
10. Reports, or certificates documenting accuracy of measuring devices used
in test.
C. Conduct test on at least three separate hydrants of same fabrication design. Inlet
water temperature: 70 degrees F + 5 degrees F.
4/00 02514-5
CITY OF PEARLAND
FIRE HYDRANT ASSEMBLY
D. Provide hydrants equipped with breakable barrel feature and breakable valve
stem coupling such that vehicular impact will result in clean and complete break
of barrel and valve stem at breakable feature. Provide hydrant shutoff valve
which remains closed and tight against leakage upon impact.
2.03 LEADS
Branches (Leads): Conform to requirements of Section 02634 - Ductile -iron Pipe and
Fittings, Section 02635 - Steel Pipe and Fittings, and Section 02534 - PVC Pipe.
PART3 EXECUTION
3.01 INSTALLATION
A. Set fire hydrant plumb and brace at locations and grades as shown on Drawings.
When barrel of hydrant passes through concrete slab, place a piece of standard
sidewalk expansion joint material, 3/4 inch thick, around barrel at penetration.
B. Locate nozzle centerline minimum 18 inches above finish grade.
C. Place 12-inch x 12-inch yellow indicators (plastic, sheet metal, plywood, or
other material approved by Engineer) on pumper nozzles of new or relocated
fire hydrants installed on new mains not in service. Remove indicators after
new main is tested and approved by Engineer.
D. Do not cover drain ports when placing concrete thrust block.
E. All changes in profile from approved plans due to obstructions not shown on
plans which require a change in depth of bury of fire hydrant shall be approved
in writing by Engineer for design prior to installation of hydrant. Any
adjustment required in flow line of water main or to barrel length of fire hydrant
shall be incidental to unit price of fire hydrant and no separate payment shall be
made for such adjustments.
F. Remove and dispose of fire hydrants shown on Drawings as per paragraph 1.02.
G. Owner may, at any time prior to or during installation of hydrants for a specific
project, randomly select a furnished hydrant for disassembly and laboratory
inspection, at Owner s expense, to verify compliance with Owner's
requirements. If such hydrant is found to be non -compliant, replace at
Contractor s expense, all or a portion of furnished hydrants with hydrants that
comply with Owner's requirements.
H. Install branches (leads) in accordance with Section 02510 - Water Mains.
END OF SECTION
4/00
02514-6
CITY OF PEARLAND
VALVE BOXES, METER BOXES, AND METER VAULTS
SECTION 02520
VALVE BOXES, METER BOXES, AND METER VAULTS
1.0 GENERAL
1.01 SECTION INCLUDES
A. Valve boxes for water service.
B. Meter boxes for water service.
C. Meter vaults for water service.
1.02 UNIT PRICES
A. No separate payment will be made for valve boxes under this section.
B. Measurement for meter vaults is on a lump sum basis or installation of each
meter vault type and size.
1.03 SUBMITTALS
A. Submittals shall conform to requirements of Section 01350 - Submittals.
B. Submit manufacturers product data for following items for approval:
1. Each type of valve box and lid.
2. Each type of meter box and cover.
3. Each type of meter vault frame and cover.
C. Submit shop drawings for cast -in -place meter vaults for approval if proposed
construction varies from Drawings.
D. Submit manufacturer's certification that plastic meter boxes purchased for Work
meet the requirements of paragraph of this Section on Plastic Meter Boxes.
2.0 PRODUCTS
2.01 VALVE BOXES
A. Provide Type "A", adjustable, cast-iron, screw -type, valve boxes as
manufactured by Bass and Hays Foundry, Inc , or approved equal. Design of
valve box shall minimize stresses on valve imposed by loads on box lid.
4/00
02520-1
CITY OF PEARLAND
VALVE BOXES, METER BOXES, AND METER VAULTS
B. Cast a letter "W" 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 GENERAL
The Owner will furnish all meter boxes for meters 1 1/2-inch and smaller.
2.03 METER VAULTS
A. Meter vaults may be constructed of precast concrete, cast -in -place concrete, or
solid masonry unless a specific type of construction is required by Drawings.
B. Concrete for meter vaults: Class A concrete, conforming to requirements of
Section 03300, with minimum compressive strength of 4000 psi at 28 days.
C. Reinforcing steel for meter vaults: Conform to requirements of Section 03300.
D. Grates and Covers: Conform to requirements of Section 02542.
3.0 EXECUTION
3.01 EXAMINATION
A. Obtain approval from the Engineer for location of meter vault.
B. Verify lines and grade are correct.
C. Verify compacted subgrade will support loads imposed by vaults.
3.02 VALVE BOXES
A. Provide riser pipe with suitable length for depth of cover indicated on Drawings
or to accommodate actual finish grade.
4/00
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CITY OF PEARLAND
VALVE BOXES, METER BOXES, AND METER VAULTS
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 City. This work is incidental
and no separate payment will be made. _
3.03 METER BOXES
A. Install plastic boxes in accordance with manufacturers instructions.
B. Construct concrete meter boxes to dimensions shown on Drawings.
C. Adjust top of meter boxes to conform to cover elevations specified in paragraph
of this section for Frame and Cover for Meter Vaults.
D. Do not locate under paved areas unless approved by Engineer. Use approved
traffic -type box with cast iron lid when meter must be located in paved areas.
3.04 METER VAULTS
A. Construct concrete meter vaults to dimensions and requirements shown on
drawings. Do not cast in presence of water. Make bottom as uniform as
practicable.
B. Precast Meter Vaults:
1. Install precast vaults in accordance with manufacturers
recommendations. Set level on a minimum 3 inch thick bed of sand
conforming to the requirements of Section 02318.
2. Seal lifting holes cement -sand mortar or non -shrink grout.
C. Meter Vault Floor Slab:
1. Construct floor slabs of 6-inch-thick reinforced concrete. Slope floor 1/4
inch per foot toward sump. Make sump 12 inches in diameter, or 12
inches square, and 4 inches deep, unless other dimensions are required
by Drawings. Install dowels at maximum of 18 inches, center -to -center,
or install mortar trench for keying walls to floor slab.
2. Precast floor slab elements may be used for precast vault construction.
4/00
02520-3
CITY OF PEARLAND
VALVE BOXES, METER BOXES, AND METER VAULTS
D. Cast -in -Place Meter Vault Walls:
1. Key walls to floor slab and form to dimensions shown on Drawings.
Minimum wall thickness shall be 4 inches.
2. Cast walls monolithically. One cold joint will be allowed when vault
depth exceeds 12 Feet.
3. Set frame for cover while concrete is still green.
3.05 FRAME AND COVER FOR METER VAULTS
Set cast iron frame in a mortar bed and adjust elevation of cover as follows:
A. In unpaved areas, set top of meter box or meter vault cover 2 to 3 inches above
natural grade.
B. In sidewalk areas, set top of meter box or meter vault cover 1/2 to 1 inch above
adjacent concrete.
3.06 BACKFILL
A. Provide bank run sand and backfill and compact in accordance with Section
02318.
B. In unpaved areas, slope backfill around meter boxes and vaults to provide a
uniform slope 1 to 5 from top to natural grade.
C. In sidewalk areas slope concrete down from meter boxes to meet adjacent
concrete.
END OF SECTION
4/00
02520-4
CITY OF PEARLAND
SANITARY SEWER SERVICE STUBS OR RECONNECTIONS
SECTION 02531
SANITARY SEWER SERVICE STUBS OR RECONNECTIONS
PART1 GENERAL
1.01 SECTION INCLUDES
A. Installation of service stubs on new sanitary sewers serving areas where sanitary
sewer service did not previously exist.
B. Reconnection of existing service connections along parallel, replacement, or
rehabilitated sanitary sewers.
1.02 UNIT PRICES
A. Measurement for sanitary sewer service stubs or service reconnections with
stacks located within 5 feet of the sanitary sewer main centerline is on a unit
price basis for each stub or reconnection, complete in place. Service stubs and
reconnections include service connections, couplings, clean -outs, adapters
disconnecting existing services, reconnecting new service, fittings, excavation,
backfill, and testing.
B. Measurement for sanitary sewer service stubs or service reconnections without
stacks located within 5 feet of the sanitary sewer main is on a unit price basis for
each stub or reconnection, complete in place. Service stubs and reconnections
include service connections, couplings, clean -outs, adapters disconnecting
existing services, reconnecting new service, fittings, excavation, backfill, and
testing.
C. Measurement for sanitary sewer service lines more than 5 feet laterally from the
sewer main is on a linear foot basis, complete in place. Measurement will be
taken along the centerline of the pipe from the centerline of the lateral
connection or stack to the end of the service for service stubs laid in open cut
excavation. Augered pipe for service stubs will be paid as provided in Section
02415 - Pipe and Casing Augering.
D. Pay estimates for progress payments will be made as measured above according
to the following schedule:
E. An estimate for 95 percent payment will be authorized when the reconnection is
completely installed and backfilled.
4/00 02531-1
CITY OF PEARLAND
SANITARY SEWER SERVICE STUBS OR RECONNECTIONS
F. An estimate for 100 percent payment will be authorized when the reconnection
has been tested as specified in Section 02530 - Gravity Sanitary Sewers.
G. One or more connections discharging into a common point are considered one
service connection. The Contractor shall not add service reconnections without
approval of the Engineer. The Engineer may require reconnections to be moved
or relocated to avoid having more than two houses per reconnection.
H. Measurement for abandonment of service connection is on a unit price basis for
e ach abandoned connection. No separate payment will be made for
abandonment of service connection unless excavation is required. No separate
payment will be made for excavation of sanitary sewer services within the new
o r replacement sewer trench.
I. No separate payment will be made for an abandoned service connection if the
service to be abandoned is within 4 feet of an active connection. Payment for
o nly one abandoned service connection will be allowed when a second
abandoned connection is within 4 feet of the first.
1.03 PERFORMANCE REQUIREMENTS
A. Accurately locate in the field all proposed service stubs along the new sanitary
sewer main.
B. Accurately locate in the field existing service connections and proposed service
stubs along the alignment of the new parallel or replacement sewer main.
1.04 SUBMITTALS
A. Submittals shall conform to requirements of Section 01350 - Submittals.
B. Submit product data for each pipe product, fitting, coupling and adapter.
C. Show reconnected services on record drawings. Give the exact distance from
each service connection to the nearest downstream manhole.
PART2 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.
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02531-2
CITY OF PEARLAND
SANITARY SEWER SERVICE STUBS OR RECONNECTIONS
B. PVC pipe shall be gasket jointed with gasket conforming to ASTM D3212.
C. Provide service connection pipe in sizes shown on the Drawings. For
reconnection of existing services, select service connection pipe diameter to
match existing service diameter.
D. Provide a 6-inch service connection when more than one service discharges into
a single pipe.
E. Connect service pipes to new parallel or replacement sewer mains with
prefabricated, full-bodied tee or wye fittings conforming to specifications for the
sewer main pipe material as specified in other Sections for all sewers up to 18
inches in diameter.
F. Where new sewers are installed using pipe augering or tunneling, or where the
new sewer is greater than 18 inches in diameter, use Fowler ' Inserta-Tee" to
connect the service to the new sewer main.
2.02 PIPE SADDLES
A. Use pipe saddles only on rehabilitated sanitary sewer mains. Comply with
Paragraph 2.01E for new parallel and replacement sanitary sewer mains.
B. Supply one-piece prefabricated saddle, either polyethylene or PVC, with
neoprene gasket to accomplish a complete seal Use a saddle fabricated to fit
the outside diameter of the pipe to which it will be attached. The protruding lip
of the saddle must be at least 5/8-inch long with grooves or ridges to retain the
stainless steel band clamps.
C. Use 1/2-inch stainless steel band clamps for securing saddles to liner pipe.
2.03 COUPLINGS AND ADAPTERS
A. For connection between new PVC pipe stubout and existing service; 4-, 6-, or 8-
inch diameter, use flexible adapter coupling consisting of a neoprene gasket and
stainless steel shear ring, with 1/2-inch stainless steel band clamps:
1. Fernco Pipe Connectors, Inc., Series 1055 with shear ring SR-8;
2. Band Seal by Mission Rubber Co., Inc.;
3. Approved equal.
B. For connection between new PVC pipe stub out and new service, use rubber-
gasketed adapter coupling:
1. GPK Products, Inc., IPS & Sewer Adapter.
2. Approved Equal.
4/00 02531-3
CITY OF PEARLAND
SANITARY SEWER SERVICE STUBS OR RECONNECTIONS
2.04 STACKS
A. Provide stacks for service connections wherever the crown of the sewer is 8 feet
or more below finished grade.
B. Construct stacks of the same material as the sanitary sewer and as shown on the
Drawings.
C. Provide stacks of the same nominal diameter at the sanitary service line.
2.05 CLEAN -OUTS
Install clean -outs at property line on each service connection as shown in detail on the
Drawings.
2.06 PLUGS AND CAPS
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.
PART3 EXECUTION
3.01 PERFORMANCE REQUIREMENTS
A. Provide a minimum of 72 hours notice to customers whose sanitary sewer
service will potentially be interrupted.
B. Accurately field locate service connections, whether in service or not, as pipe
laying progresses from downstream to upstream.
C. Properly disconnect existing connections from the sewer and reconnect to the
new sewer, as described in this Section.
D. Reconnect service connections, including those that go to unoccupied or
abandoned buildings, unless directed otherwise by the Engineer. Plug the
service connection at the R.O.W. for vacant lots.
E. Complete reconnection of service lines within 24 hours after disconnection.
F. Reconnection shall include the stack and fittings and required pipe length to
reconnect service line.
4/00
02531-4
CITY OF PEARLAND
SANITARY SEWER SERVICE STUBS OR RECONNECTIONS
G. Connect services 8 inches in diameter and larger to the sewer by construction of
a manhole. Payment for the manhole will be made at the contract unit price for
the appropriate manhole diameter and depth.
3.02 PROTECTION
A. Provide barricades and warning lights and signs for excavations created for
service connections. Conform to requirements of Section 01555 - Traffic
Control and Regulation.
B. Do not allow sand, debris or runoff to enter sewer system.
3.03 PREPARATION
A. Where sewers are existing, field locate existing service connections, whether in
service or not. Use existing service locations to reconnect service lines to new
liner or new sanitary sewer main.
B. For new parallel and replacement sanitary sewer mains, complete testing and
acceptance of do•: nstream sewers as applicable. Provide for compliance with
requirements of Paragraph 3.01 E.
3.04 EXCAVATION AND BACKFILL
A. Excavate in accordance with Section 02318 - Excavation and Backfill for
Utilities.
B. Perform work in accordance with OSHA standards. Employ a Trench Safety
System as specified in Section 01570 - Trench Safety System for excavations
requiring trench safety.
C. Install and operate necessary ground water and surface water control measures
in accordance with requirements of Section 01564 Control of Ground Water
and Surface Water.
3.05 RECONNECTION ON NEW SEWER
A. Install the new service connection on the new sanitary sewer main for each
service connection.
B. Remove and replace cracked, offset or leaking service line for up to 5 feet,
measured horizontally, from the centerline of the new sanitary sewer main.
C. Make up the connection between the new main and the existing service line
using PVC sewer pipe and approved couplings, as shown on the Drawings.
4/00 02531-5
CITY OF PEARLAND
SANITARY SEWER SERVICE STUBS OR RECONNECTIONS
D. Test service connections before backfilling.
E Embed the service connection and service line as specified for the new sanitary
sewer main at this location, and as shown on the Drawings. Place and compact
trench zone backfill in compliance with Section 02318 - Excavation and
Backfill for Utilities.
3.06 INSTALLATION OF NEW SERVICE STUBS
A. Install the new service connections on the new sanitary sewer main for each
service connection. Provide the length of stub indicated on the Drawings.
Install plug or cap on the upstream end of the service stub as needed.
B. Test service connections before 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 Drawings. Place and compact
trench zone backfill in compliance with Section 02318 - Excavation and
Backfill for Utilities.
3.07 TESTING
Test service reconnections and service stubs. Follow applicable procedures given in
Section 02530 - Gravity Sanitary Sewers.
3.08 CLEANUP
A. Backfill the excavation as specified in Section 02318 - Excavation and Backfill
for Utilities.
B. Replace pavement or sidewalks removed or damaged by excavation in
accordance with Section 02980 - Pavement Repair and Resurfacing. In unpaved
areas, bring surface to grade and slope surrounding the excavation. Replace a
minimum of 4 inches of topsoil and seed according to requirements of Section
02921 - Hydromulch Seeding.
C. Conform to Section 01562 - Waste Material Disposal.
END OF SECTION
4/00
02531-6
CITY OF PEARLAND
PVC PIPE
SECTION 02534
PVC PIPE
PART1 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.
1.02 UNIT PRICES
No separate payment will be made for PVC pipe under this section. Include cost in unit
price for water mains, gravity sanitary sewer, and force mains.
1.03 SUBMITTALS
A. Conform to requirements of Section 01350 - Submittals.
B. Submit shop drawings showing design of new pipe and fittings indicating
alignment and grade, laying dimensions, fabrication, fittings, flanges, and
special details.
1.04 QUALITY CONTROL
A. Submit manufacturer's certifications that PVC pipe and fittings meet
requirements of this Section and AWWA C 900 or AWWA C 905 for pressure
pipe applications, or the appropriate ASTM standard specified for gravity sewer
pipe.
B. Submit manufacturer's certification that PVC pressure pipe has been
hydrostatically tested at the factory in accordance with AWWA C 900 or
AWWA C 905 and this Section.
C. When foreign manufactured material is proposed for use, have material tested
for conformance to applicable ASTM requirements by certified independent
testing laboratory located in United States. Certification from any other source
4/00
02534-1
CITY OF PEARLAND
PVC PIPE
is not acceptable. Furnish copies of test reports to the Engineer for review.
Cost of testing shall be borne by Contractor or Supplier.
PART2 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.
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: AWWA C 900, Class 150, DR 18; nominal 20-
foot lengths; cast iron equivalent outside diameters.
4/00
02534-2
CITY OF PEARLAND
PVC PIPE
B. Pipe 16-inch: AWWA C 905 Class 235; DR 18; nominal 20-foot lengths; cast
iron equivalent outside diameter.
C. Joints: ASTM D 3139; push -on type joints in integral bell or separate sleeve
couplings. Do not use socket type or solvent weld type joints.
D. Make curves and bends by deflecting the joints. Do not exceed maximum
deflection recommended by the pipe manufacturer. Submit details of other
methods of providing curves and bends for review by the Engineer.
E. Hydrostatic Test: AWWA C 900, AWWA C 905, ANSI A21.10 (AWWA
C 110); 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:
SIZE
RANGE
WALL
CONSTRUCTION
MANUFACTURER
PRODUCT
OPTIONS
ASTM
DESIGNATION
SDR
STIFFNESS
(MAx.)/
(MIN.)
DIAMETER
Solid
J-M
CertainTeed
Can
Carlon
Diamond
-Tex
Pipe
Approved
D3034
SDR
26 /
PS 115
6"
to
10"
Approved
D3034
SDR
35 /
PS 46
12"
&
15"
Approved
F679
SDR
35 /
PS 46
18"
to
27"
Approved
AWWA C900
DR
18 / N/A
4"
to
12"
Approved
AWWA C905
DR
18 / N/A
14"
to 36"
Profile
Contech
ETI
Lamson
Ultra
A-2000
-Rib
Vylon
Only
included
Bid
Schedule
when
in
the
F949
F794
F794
N/A
N/A
N/A
/ 50
/ 46
/ 46
psi
psi
psi
12"
12"
21"
to 36"
to 48"
to 48"
4/00
02534-3
CITY OF PEARLAND
PVC PIPE
B. When solid wall PVC pipe 18 inches to 27 inches in diameter is required in
SDR 26, provide pipe conforming to ASTM F679, except provide wall thickness
as required for SDR 26 and pipe strength of 115 psi.
C. For sewers up to 12-inch-diameter crossing over waterlines, or crossing under
waterlines with less than 2 feet separation, provide minimum 150 psi pressure -
rated pipe conforming to ASTM D 2241 with suitable PVC adapter couplings.
D. Joints: Spigot and integral wall section bell with solid cross section elastometric
or rubber ring gasket conforming to requirements of ASTM D 3212 and ASTM
F 477, or ASTM
E. D 3139 and ASTM F 477, shall be provided. Gaskets shall be factory -
assembled and securely bonded in place to prevent displacement. The
manufacturer shall test a sample from each batch conforming to requirements
ASTM D2444.
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.
C. Fittings: Provide ductile iron fittings as per Paragraph 2.03, except furnish all
fittings with one of the following internal linings:
1. Nominal 40 mils (35 mils minimum) virgin polyethylene complying with
ASTM D 1248, heat fused to the interior surface of the fitting as
manufactured by American Cast Iron Pipe "Polybond", or U.S. Pipe
'Polyline'
2. Nominal 40 mils (35 mils minimum) polyurethane, Corro-pipe II by
Madison Chemicals, Inc.
3. Nominal 40 mils (35 mils minimum) ceramic epoxy, Protecto 401 by
Enduron Protective Coatings.
4/00
02534-4
CITY OF PEARLAND
PVC PIPE
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
Paragraph 2.02 E
F. Manufacturers: Approved manufacturers of pressure rated, solid wall PVC pipe
for sanitary sewer force mains are:
1. J & M Manufacturing Company, Inc.
2. CertainTeed Corporation
3. Diamond Plastics Corporation
4. Carlon Company
5. North American Pipe Corporation (NAPCO)
PART3 EXECUTION
3.01 PROTECTION
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.
C. Water service pipe 12 inches in diameter and smaller. Installed to clear utility
lines and have minimum 4 feet of cover below lowest property line grade of
street, unless otherwise required by Drawings.
D. For water service, exclude use of PVC within 200 feet (along the public right-
of-way) of underground storage tanks or in undeveloped commercial acreage.
Underground storage tanks are primarily located on service stations but can
exist at other commercial establishments.
E. Avoid imposing strains that will overstress or buckle the pipe when lowering
pipe into trench.
F. Hand shovel pipe bedding under the pipe haunches and along the sides of the
pipe barrel and compact to eliminate voids and ensure side support.
END OF SECTION
4/00 02534-5
CITY OF PEARLAND
TAPPING SLEEVES AND VALVES
SECTION 02540
TAPPING SLEEVES AND VALVES
PART1 GENERAL
1.01 SECTION INCLUDES _
Tapping sleeves and valves for connections to existing water system.
1.02 UNIT PRICES
A. Measurement is on a lump sum basis for each tap.
B. Refer to Section 01200 - Measurement and Payment for unit price procedures.
1.03 SUBMITTALS
Submit product data in accordance with requirements of Section 01350 - Submittals.
1.04 QUALITY CONTROL
Provide manufacturer's affidavit that all valves purchased for tapping of existing
waterlines conform to Section 02541 - Water and Wastewater Line Valves and to
applicable requirements of AWWA C500 and that they have been satisfactorily tested
in accordance with AWWA C500.
PART2 PRODUCTS
1.01 MATERIALS
A. Tapping Sleeves:
1. Tapping Sleeve Bodies: AWWA C110 ductile iron stainless steel; in
two sections to be bolted together with high -strength, corrosion -resistant,
low -alloy, steel bolts; mechanical joint ends.
2. Branch Outlet of Tapping Sleeve Flanged; machined recess; AWWA
C207, Class D, ANSI 150 lb drilling. Gasket: Affixed around recess of
tap opening to preclude rolling or binding during installation.
3. Where fire service from 6-inch main is approved, use cast iron split
sleeve.
B. Tapping Valves:
1. Inlet Flanges:
a. AWWA C110; Class 125.
4/00
02540-1
CITY OF PEARLAND
TAPPING SLEEVES AND VALVES
b. AWWA C1 10; 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 and Meter Vaults.
PART3 EXECUTION
3.01 GENERAL
A. Install tapping sleeves and valves at locations and of sizes as shown on
Drawings.
B. Thoroughly clean tapping sleeve, tapping valve and pipe prior to installation and
in accordance with manufacturer's instructions.
C. Hydrostatically test installed tapping sleeve to 150 psig for a minimum of 15
minutes. Inspect sleeve for leaks, and remedy leaks prior to tapping operation.
D. When tapping concrete pressure pipe, size on size. use shell cutter one standard
size smaller than waterline being tapped.
E. Do not use Large End Bell (LEB) increasers with a next size tap unless existing
pipe is asbestos -cement.
3.02 INSTALLATION
A. Tighten bolts in proper sequence so that undue stress is not placed on pipe.
B. Align tapping valve properly and attach it to tapping sleeve.
C. Make tap with sharp, shell cutter:
1. For 12-inch and smaller tap, use minimum cutter diameter one-half inch less
than nominal tap size.
2. For 16-inch and larger tap, use manufacturer's recommended cutter diameter.
D. Withdraw coupon and flush all cuttings from newly -made tap.
E Wrap completed tapping sleeve and valve in accordance with Section 02512.
4/00
02540 2
CITY OF PEARLAND
TAPPING SLEEVES AND VALVES
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 and Backfill for
Utilities.
END OF SECTION
4/00
02540-3
CITY OF PEARLAND
WATER AND WASTEWATER LINE VALVES
SECTION 02541
WATER AND WASTEWATER LINE VALVES
1.0 GENERAL
1.01 SECTION INCLUDES
Gate valves, Plug Valves, Butterfly Valves, Air Release and Pressure Reducing Valves.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices:
1. No separate payment will be made for gate valves under this Section.
Include payment in unit price as listed in the Bid Schedule for water
mains.
2. Refer to Section 01200 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If the Contract is a Stipulated Price Contract,
payment for work in this Section is included in the total Stipulated Price.
1.03 REFERENCES
A. ASTM A 307 - Carbon Steel Externally Threaded Standard Fasteners.
B. ASTM B 62 - Composition Bronze or Ounce Metal Casting.
C. ASTM D 429 - Test Methods for Rubber Property -Adhesion to Rigid
Substrates.
D. ASTM B 763 - Copper Alloy Sand Casting for Valve Application.
E. AWWA C 500 - Gate Valves, 3 Through 48 in. NPS, for Water and Sewage
Systems.
F. AWWA C 509 - Resilient -seated Gate Valves, 3 through 12 NPS, for Water and
Sewage Systems.
G. AWWA C 550 - Protective Epoxy Interior Coatings for Valves and Hydrants.
4/00 02541-1
CITY OF PEARLAND
WATER AND WASTEWATER LINE VALVES
1.04 SUBMITTALS
A. Submittals shall conform to requirements of Section 01350 - Submittal
Procedures.
B. Submit manufacturer's product data for proposed valves for approval.
1.05 QUALITY CONTROL
Submit manufacturer s affidavit that gate valves are manufactured in the United States
and conform to stated requirements of AWWA C 500, AWWA C 509, and this Section,
and that they have been satisfactorily tested in the United States in accordance with
AWWA C 500 and AWWA C 509.
2.0 PRODUCTS
2.01 GATE VALVES
A. Gate Valves: AWWA C 500, AWWA C 509 and additional requirements of this
Section. Direct bury valves and those in subsurface vaults, aboveground and
plant valves open counterclockwise.
B. If type of valve is not indicated on Drawings, use gate valves as line valves for
sizes less than 16-inches. If type of valve is indicated, no substitute is allowed.
C. Gate Valves 1-1/2 Inches in Diameter and Smaller: 125 psig; bronze; rising -
stem, single -wedge; disc type; screwed ends; such as Crane No. 428, or
approved equal.
D. Coatings for Gate Valves 2 Inches and Larger: AWWA C 550; Indurall 3300 or
approved equal, non -toxic, imparts no taste to water, functions as physical,
chemical, and electrical barrier between base metal and surroundings, minimum
8-mil-thick, fusion -bonded epoxy. Prior to assembly of valve, apply protective
coating to interior and exterior surfaces of body.
E Gate Valves 2 Inches in Diameter: Iron body, double gate, non -rising stem,
150-pound test, 2-inch square nut operating counter -clockwise to open.
F. Gate Valves 4 Inches to 12 Inches in Diameter: Non -directional, resilient seated
(AWWA C 509) or parallel seat double disc (AWWA C 500), 200 psig, bronze
mounting, push -on bell ends with rubber joint rings, and nut -operated unless
otherwise specified. Provide resilient seated valves manufactured by American
Darling AFC-500, US Pipe Metroseal 200, or approved equal Provide double
disc valves manufactured by American Darling 52, Clow F-6102, or approved
equal. Comply with following requirements:
4/00 02541-2
CITY OF PEARLAND
WATER AND WASTEWATER LINE VALVES
1. Design: Fully encapsulated rubber wedge or rubber seat ring
mechanically attached with minimum 304 stainless -steel fasteners or
screws; threaded connection isolated from water by compressed rubber
around opening.
2. Body: Cast or ductile iron, flange bonnet and stuffing box together with
ASTM A307 Grade B bolts. Manufacturer's initials, pressure rating, and
year manufactured shall be cast in body.
3. Bronze: Valve components in waterway to contain not more than 15
percent zinc and not more than 2 percent aluminum.
4. Stems: ASTM B 763 bronze, alloy number 995 minimum yield strength
of 40,000 psi; minimum elongation in 2-inches of 12 percent, non -
rising.
5. 0-rings: AWWA C 509 sections 2.2.6 and 4.8.2.
6. Stem Seals: Consist of three 0-rings, two above and one below thrust
collar with anti -friction washer located above thrust collar.
7. Stem Nut Independent or integrally cast of ASTM B 62 bronze.
8. Resilient Wedge: Molded, synthetic rubber, vulcanized and bonded to
cast or ductile iron wedge or attached with 304 stainless steel screws
tested to meet or exceed ASTM D 429 Method B; seat against epoxy -
coated surface in valve body.
9. Bolts: AWWA C 509 Section 4.4; stainless steel; cadmium plated, or
zinc coated.
G. Gate Valves 16 Inches to 24 Inches in Diameter: AWWA C 500 by Mueller;
push -on bell ends with rubber rings and nut -operated unless otherwise specified,
double disc, 150 psi, and comply with the following:
1. Body: Cast or ductile iron; flange together bonnet and stuffing box with
ASTM A 307 Grade B bolts. Manufacturer's initials, pressure rating,
and year manufactured shall be cast in body. Equip with rollers, tracks,
and scrapers.
2. Stems: Machined from ASTM B 62 bronze rod with integral forged
thrust collar machined to size; non -rising.
3. Stem Seals: Consist of one 0-ring above and one 0-ring below thrust
collar with anti -friction washer located above thrust collar for operating
torque.
4. Stem Nut: Independent or integrally cast of ASTM B 62 bronze.
5. Discs Cast iron with bronze disc rings securely peened into machined
dovetailed grooves.
6. Wedging Device: Solid bronze or cast-iron, bronze -mounted wedges.
Thin plates or shapes integrally cast into cast-iron surfaces are
acceptable. Other moving surfaces integral to wedging action shall be
bronze monel or nickel alloy -to -iron.
7. Bronze Mounting: Built as integral unit mounted over, or supported on,
cast-iron base and of sufficient dimensions to be structurally sound and
adequate for imposed forces.
4/00 02541-3
CITY OF PEARLAND
WATER AND WASTEWATER LINE VALVES
8. Gear Cases: Cast iron; furnished on 18-inch and larger valves and of
extended type with steel side plates, lubricated, gear case enclosed with
oil seal or 0-rings at shaft openings.
9. Stuffing Boxes' Located on top of bonnet and outside gear case.
H. Gate Valves 20 Inches and Larger Furnish and equip with bypass valves.
Sizes: Provide 3-inch bypass valves for 16-inch through 20-inch gate valves.
Provide 4-inch bypass valves for 24-inch gate valves.
Valves 4 Inches through 12 Inches for Installation in Vertical Pipe Lines:
Double disc, square bottom.
J. Valves 14 Inches and Larger for Installation in Horizontal Pipe Lines* Equipped
with bronze shoes and slides.
K. Gate Valves Installed at Greater than 4-foot Depth: Provide non -rising,
extension stem having coupling sufficient to attach securely to operating nut of
valve. Upper end of extension stem shall terminate in square wrench nut no
deeper than 4 feet from finished grade.
L. Gate Valves in Factory Mutual (Fire Service) Type Meter Installations:
Conform to provisions of this specification; outside screw and yoke valves;
carry label of Underwriters' Laboratories, Inc.; flanged, Class i 25; clockwise to
close.
M. Provide flanged joints when valve is connected to steel or PCCP.
2.02 BUTTERFLY VALVES AND ACTUATORS
A. Butterfly Valves and Actuators Conform to AWWA C 504, except as modified
or supplemented herein. Provide valves manufactured by Keystone
International, American -Darling, or approved equal.
B. If type of valve is not indicated on Drawings, butterfly valves shall be used for
line valve sizes 16-inch and larger. If type of valve is specified, no substitute
will be allowed.
C. Butterfly valves shall be short -body, flanged design and installed at locations as
shown on Drawings.
D. Direct -bury valves, valves in subsurface vaults. Above -ground and plant valves
shall open counterclockwise.
E Provide flanged joints when valve is connected to steel or PCCP.
4/00
02541-4
CITY OF PEARLAND
WATER AND WASTEWATER LINE VALVES
F. Butterfly Valves and Actuators (Additional Requirements for Large -Diameter
Water Mains): Valves larger than 72 inches in diameter shall have all
components designed so that the allowable stresses at rated pressure shall not
exceed one-third of the yield strength or one -fifth of the ultimate strength of the
material used. Provide valves manufactured by Keystone International,
American -Darling, or equal.
2.03 BUTTERFLY VALVE CONSTRUCTION
A. Valves: AWWA C 504, Class 150B. Body: Cast iron, ASTM A 126, Class B.
Flanges: ANSI B 16.1, Class 125 lb.
B. Discs for Butterfly Valves* Either cast iron or ductile iron.
C. Seats: Buna-N or neoprene, and may be applied to disc or body. Seats shall be
mechanically secured and may not rely solely on adhesive properties of epoxy
or similar bonding agent to attach seat to body. Seats on disc shall be
mechanically retained by stainless steel (18-8) retaining ring held in place by
stainless steel (18-8) cap screws that pass through rubber seat for added
retention. When seat is on disc, seat shall be retained in position by shoulders
located on both disc and stainless -steel retaining ring. Mating surfaces for seats:
Type 304 or 316, stainless steel and secured to disc by mechanical means.
Sprayed -on or plated mating surfaces will not be allowed.
D. Coat interior wetted ferrous surfaces of valve, including disc, with epoxy
suitable for potable -water conditions. Epoxy, surface preparation, and epoxy
application: In accordance with AWWA C 550 and coating manufacturer's
recommendations. Provide two coats of two -component, high -build epoxy with
minimum dry thickness of 10 mils. Epoxy coating: Indurall 3300 or approved
equal. Coatings shall be holiday tested and measured for thickness.
E. Valve shaft and keys dowel pins, or taper pins used for attaching valve shaft to
valve disc: Type 304 or 316 stainless steel. Shaft Bearings: Stainless steel,
bronze, nylon, or Teflon (supported by fiberglass mat or backing material with
proven record of preventing Teflon flow under load) in accordance with
AWWA C 504.
F. Packing: Field -adjustable, split-V type, and replaceable without removing
operator assembly
G. Retaining Hardware for Seats: Type 304 or 316 stainless steel. Nuts and screws
used with clamps and discs for rubber seats shall be held securely with
locktight, or other approved method, to prevent loosening by vibration or
cavitational effects.
4/00 02541 5
CITY OF PEARLAND
WATER AND WASTEWATER LINE VALVES
H. Valve disc shall seat in position at 90 degrees to the pipe axis and shall rotate 90
degrees between full -open and tight -closed position. Install valves with valve
shafts horizontal and convex side of disc facing anticipated direction of flow,
e xcept where shown otherwise on Drawings.
2.04 BUTTERFLY VALVE ACTUATOR CONSTRUCTION
A. Provide actuators for valves with size based on line velocity of 16 feet per
second, and, unless otherwise shown on Drawings, equip with geared manual
actuators. Provide fully enclosed and traveling -nut type, rack-and-pinion type,
o r worm -gear type for valves 24 inches and smaller.
B. Provide actuator designed for installation with valve shaft horizontal unless
o therwise indicated on Drawings.
C. Provide valve shaft extended from valve to actuator. Space between actuator
housing and valve body shall be completely enclosed so that no moving parts
are exposed to soil or elements.
D. Provide oil -tight and watertight actuator housings for valves, specifically
designed for buried service or submerged service when located in valve vaults,
and factory packed with suitable grease.
E. Install a valve position indicator on each actuator housing located above ground
or in valve vaults. Valves shall be equipped with 2-inch actuator nut only.
F. Indicate direction of opening of valve on exposed visible part of assembly.
G. Design worm -gear or traveling -nut actuators so that a torque of 150 foot-
pounds, or less, will operate valve at most adverse condition for which valve is
designed. Vertical axis of actuating nut shall not move as valve is opened or
closed.
2.05 VALVE BOXES
Provide standard A adjustable valve boxes only conforming to requirements of Section
02520 - Valve Boxes, Meter Boxes, and Meter Vaults.
2.06 VALVE SERVICE MANHOLES
For large -diameter water mains, provide manholes to dimensions shown on Drawings
conforming to requirements of Section 02542 - Concrete Manholes.
4/00
02541 6
CITY OF PEARLAND
WATER AND WASTEWATER LINE VALVES
2.07 AIR RELEASE AND VACUUM RELIEF VALVES
A. Air Release Valves: Apco No. 200, GA Industries Fig. 2-AR, or equal.
Materials: body and cover, ASTM A48, Class 30, cast iron; float and leverage
mechanism, ASTM A240 or A276 stainless steel, orifice and seat, stainless steel
against Buna-N or Viton mechanically retained with hex head nut and bolt;
other valve internals, stainless steel or bronze. Provide inlet and outlet
connections, and orifice as shown on Drawings.
B. Air Release and Vacuum Valves: Provide single -body, standard combination or
duplex -body custom combination valves as indicated on Drawings.
1. For 2-inch and 3-inch, single -body valves, provide inlet and outlet sizes
as shown on Drawings and orifice sized for 100 psi working pressure.
Valve materials: body, cover and baffle, ASTM A48, Class 35, or
ASTM A126, Grade B cast iron; plug or poppet, ASTM A276 stainless
steel float, ASTM A240 stainless steel; seat, Buna-N other valve
internals, stainless steel. Valve exterior: Painted with shop -applied
primer suitable for contact with potable water. Provide Apco Model
145C or 147C, Val-Matic Series 200, or equal valves.
2. For 3-inch and larger duplex body 'valves as shown on Drawings provide
Apco Series 1700 with No. 200 air release valve, GA Industries Fig. No.
AR/GH-21K/280, or equal. Air and vacuum valve materials: body and
cover, ASTM A48, Class 35, cast iron; float, ASTM A240 stainless
steel; seat, Type-304, stainless steel and Buna-N; other valve internals,
stainless steel or bronze. Air release valve: Constructed as specified in
paragraph above on Air Release Valves.
C. Vacuum Relief Valves: Provide air inlet vacuum relief valves with flanged inlet
and outlet connections as shown on Drawings. Provide air release valves in
combination with inlet and outlet, and orifice as shown on Drawings. Valve
shall open under pressure differential not to exceed 0.25 psi. Provide Apco
Series 1500 with a No. 200A air release valve, GA Industries Fig. No. HCARV,
or approved equal. Materials for vacuum relief valves: valve body, ASTM
A48, Class 35, cast iron; seat and plug, ASTM B584 bronze, copper alloy 836;
spring, ASTM A313, Type 304, stainless steel; bushing, ASTM B584 bronze,
copper alloy 932; retaining screws, ASTM A276, Type-304, stainless steel.
D. Air Release Valve Vault as detailed in Drawings.
2.08 PRESSURE REDUCING VALVES
A. Provide Cla-Val Model 90-01, or approved equal, PRV with strainer in location
and arrangement as shown on Drawings. Valve body: ASTM A48, cast iron or
ASTM A126, Class B, cast iron with ANSI B16 1, Class 125, flanges. Valve
cover: ASTM A48 cast iron. Valve internals: Type-303, stainless steel or B-62
4/00
02541-7
CITY OF PEARLAND
WATER AND WASTEWATER LINE VALVES
bronze. Rubber parts: Buna-N. No leather parts shall be allowed. Resilient
seat shall have rectangular cross section.
B. Control Tubing: Contain shutoff cocks with "Y" strainer.
C. PRV• Equip with valve position indicator. Initially set in field by authorized
manufacturer's representative with 60 psi downstream pressure.
D. Provide basket strainer upstream of PRV as shown on Drawings. Strainer body:
quick -opening type, fabricated -steel construction with ANSI B16.1, Class 150,
flanges. Basket: Type 304, stainless steel. Provide Hayward Model 90, or
equal, for PRV 4-inch through 24-inch. Provide Hayward Model 510, or equal,
for PRV 14 inches or greater when space limitations dictate the use of smaller
strainer housing.
E. Pilot Systems for PRV: Adjustable and pressure sustaining.
F. Valve Box: Valve Box conforming to requirements of Section 02520.
3.0 EXECUTION
3.01 INSTALLATION
A. Earthwork. Conform to applicable provisions of Section 02318 - Excavation
and Backfilling for Utilities.
B. Operation. Do not use valves for throttling without prior approval of
manufacturer.
3.02 SETTING VALVES AND VALVE BOXES
A. Remove foreign matter from within valves prior to installation. Inspect valves
in open and closed positions to verify that parts are in satisfactory working
condition.
B. Install valves and valve boxes where shown on Drawings Set valves plumb and
as detailed. Center valve boxes on valves. Carefully tamp earth around each
alve box for minimum radius of 4 feet, or to undisturbed trench face if less
than 4 feet. Install valves completely closed when placed in water line.
C. For pipe section of each valve box, use only cast iron ductile iron, or DR18
PVC pipe cut to proper length. Size to allow future operation of valve.
Assemble and brace box in vertical position as indicated on Drawings.
4/00
02541-8
CITY OF PEARLAND
WATER AND WASTEWATER LINE VALVES
3.03 DISINFECTION AND TESTING
A. Perform disinfection and testing of valves and appurtenances as required by
Section 02510 - Water Mains.
B. Repair or replace valves which exceed the allowable specified leakage rate.
3.04 PAINTING OF VALVES
Paint valves in vaults, stations. and above ground using ACRO Paint No. 2215, or
approved equal.
END OF SECTION
4/00 02541-9
CITY OF PEARLAND
STORM SEWER
SECTION 02630
STORM SEWERS
PART1 GENERAL
1.01 SECTION INCLUDES
Storm sewers and appurtenances.
1.02 UNIT PRICES
A. Measurement for storm sewers is on a linear foot basis for each type and size of
pipe installed. Measurement will be taken along the center line of the pipe from
center line to center line of manholes or from end to end of culverts.
B. No separate payment will be made for earthwork, connections to existing
manholes and pipe, accessories, equipment and execution required or incidental
to storm sewer work. Include payment in unit price for pipe.
C. Refer to Section 01200 - Measurement and Payment for unit price procedures.
1.03 SUBMITTALS
A. Submittals shall conform to requirements of Section 01350 - Submittals.
B. Submit manufacturer's literature for product specifications and installation
instructions.
C. Submit test reports as specified in Part 3 of this Section.
1.04 QUALITY ASSURANCE
The condition for acceptance will be a storm sewer that is watertight both in pipe -to -
pipe joints and in pipe -to -manhole connections.
1.05 PRODUCT DELIVERY, STORAGE AND HANDLING
A. Comply with manufacturer's recommendations.
B. Handle pipe, fittings, and 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.
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CITY OF PEARLAND
STORM SEWER
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.
PART2 PRODUCTS
2.01 PIPE MATERIAL
A. Piping materials for storm sewers shall be of the sizes and types indicated on the
Drawings.
B. Materials for pipe and fittings, other than those specified or referenced, may be
considered for use in storm sewers.
C. For consideration of other materials, submit complete manufacturer's data
including materials, sizes, flow carrying capacity, installation procedures, and
history of similar installations to Engineer for pre -bid evaluations, if allowed, or
as a substitution.
2.02 REINFORCED CONCRETE PIPE
A. Circular reinforced concrete pipe shall conform to requirements of ASTM C76,
for Class III wall thickness. Joints shall be rubber gasketed conforming to
ASTM C443.
B. Reinforced concrete arch pipe shall conform to the requirements of ASTM C506
for Class A -III. Joints shall conform to ASTM C877.
C. Reinforced concrete elliptical pipe, either vertical or horizontal, shall conform to
the requirements of ASTM C507 for Class VE-III for vertical or Class HE -III
for horizontal. Joints shall be rubber gaskets conforming to ASTM C877.
D. Reinforced concrete D-load pipe shall conform to the requirements of ASTM
C655.
E When approved by the Engineer, high density polyethylene corrugated drainage
pipe meeting requirements of AASHTO M252 or M294 and ASTM D3350,
Hancor or equal
2.03 PRECAST REINFORCED CONCRETE BOX SEWERS
A. All box sewer sections shall conform to ASTM C789 or ASTM C850, as
indicated on the Drawings.
4/00
02630-2
CITY OF PEARLAND
STORM SEWER
B. All pipe and boxes shall be machine made or cast by a process which will
provide for uniform placement of concrete in the forms and compaction by
mechanical devices which will assure a dense concrete.
C. Concrete shall conform to requirements of Section 03300.
D. Concrete shall be mixed in a central batch plant or other batching facility from
which the quality and uniformity of the concrete can be assured. Transit mixed
concrete is not acceptable.
2.04 CORRUGATED METAL PIPE AND FITTINGS
A. Corrugated metal pipe may be galvanized steel, aluminized steel, aluminum or
precoated galvanized steel as indicated on Drawings and conforming to the
following:
Galvanized Steel AASHTO M 218
Aluminized Steel AASHTO M 274
Aluminum AASHTO M 197
Precoated Galvanized Steel AASHTO M 246
Reference to gauge of metal is to U S. Standard Gauge for uncoated
sheets. Tables in AASHTO M 218 and AASHTO M 274 list
thicknesses for coated sheets in inches. The tables in AASHTO M 197
hst thicknesses in inches for clad aluminum sheets.
B. Coupling bands and other hardware for galvanized or aluminized steel pipe shall
conform to requirements of AASHTO M 36 for steel pipe and AASHTO M 196
for aluminum pipe.
1. Coupling bands shall be not more than 3 nominal sheet thicknesses lighter
than thickness of pipe to be connected and in no case lighter than 0.052 inch
for steel or 0.048 inch for aluminum.
2. Coupling bands shall be made of same base metal and coating (metallic or
otherwise) as pipe.
3. Minimum width of corrugated locking bands shall be as shown below for
corrugations which correspond to end circumferential corrugations on pipes
being joined:
a. 10-1/2 inches wide for 2-2/3-inch x 1/2-inch corrugations.
b. 12 inches wide for 3-inch x 1-inch corrugations.
4. Helical pipe without circumferential end corrugations will be permitted only
when it is necessary to join a new pipe to an existing pipe which was
installed with no circumferential end corrugations. In this event pipe
furnished with helical corrugations at ends shall be field jointed with either
helically corrugated bands or with bands with projections (dimples). The
minimum width of helical corrugated bands shall conform to the following:
a. 12 inches wide for 1/2-inch-deep helical end corrugations.
4/00 02630-3
CITY OF PEARLAND
STORM SEWER
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 electrogalvanized per ASTM B 633, Type RS.
C. Bituminous coated pipe or pipe arch shall be coated inside and out with a
bituminous coating which shall meet these performance requirements and
requirements of AASHTO M 190.
1. Pipe shall be uniformly coated inside and out to a minimum thickness of
0.05 inch, measured on crests of corrugations.
2. Bituminous coating shall adhere to the metal so that it will not chip, crack,
or peel during handling and placement; and shall protect pipe from corrosion
and deterioration.
3. Where a paved invert is shown on Drawings, pipe or pipe arch, in addition to
fully- coated treatment described above, shall receive additional bituminous
material, same as specified above, applied to the bottom quarter of
circumference to form a smooth pavement. Maintain a minimum thickness
of 1/8 inch above crests of corrugations.
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 Drawings and ASTM A 760. Fittings and specials are
subject to same internal and external loads as straight pipe.
2.05 PIPE FABRICATION
A. Steel Pipe:
1. Galvanized or aluminized steel pipe shall be full circle or arch pipe
conforming to AASHTO M 36, Type I, Type IA, or Type II, as indicated on
the Drawings.
2. Fabrication with circumferential corrugations lap joint construction with
riveted or spot-welded seams, helical corrugations with continuous helical
lock seam, or ultra -high frequency resistance butt -welded seams is
acceptable.
4/00
02630-4
CITY OF PEARLAND
STORM SEWER
B. Aluminum Pipe:
1. Pipe shall conform to the requirements of AASHTO M 196, Type I, Type
IA, circular pipe, or Type II, pipe arch as indicated on the Drawings.
2. Fabrication with circumferential corrugations, lap joint construction with
riveted or spot-welded seams, or helical corrugations with a continuous
helical lock s
3. Portions of a .-r= tum pipe that will be in contact with concrete or metal
other than a ,eti um, shall be insulated from these materials with a coating
of bituminous n :aerial meeting requirements of AASHTO M 190. Extend
coating a tnitilfium distance of one foot beyond area of contact.
C. Precoated Galvanized Steel Pipe:
1. Pipe shall be full circle or arch pipe conforming to AASHTO M 245, Type I,
Type IA or Type II as indicated on the Drawings.
2. Fabrication with circumferential corrugations, lap joint construction with
riveted seams or helical lock seams is acceptable.
3. Inside and outside coating shall be a minimum of 10 mils.
2.06 SOURCE QUALITY CONTROL
A. Tolerances: Allowable casting tolerances for concrete units are plus or minus
1/4 inch from dimensions shown on the Drawings. Concrete thickness in excess
of that required will not constitute cause for rejection provided that such excess
thickness does not interfere with proper jointing operations.
B. Precast Unit Identification: Mark date of manufacture and name or trademark of
manufacturer clearly on the inside of inlet, headwall or wingwall.
C. Rejection: Precast units may be rejected for non -conformity with these
specifications and for any of the following reasons:
1. Fractures or cracks passing through the shell, except for a single end crack
that does not exceed the depth of the joint.
2. Surface defects indicating honeycombed or open texture.
3. Damaged or misshaped ends, where such damage would prevent making a
satisfactory joint.
D. Replacement: Immediately remove rejected units from the work site and replace
with acceptable units.
E Repairs: Occasional imperfections resulting from manufacture or accidental
damage may be repaired if, in the opinion of the Engineer, repaired units
conform with requirements of these specifications.
2.07 BEDDING, BACKFILL, AND TOPSOIL MATERIAL
4/00 02630-5
CITY OF PEARLAND
STORM SEWER
A. Bedding and B, k-±fll Material: Conform to drawings and requirements of
Sections 02318 - Excavation and Backfill for Utilities.
•
B. Topsoil: Conform to requirements of Section 02910 - Topsoil.
PART ECt;TION
3.01 PREPARE. `1ON
A. Set up street ietours and barricades in preparation for excavation if construction
will affect traffic. Conform to requirements of Section 01555 - Traffic Control
and Regulation.
B. Provide barricades and warning lights and signs, for excavations. Conform to
requirements of Section 01555 - Traffic Control and Regulation. Maintain
barricades and warning lights for streets and intersections where work is in
progress or where affected by the work and is considered hazardous to traffic
movements.
C. Perform work in accordance with OSHA standards. Employ a Trench Safety
System as specified in Section 01570 - Trench Safety Systems for excavations
over 5 feet deep.
D. Immediately notify the agency or company owning any utility line which is
damaged, broken or disturbed. Obtain approval from Engineer and agency for
any repairs or relocations, either temporary or permanent.
E Remove old pavements and structures including sidewalks and driveways in
accordance with requirements of Section 02220 - Site Demolition.
F. Install and operate necessary dewatering and surface water control measures in
accordance with Section 01564 - Control of Ground Water and Surface Water.
3.02 EARTHWORK
A. Excavate in accordance with requirements of Section 02318 - Excavation and
Backfill for Utilities, except where tunneling or jacking methods are shown on
the Drawings. When pipes are laid in a trench, the trench when completed and
shaped to receive the pipe shall be of sufficient width to provide free working
space for satisfactory bedding and jointing and thorough tamping of backfill and
bedding material under and around pipe.
B. Bed pipe in accordance with Drawings. When requested by Engineer, furnish a
simple template for each size and shape of pipe for use in checking shaping of
bedding. Template shall consist of a thin plate or board cut to match lower half
of cross section.
4/00 02630-6
CITY OF PEARLAND
STORM SEWER
C. Where rock in either ledge or boulder form exists below pipe, i .ucwe 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, mirk -
unstable materials, such unstable soil shall be removed and remmod in
accordance with requirements of Section 02318 - Excavation -4 c: Backfill for
Utilities. Do not allow cement stabilized materials for backfili i 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.
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.
4/00
02630-7
CITY OF PEARLAND
STORM SEWER
B. Metal in joints which is not protected by galvanizing or vuminizing 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 unc:�e-nent after laying, or
is damaged, shall be taken up and relaid.
D. Multiple installations of corrugated metal pipe and pr r arches shall be laid with
the center lines of individual barrels parallel. Unless t-r-nerwise indicated on the
Drawings, maintain the following clear distances between outer surfaces of
adjacent pipes:
Diameter
of Pipe
18"
24"
30"
36"
42"
48"
54"
60"-84"
90"-120"
Clear Distance Between Pipes
Full Circle and Pipe Arch
1'-2'
1'-5"
1'-8'
1'-11 "
2'-2'
2'-5'
2'-10"
3'-2"
3'-5"
Pipe Arch
Design No.
2
3
4
5
6
7
8
9
10 & Over
E Where extensions are attached to existing structures, install a proper connection
between structure and existing as indicated on Drawings, coat the connection
with bituminous material when required.
F. When existing headwalls and aprons are indicated for reuse on the Drawings,
sever portion to be reused from the existing culvert, and relocate to prepared
position. Damaged headwalls, aprons or pipes attached to the headwall, shall be
restored to their original condition.
3.04 JOINTING
A. Field joints shall maintain pipe alignment during construction and prevent
infiltration of side material.
B. Coupling bands shall lap equally on pipes being connected to form a tightly -
closed joint.
C. Use corrugated locking bands to field join pipes furnished with circumferential
corrugations including pipe with helical corrugations having reformed
4/00
02630-8
CITY OF PEARLAND
STORM SEWER
circumferential corrugations on ends. Fit locking bands into a minimum of one
full circumferential corrugation of pipe ends being coupled.
3.05 CONCRETE PIPE INSTALLATION
A. Install in accordance with the drawings and pipe manufacturer's
recommendations and as specified in this Section.
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.
3.06 PIPE INSTALLATION OTHER THAN OPEN CUT
For installation of pipe by augering, boring, or jacking pipe, conform to requirements of
Section 02415 - Pipe and Casing Augering.
3.07 CONNECTIONS
Connect inlet leads to the inlets as shown on the Drawings. Use non -shrink grout
jointing material as shown on the Drawing or as approved. Make connections water
tight.
4/00 02630-9
CITY OF PEARLAND
3.08 FINISHES
STORM SEWER
A. Cut off inlet leads neatly at the inside face of inlet wall. Point up with mortar or
field galvenizing.
B. When the box section of the inlet has been completed, shape the floor of the
inlet with mortar to conform to the detailed Drawings.
C. Finish concrete surfaces in accordance with requirements of Section 03300.
3.09 BACKFILL AND SITE CLEANUP
A. Backfill the trench only after pipe installation is approved by the Engineer.
B. Bed pipes with materials conforming to requirements of Section 02318 -
Excavation and Backfill for Utilities and as indicated on Drawings.
C. Backfill and compact soil in accordance with Section 02318 - Excavation and
Backfill for Utilities,
D. Repair and replace removed or damaged pavement and sidewalks as specified in
Section 02980 - Pavement Repair and Resurfacing.
E In unpaved areas, grade surface as a uniform slope to natural grade as indicated
on the Drawings. Provide a minimum of 4 inches of topsoil and seed according
to requirements of Section 02921 - Hydromulch Seeding.
F. Conform to requirements of Section 01562 - Waste Material Disposal.
END OF SECTION
4/00
02630-10
CITY OF PEARLAND
PRECAST CONCRETE INLETS,
HEADWALLS, AND WINGWALLS
SECTION 02631
PRECAST CONCRETE INLETS, HEADWALLS, AND WINGWALLS
PART1 GENERAL
1.01 SECTION INCLUDES
A. Precast concrete inlets for storm or sanitary sewers, including cast iron frame
and plate or grate.
B. Precast concrete headwalls and wingwalls for storm sewers.
1.02 UNIT PRICES
A. Measurement for normal depth inlets is on a lump sum basis for each inlet
installed.
B. Measurement for extra depth inlets is on a vertical foot basis for each foot in
excess of normal depth and paid only when extra depth is specified.
C. Measurement for headwalls and wingwalls is on a lump sum basis for each
headwall and wingwall installed.
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 01025 Measurement and Payment for unit price procedures.
1.03 DEFINITIONS
A. Normal Depth Type A, Type B, Type C and Type E Inlets: Depth of 2.25 feet
or less (2'-3") plus pipe inside diameter when measured from grating, bottom of
gutter, or throat to flow line of inlet lead.
B. Normal Depth Type BB Inlet: Depth of 2.55 feet (2'-6-5/8') plus pipe inside
diameter when measured fi om curb beam to flow line of inlet lead.
C. Extra Depth Inlet: Specified depth exceeding normal depth for the type inlet
used.
1.04 SUBMITTALS
A. Submittal shall conform to requirements of Section 01350 - Submittals.
4/00
02631-1
CITY OF PEARLAND
PRECAST CONCRETE INLETS,
HEADWALLS, AND WINGWALLS
B. Submit shop drawings for approval of design and construction details for precast
concrete inlets, headwalls and wingwalls. Precast units differing from the
standard designs shown on the Drawings will be rejected unless submittals are
made and approved. Submittals must clearly show that the proposed
substitution is equal or superior in every respect to the standard designs.
C. Submit manufacturers' data and details for frames, grates, rings, and covers.
1.05 STORAGE AND SHIPMENT
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.
PART2 PRODUCTS
2.01 MATERIALS
A. Concrete: Concrete for precast machine made units meeting requirements of
ASTM C76 regarding reinforced concrete, cement, aggregate, mixture, and
concrete test. Minimum 28 day compressive strength shall be 4,000 psi.
B. Reinforcing steel: Conform to requirements of Section 03300. Place
reinforcing steel to conform to details shown on Drawings and as follows:
1. Provide a positive means for holding steel cages in place throughout
production of concrete units. The maximum variation in reinforcement
position is plus or minus 10 percent of wall thickness or plus or minus 1/2
inch whichever is less. Regardless of variation, the minimum cover of
concrete over reinforcement as shown on the Drawings shall be
maintained.
2. Welding of reinforcing steel is not permitted unless noted on the
Drawings.
C. Mortar: Conform to requirements of ASTM C 270, Type S using portland
cement.
D. Miscellaneous metal: Cast iron frames and plates conforming to requirements
of Section 02542.
2.02 SOURCE QUALITY CONTROL
A. Tolerances: Allowable casting tolerances for concrete units are plus or minus
1/4 inch from dimensions shown on the Drawings. Concrete thickness in excess
4/00
02631-2
CITY OF PEARLAND
PRECAST CONCRETE INLETS,
HEADWALLS, AND WINGWALLS
of that required will not constitute cause for rejection provided that such excess
thickness does not inter fere with proper jointing operations.
B. Precast Unit Identification: Mark date of manufacture and name or trademark of
manufacturer clearly on the inside of inlet, headwall or wingwall.
C. Rejection: Precast units may be rejected for non -conformity with these
specifications and for any of the following reasons:
1. Fractures or cracks passing through the shell, except for a single end crack
that does not exceed the depth of the joint.
2. Surface defects indicating honeycombed or open texture.
3. Damaged or misshaped ends, where such damage would prevent making a
satisfactory joint.
D. Replacement: Immediately remove rejected units from the work site and replace
with acceptable units.
E. Repairs: Occasional imperfections resulting from manufacture or accidental
damage may be repaired if, in the opinion of the Engineer, repaired units
conform with requirements of these specifications.
PART3 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 v ingwalls complete in place to the dimensions,
lines and grades as shown on the Drawings.
B. Excavate in accordance with requirements of Section 02318.
C. Bed precast concrete units on cement stabilized sand on foundations of firm,
stable 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.
4/00 02631-3
CITY OF PEARLAND
PRECAST CONCRETE INLETS,
HEADWALLS, AND WINGWALLS
B. When the box section of the inlet has been completed, shape the floor of the
inlet with mortar to conform to Drawings details.
C. Accurately adjust cast iron inlet plate frames to line, grade, and slope. Grout
frame in place with mortar.
3.04 INLET WATERTIGHTNESS
Test each inlet for leaks. Verify that inlets are free of visible leaks. Repair leaks in an
approved manner.
3.05 CONNECTIONS
Connect inlet leads to the inlets as shown on the Drawings. Use non -shrink jointing
material as shown on the Drawing or as approved. Make connections water tight.
3.06 BACKFILL
Backfill the area of excavation surrounding each completed inlet, headwall or wingwall
according to the requirements of Section 02318.
END OF SECTION
4/00 02631-4
CITY OF PEARLAND
ADJUSTING MANHOLES, INLETS AND
VALVE BOXES TO GRADE
SECTION 02633
ADJUSTING MANHOLES, INLETS, AND VALVE BOXES TO GRADE
1.0 GENERAL -
1.01 SECTION INCLUDES
Adjusting elevation of manholes, inlets, and valve boxes to new grades.
1.02 UNIT PRICES
Measurement for adjusting utility structures to grade is on a lump sum basis for:
A. Adjusting manholes.
B. Adjusting inlets.
C. Adjusting valve boxes.
B. Refer to Section 01200 - Measurement and Payment for unit price procedures.
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.
2.02 CAST IRON ADJUSTING RINGS
For cast iron adjusting rings, refer to Section 02542.
2.03 PIPING MATERIALS
For riser pipes and fittings, refer to applicable piping materials specifications in
Sections 02542.
4/00 02633-1
CITY OF PEARLAND
ADJUSTING MANHOLES, INLETS AND
VALVE BOXES TO GRADE
3.0 EXECUTION
3.01 EXAMINATION
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
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 3/8 inch below
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.
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
4/00
02633-2
CITY OF PEARLAND
ADJUSTING MANHOLES, INLETS AND
VALVE BOXES TO GRADE
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
4/00 02633-3
CITY OF PEARLAND
DUCTILE IRON PIPE AND FITTINGS
SECTION 02634
DUCTILE IRON PIPE AND FITTINGS
1.0 GENERAL
1.01 SECTION INCLUDES
Ductile iron pipe and fittings for water mains, wastewater force mains, gravity sanitary
sewers, and storm sewers.
1.02 UNIT PRICES
No separate payment will be made for ductile iron pipe and fittings under this Section.
Include cost in unit price for water mains, force mains, gravity sanitary sewers, and
storm sewers.
1.03 SUBMITTALS
A. Conform to requirements of Section 01350 - Submittals.
B. Submit shop drawings showing design of new pipe and fittings indicating
alignment and grade, laying dimensions, fabrication, fitting, flange, and special
details. Show station numbers for pipe and fittings corresponding to Drawings.
Production of pipe and fittings prior to review by the Engineer is at Contractor's
risk.
1.04 QUALITY CONTROL
A. Provide manufacturer s certifications that all ductile iron pipe and fittings meet
provisions of this Section and have been hydrostatically tested at factory and
meet requirements of ANSI A21.51.
B. Provide certifications that all pipe joints have been tested and meet requirements
of ANSI A21.11.
2.0 PRODUCTS
2.01 DUCTILE IRON PIPE
A. Ductile iron pipe barrels: ANSI A21.15, ANSI A21.50 or ANSI A21.51; bear
mark of Underwriters' Laboratories approval; pressure classes as shown on the
Drawings.
4/00 02634-1
CITY OF PEARLAND
DUCTILE IRON PIPE AND FITTINGS
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
2.02 JOINTS
A. Joint types: ANSI A21.11 push -on; ANSI A21.11 mechanical joint; or ANSI
A21.15 flanged end. Provide push -on joints unless otherwise indicated on the
Drawings or required by these specifications. For bolted joints, bolts shall
conform to requirements of AWWA C111.
B. Where restrained joints for buried service are required by Drawings, provide one
of the following, or equal (restrained joints shall be polyethylene wrapped)
1. Super -Lock Joint by Clow Corporation.
2. Flex -Ring or Lok-Ring by American Cast Iron Pipe Company.
3. TR-Flex Joint by U.S. Pipe and Foundry Company.
C. Threaded or grooved type joints which reduce pipe wall thickness below
minimum required are not acceptable.
D. Provide for restrained joints designed to meet test pressures required under
Section 02676 - Hydrostatic Testing of Pipelines or Section 02531 - Sanitary
Sewage Force Mains. as applicable.
E. Where ductile iron water main is cathodically protected from corrosion, bond
rubber gasketed joints as shown on Drawings to provide electrical continuity
along entire pipeline, except where insulating flanges are required by Drawings.
2.03 GASKETS
A. Furnish, when no contaminant is identified, plain rubber (SBR) gasket material;
for flanged joints 1/8-inch thick gasket in accordance with ANSI A21.15.
B. Pipes to be installed in potentially contaminated areas, especially where free
product is found near the elevation of the proposed pipeline, shall have the
following gasket materials for the noted contaminants:
Contaminant
Gasket Material Required
Petroleum (diesel, gasoline)
Nitrile Rubber
Other contaminants
As recommended by the pipe manufacture
4/00 02634-2
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 G62, Method B for voids and holidays; provide written
certification.
4. Acceptable Lining Materials:
a. Virgin polyethylene conforming to ASTM D1248 with inert
fillers and carbon black to resist ultraviolet degradation during
storage heat bonded to interior surface of pipe and fittings;
"Polyline" by American Cast Iron Pipe Company; or equal.
b. Polyurethane: Corro-pipe II by Madison Chemicals.
c. Ceramic Epoxy: Protecto-401 by Enduron Protective Coatings.
C. Sanitary Sewer Point Repair Pipe: For pipes which will be 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 Paragraph 2.05B.
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.
4/00
02634-3
CITY OF PEARLAND
DUCTILE IRON PIPE AND FITTINGS
E Polyethylene Wrap: For buried water lines and sanitary sewers, including point
repairs, provide polyethylene wrap unless otherwise specified or shown. Provide
Polyethylene Wrap for all buried ductile iron pipe, including polyurethane
coated pipe.
F. For flanged Joints in buried service, provide petrolatum wrapping system,
Denso, or equal, for the complete Joint and all alloy steel fasteners.
Alternatively, provide bolts made of Type 304 Stainless Steel
G. Pipe to be installed in potentially contaminated areas shall have coatings and
linings recommended by the manufacturer as resistant to the contaminants.
2.06 MANUFACTURERS
Pre -approved manufacturers of ductile iron are American Cast Iron Pipe Co., McWane
Cast Iron Pipe Co., and U. S. Pipe and Foundry Co.
3.0 EXECUTION
3.01 INSTALLATION
A. Conform to installation requirements of Sections 02510 - Water Mains, 02530 Gravity Sanitary Sewers, and 02533 - Sanitary Sewage Force Mains, except as
modified in this Section.
B. Install in accordance with AWWA C600 and manufacturer's recommendations.
C. Install all ductile iron pipe in polyethylene wrap, unless cathodic protection is
provided. Do not use polyethylene wrap with a cathodic protection system.
3.02 GRADE
Unless otherwise specified on Drawings, install ductile iron pipe for water service to
clear utility lines with following minimum cover:
Diameter
(Inches)
16 and 24
Depth of Cover
(Feet)
5.0
12 and smaller
4.0
END OF SECTION
4/00
02634-4
CITY OF PEARLAND
STEEL PIPE AND FITTINGS
SECTION 02635
STEEL PIPE AND FITTINGS
1.0 GENERAL
1.01 SECTION INCLUDES
New steel pipe and fittings for water mains, pumping facilities, and casings.
1.02 UNIT PRICES
No payment will be made for steel pipe and fittings under this section. Include cost in
unit price for water mains, pumping facilities and casings.
1.03 SUBMITTALS
Submit shop drawings, in accordance with requirements of Section 01350 - Submittals.
A. For aerial crossings and water plant/facilities, include design of new pipe and
fittings indicating alignment and grade, laying dimensions, lining and coating
systems, proposed welding procedures, fabrication, fitting, flange, and special
details. Show station numbers for pipe and fittings corresponding to Drawings.
B. Production of pipe and fittings prior to review by the Engineer shall be at
Contractor's risk.
1.04 QUALITY CONTROL
A. Provide manufacturer's certifications that all pipe and fittings have been
hydrostatically tested at factory in accordance with AWWA C200, Section 3.4.
B. Provide manufacturer's affidavits that polyurethane coatings, linings and tape
coatings comply with applicable requirements of this section and that coatings
were applied and allowed to cure at a temperature 5 degrees above the dew
point.
C. Provide manufacturer's affidavits that mortar coatings and linings comply with
applicable requirements of this section and that linings were applied and
allowed to cure at a temperature above 32 degrees F.
D. Prior to work being started, provide proof of certification of qualification for all
welders employed for type of work, procedures and positions involved.
Qualifications shall be in accordance with AWWA C206.
4/00 02635-1
CITY OF PEARLAND
STEEL PIPE AND FITTINGS
2.0 PRODUCTS
2.01 STEEL PIPE
A. Provide steel pipe designed and manufactured in conformance with AWWA
C200 and AWWA M11 except as modified herein. Steel shall be minimum of
ASTM A 36, ASTM A570 Grade 36, ASTM A 53 Grade B, ASTIvi A135 Grade
B, or ASTM A139 Grade B.
B. Minimum Allowable Steel -Wall Thickness: In accordance with following table
for HS-20 live loads and depths of bury of up to 16 feet and AWWA C200 new
uncoated welded steel.
CASING
PIPE
(ENCASEMENT
SLEEVES)
Casing
Min.
Wall
Approx.
Wt.
Per
Lin
Pipe
Size
O.D.
Thick.
Ft.
Unct'd.
8"
8.625"
0.219"
19.64
10"
10.75"
0.219"
24.60
12"
12.75"
0.219"
29.28
14"
14.00"
0.219"
32.00
16"
16.00"
0.219"
36.86
20"
20.00"
0.250"
52.73
24"
24.00"
0.250"
63.41
30"
30.00"
0.250"
79.43
C. Provide pipe sections in lengths of no less than 20 feet except as required for
special fittings or closure sections.
D. Fittings: Factory forged for sizes 4 inches through 24 inches; long radius bends;
beveled ends for field butt welding; wall thickness: equal to or greater than pipe
to which fittings is to be welded; unless otherwise shown on the drawings.
E Joints:
1. Standard field joint for steel pipe: AWWA C206.
2. Single -welded, lap joint.
3. Double -welded, butt joint
4. Provide mechanically coupled or flanged joints where required for
valves and fittings, and as shown on Drawings. Flanges: AWWA C207,
Class D, same diameter and drilling as Class 125 cast iron flanges ASA
B16.1. Maintain electrically isolated flanged joints between steel and
cast iron by using epoxy -coated bolts nuts, washers and insulating type
gasket unless otherwise approved by Engineer.
4/00 02635-2
CITY OF PEARLAND
STEEL PIPE AND FITTINGS
F. Make curves and bends by use of beveled joints unless otherwise indicated on
Drawings. Contractor may submit details of other methods of providing curves
and bends for consideration by the Engineer. If other methods are deemed
satisfactory, install at no additional cost to Owner.
G. Provide shop coated and shop lined steel pipe with minimum of one coat of shop
applied primer approved for use in potable water transmission on all exposed
steel surfaces. Primer for tape coated steel pipe to be used for field -applied
coatings shall have no less than 5 percent solids. Provide primer compatible
with coating system and in accordance with coating manufacturer's
recommendations.
H. Standard or Special Sections: Within 1/8 inch + of specified or theoretical
lengths. Flanges: Square with pipe with bolt holes straddling both horizontal
and vertical axis. Provide 1/2-inch gap between pipe ends where pipe is to be
coupled with sleeve couplings.
2.02 EXTERNAL COATING SYSTEMS FOR BURIED STEEL PIPE
A. General: Supplied with either tape coatings as specified herein.
B. Tape Coating: AWWA C214; 80-mil shop -applied, Polyken YG-III, Tek-Rap
Yard -Rap, or equal, except as modified herein Components: primer, one 20-
mil layer of inner -layer tape for corrosion protection and two 30-mil layers of
outer -layer tape for mechanical protection. Primer: compatible with tape
coating, supplied by coating -system manufacturer. Provide pipe with shop
coatings cut back from joint ends to facilitate joining and welding of pipe
Taper successive tape layers by 1-inch staggers to facilitate field wrapping of
joints. Cutback approximately 4 to 4-1/2 inches to facilitate welding Inner and
outer tape widths*
Diameter
Width
Tape
4"-6"
6"
8'-12"
9"
14"-16"
12"
18"-24"
18"
2.03 EXTERNAL COATING SYSTEM FOR STEEL PIPE IN TUNNEL,
CASING OR AUGER HOLES
Provide exterior coating system of pipe in augered holes or casing, without annular
grout, as specified in Section 02636, Polyurethane Coatings on Steel or Ductile Iron
Pipe. No additional exterior coating is required for mortar coated pipe.
4/00
02635-3
CITY OF PEARLAND
STEEL PIPE AND FITTINGS
2.04 EXTERNAL COATING SYSTEM FOR STEEL PIPE INSTALLED
ABOVEGROUND (OR EXPOSED)
A. Provide a 3-coat epoxy/polyurethane coating system as designated below.
Surface Preparation
Near White Blast Clean
2.0 to 3.0 mils surface profile
SSPC SP10
Prime Coat
2.0 to 4.0 mils DFT
ACRO 4422 Inhibitive Epoxy Primer,
or approved equal
Intermediate Coat
4.0 to 6.0 mils DFT
ACRO 4460 Chemical Resistant Epoxy,
or approved equal
Finish Coat
1.5 to 2.0 mils DFT
ACRO 4428 Polyurethane, or approved equal
B. Total minimum allowable dry film thickness for system. 10 mils.
C. All materials shall be from same manufacturer.
2.05 INTERNAL LINING SYSTEMS FOR STEEL PIPE
A. General: Supply steel pipe with either epoxy lining or shop applied cement
mortar lining, capable of conveying water at temperatures not greater than 140
OF. All linings shall conform to American National Standards Institute/National
Sanitation Foundation (ANSI/NFS) Standard 61 and certified by an organization
accredited by ANSI. Unless otherwise noted, coat all exposed (wetted) steel
parts of flanges, blind flanges, bolts, access manhole covers, etc., with epoxy
lining, as specified herein.
B. Epoxy Lining: AWWA C210-92 - White, or approved equal for shop and field
joint applied, except as modified herein.
1. Surface Preparation: SSPC-SP-10(64); Near White Blast Clean; 2.0 to
3.0 mils surface profile.
2. Prime Coat: ACRO 4460 NSF Certified Epoxy - Buff; 4.0 to 6.0 mils
DFT or approved equal
3. Intermediate Coat: ACRO 4460 NSF Certified Epoxy - Buff: 4.0 to 6.0
mils DFT or approved equal.
4. Finish Coat: ACRO 4460 NSF Certified Epoxy - White 4.0 to 6.0 mils
DFT or approved equal.
5. Minimum allowable dry film system thickness: 12.0 mils.
6. Maximum allowable dry film system thickness: 18.0 mils.
4/00
02635-4
CITY OF PEARLAND
STEEL PIPE AND FITTINGS
7. Minimum field adhesion: 700 psi.
8. Dry film thicknesses for approved alternate products in accordance with
the product manufacturer's recommendations.
9. The lining system may consist of three or more coats of the same
approved alternate epoxy lining without the use of a separate primer.
10. Provide materials from the same manufacturer.
C. Shop Applied Cement Mortar Lining: AWWA C205; shop -applied cement
mortar linings, except as specified herein 3/8 inch minimum thickness for pipe
diameters 24 inches and smaller. Pipe with cut back lining from joint ends no
more than 2 inches to facilitate joining and welding of pipe.
2.06 MORTAR FOR EXTERIOR JOINTS
A. Cement Mortar: One part cement to two parts of fine, sharp clean sand, mix
with water to a consistency of thick cream.
B. Portland Cement: ASTM C150, Type II.
C. Sand:
1. Inside joints AWWA C602; fine graded natural sand.
2. Outside joints: ASTM C33; natural sand with 100 percent passing No.
16 sieve
D. Water ASTM D1888, Method A; total dissolved solids less than 1000 mg/1;
ASTM D512 chloride ions less than 100 mg/1 for slurry and mortar cure; ASTM
D1293 pH greater than 6.5.
PART3 EXECUTION
3.01 PIPING INSTALLATION
Conform to applicable provisions of Section 02510 - Water Mains except as modified
herein.
3.02 EXTERNAL COATING SYSTEM FOR BURIED STEEL PIPE
A. Tape Coating System.
1. Inspect pipe, prior to shipment, for holidays and damage to coating
Perform electrical holiday test of minimum of 6,000 volts with a 60
cycle current audio detector. If test indicates no holidays and outer
wrap(s) is torn, remove damaged layers of outer wrap by carefully
cutting with sharp razor -type utility knife. Wash with Xylol area to be
4/00 02635-5
CITY OF PEARLAND
STEEL PIPE AND FITTINGS
patched and at least 4 inches of undamaged tape where hand -applied tape
wrap will overlap. AWWA C209 cold -applied tape; compatible with
tape -wrapping system applied for each layer of outer -wrap tape that has
been removed. If damaged area shows holiday when tested, remove
outer layers and expose inner wrap. Prime exposed area and overlaps
with light coat of primer. Firmly press into place patch of inner wrap of
sufficient size to extend 4 inches from holidays in all directions. Holiday
test patch to verify that it is installed satisfactorily. Retrim outer layer of
tape to expose first wrap of outer -wrap tape sufficiently to allow
minimum lap of 2 inches in all directions. Wash exposed outer wrap
tape with Xylol and prime. Apply two layers of AWWA C209 outer
wrap with 35 mils minimum thickness
2. Regardless of results of electrical holiday test bubbles in tape coating
system are not allowed. Cut out bubbles and patch as detailed above
3. Field repairs and applications of coatings: AWWA C209 around joint
cutbacks except as modified herein. Field -welded joints: clean shop -
primed ends of weld splatter, damaged primer and rust to achieve
required surface preparation prior to field repair of linings and coatings.
a. Immediately prior to placing joint in trench, remove shop -applied
primer by abrasive blasting, solvent or other method as approved
by the Engineer. Avoid damage to adjacent existing coatings.
Clean surfaces to achieve surface preparation at least equivalent
to SSPC SP6 in accordance with AWWA C209. Solvent:
environmentally safe and compatible with coating -system primer.
b. Apply primer immediately prior to application of first layer of
tape to achieve maximum bond. Apply tape while primer is still
'tacky" with 3-inch minimum overlap over shop -applied coating.
4. Do not expose tape coatings to harmful ultraviolet light for more than 90
days. Discard (remove) and replace outer layer of tape coating when
exposure exceeds 90 days In case of factory applied coatings, remove
joint from site for removal and reapplication of outer layer of tape
coatings.
B. At Owner's option, coating system and application may be tested and inspected
at plant site in accordance with AWWA C214.
C. Cement Mortar Coating: AWWA C205; 1-inch minimum thickness; cut back
from joint ends no more than 2 inches to facilitate joining and welding of pipe.
3.03 EXTERNAL COATING SYSTEM FOR STEEL PIPE INSTALLED
ABOVEGROUND, IN VAULTS, TUNNELS OR CASINGS, AND
INTERNAL LINING FOR ALL INSTALLATIONS
A. Cement Mortar Lining: AWWA C205; 1/2-inch minimum thickness; cut back
from joint ends to facilitate joining and welding of pipe.
4/00
02635-6
CITY OF PEARLAND
STEEL PIPE AND FITTINGS
B. Safety: Paints, coatings, and linings specified herein are hazardous materials.
Vapors may be toxic or explosive. Protective equipment, approved by
appropriate regulatory agency is mandatory for all personnel involved in
painting, coating, and lining operations.
C. Workmanship:
1. Application By qualified and experienced workers who are
knowledgeable in surface preparation and application of high-
performance industrial coatings.
2. Paint Application Procedures SSPC Good Painting Practices, Vol. 1.
D. Surface Preparation:
1. Prepare all surfaces for painting with abrasive blasting.
2. Schedule cleaning and painting so that detrimental amounts of dust or
other contaminants do not fall on wet, newly -painted surfaces. Protect
surfaces not intended to be painted from effects of cleaning and painting
operations.
3. Prior to blasting, clean surfaces to be coated or lined of grease, oil and
dirt by steaming or detergent cleaning in accordance with SSPC SP1.
4. Metal and Weld Preparation Remove all surface defects such as gouges,
pits, welding and torch -cut slag, welding flux and spatter by grinding to
1/4-inch minimum radius.
5. Abrasive Material:
a. Blast only as much steel as can be coated same day of blasting.
b. Use sharp, angular, properly -graded abrasive capable of
producing depth of profile specified herein. Transport abrasive to
jobsite in moisture -proof bags or airtight bulk containers. Copper
slag abrasives are not acceptable.
c. After abrasive blast cleaning, verify surface profile with replica
tape such as Tes-Tex Coarse or Extra Coarse Press-O-Film Tape,
or approved equal. Furnish tapes to Owner for filing and future
reference.
d. Do not blast if metal surface may become wet before priming
commences, or when metal surface is less than 5 degrees F above
dew point.
6. Remove all dust and abrasive residue from freshly blasted surfaces by
brushing or blowing with clean, dry air.
E. Coating and Lining Application:
1. Environmental Conditions: Do not apply coatings or linings when metal
temperature is less than 50 degrees F when ambient temperature is less
than 5 degrees F above dew point; when expected weather conditions are
such that ambient temperature will drop below 40 degrees F within 6
4/00 02635-7
CITY OF PEARLAND
STEEL PIPE AND FITTINGS
hours after application of coating; or when relative humidity is above 85
percent. Measure relative humidity and dew point by use of sling
psychrometer in conjunction with U.S. Department of Commerce
Weather Bureau Psychometric Tables. Provide dehumidifiers for all
field -applied coatings and linings to maintain proper humidity levels.
2. Application Procedures:
a. Apply coatings and linings in accordance with manufacturer's
recommendations and requirements of this section. Provide a
finish free of runs, sags, curtains, pinholes, orange peel, fish eyes,
excessive overspray or delaminations.
b. Thin materials only with manufacturer's recommended thinners.
Thin only amount required to adjust viscosity for temperature
variations, proper atomization and flow -out. Mix material
components using mechanical mixers.
c. Discard catalyzed materials remaining at end of day.
3. Apply primer immediately after surface has been cleaned. Thoroughly
dry pipe before primer is applied. Apply succeeding coats before
contamination of under surface occurs.
4. Allow each coat of paint either to dry or cure amount of time
recommended by coating or lining manufacturer before successive coats
of paint are applied. Apply all successive coats of paint within recoat
threshold time as recommended by coating or lining manufacturer on
printed technical data sheets or through written communications.
3.04 INSPECTION
A. Procure services of an independent testing laboratory or inspection service,
approved by the Engineer, to perform tests on all portions of coating and lining
applications. Laboratory shall supply services of NACE Certified Coatings
Inspectors having Level III Certification for all coating and linings inspection
work. Include cost of such testing in contract unit price bid for water main.
Furnish copies of all test reports to the Engineer for review. If defective
coatings or lining are revealed, cost of repair and testing of repair will be paid
for by Contractor. The Engineer shall have full and final decision as to
suitability of all coatings and linings tested.
B. For all field applied coatings and linings, including joints, notify Owner
sufficiently in advance of work so that Owner can perform examination of and
acceptance of surface preparation and application of each coat prior to
application of next coat. Furnish appropriate test data to Owner verifying
compliance with requirements of this section of each coat prior to proceeding
with next coat. Recoat or repair runs, overspray, roughness and/or abrasives in
coating, or other indications of improper application in accordance with coating
or lining manufacturer's and the Engineer's instructions.
4/00 02635-8
CITY OF PEARLAND
STEEL PIPE AND FITTINGS
C. Repairs, surface preparation and painting will be subject to inspection by
Owner. Guidelines published by Steel Structures Painting Council will be used
as basis for acceptance or rejection of cleaning, painting or coating application.
SSPC VISI, Pictoral Surface, along with single -probe magnetic pull -off type
dry film thickness gages, electrical holiday detectors, and standard wet film
thickness gages will be used to determine acceptability of paint applications.
D. Check film thickness with nondestructive magnetic pull -off gage such as
Mikrotest Model DFG-100 or electronic thickness gage. National Bureau of
Standards certified thickness calibration plates will be used to verify accuracy of
thickness gage. Deteiuiine maximum and minimum thickness in accordance
with SSPC PA2 for frequency and method Evaluate each length of pipe under
SSPC PA2. Consider each field joint area separate and discrete for purpose of
DFT measurements. Perform five spot DFT measurements on each field joint
area (15 individual readings). Check thickness of each individual coat as well
as thickness of overall system with respect to compliance with this Section.
Failure to meet either overall system thickness requirements or requirements of
component coats shall be cause for rejection and recoat or repair of entire joint
or length of pipe.
E. Holiday Test:
1. Begin inspection after coating has sufficiently cured, usually one to five
days (Consult coating manufacturer for specific curing schedule.)
2. Use high -voltage d-c holiday detector such as D E Stearns Company
Model 14/20 or Tinker & Rasor Model AP/W. Use 1600 volts, plus or
minus 100 volts. Use brass brush type electrode.
3. Ground high -voltage d-c holiday detector to metal being inspected.
Earth -type ground tape is not acceptable. Mark detected defects with
white chalk, repair and reinspect.
4. Adhesion Tests: ASTM D4541, pull -off testing using an Elcometer
Model 106 Fixed Alignment Adhesion Tester. Adhesion testing may be
directed by the Engineer on any length of pipe or joint which exceeds
maximum coating thickness limitations specified in this Section.
3.05 COATINGS AND LININGS INSPECTION
Owner reserves right to inspect or acquire service of independent third -party inspector
who is fully knowledgeable of, and qualified to inspect, surface preparation and
application of high-performance coatings to inspect any and all phases of all coatings
and linings work, whether field or shop applied Contractor responsible for application
and performance of coating and lining whether or not Owner provides such inspection.
END OF SECTION
4/00
02635-9
CITY OF PEARLAND
POLYURETHANE COATINGS ON
STEEL OR DUCTILE IRON PIPE
SECTION 02636
POLYURETHANE COATINGS ON STEEL OR DUCTILE IRON PIPE
1.0 GENERAL
1.01 SECTION INCLUDES
Two -component polyurethane coating system for use as an internal or external coating
for steel or ductile iron pipe.
1.02 MEASUREMENT AND PAYMENT
A. Unit Prices.
1. No separate payment will be made for work performed under this
Section. Include cost of polyurethane coatings in contract unit prices for
steel pipe or ductile iron pipe.
2. Refer to Section 01200 - Measurement and Payment for unit price
procedures.
B. Stipulated Price (Lump Sum). If the Contract is a Stipulated Price Contract,
payment for work in this Section is included in the total Stipulated Price.
1.03 REFERENCES
A. AWWA C 210 - Liquid Epoxy Coating Systems for the Interior and Exterior of
Steel Water Pipelines.
B. ASTM D 16 - Paint, Varnish, Lacquer, and Related Products.
C. ASTM D 1737 - Elongation of Attached Organic Coatings with Cylindrical
Mandrel Apparatus.
D. SSPC-PA 2 - Measurement of Dry Paint Thickness with Magnetic Gauges.
E SSPC-PA Guide 3 - A Guide to Safety in Paint Application.
F. SSPC-PS Guide 17.00 - Guide for Selecting Urethane Painting Systems.
G. SSPC No. 1 - Solvent Cleaning.
H. SSPC No. 10 - Near -White Blast Cleaning.
4/00
02636-1
CITY OF PEARLAND
POLYURETHANE COATINGS ON
STEEL OR DUCTILE IRON PIPE
1.04 SAFETY
A. Secure, from manufacturer, Material Safety Data Sheet (MSDS) for
polyurethane coatings and repair materials listed in this Section
B. Safety requirements stated in this specification and in related sections apply in
addition to applicable federal, state and local rules and regulations. Comply
with instructions of coating manufacturer and requirements of insurance
underwriters.
C. Follow handling and application practices of SSPC-PA Guide 3; SSPC-PS
Guide 17.00; Coating Manufacturer's Material Safety Data Sheet.
1.05 SUBMITTALS
A. Submittals shall conform to requirements of Section 01350 - Submittal
Procedures.
B. Submit coating manufacturer's catalog sheets and technical information for
approval, prior to delivery of pipe.
C. Obtain from coating manufacturer and submit a coating "affidavit of
compliance" to requirements of this Section stating that coatings were applied in
factory and in accordance with manufacturer's minimum requirements.
1.06 DELIVERY, STORAGE, AND HANDLING
A. Use standard containers to prevent gelling, thickening deleteriously or forming
of gas in closed containers within period of one year from date of manufacture.
B. Label each container of separately packaged component clearly and durably to
indicate date of manufacture manufacturer's batch number, quantity, color,
component identification and designated name or formula specification, number
of coatings together with special instructions. Do not use coating components
older than one year.
C. Deliver coating materials to pipe manufacturer in sealed containers showing
designated name, batch number, color, date of manufacture and name of coating
manufacturer.
D. Store material on site in enclosures, out of direct sunlight in warm, ventilated
and dry area.
4/00
02636-2
CITY OF PEARLAND
POLYURETHANE COATINGS ON
STEEL OR DUCTILE IRON PIPE
E. Prevent puncture, inappropriate opening or other action which may lead to
product contamination
2.0 PRODUCTS
2.01 COATING MATERIAL
A. Coating Standard: ASTM D 16.
B. Coating System. Use Type V system which is a 2-package polyisocyanate,
polyol-cured urethane coating, mixed in 1:1 ratio at time of application. The
components shall be balanced viscosities in their liquid state and not require
agitation during use.
C Exterior Coating Material: CORROPIPE II -TX and Joint Coating Material
CORROPIPE II-PW, manufactured by Madison Chemical Industries, Inc., 5673
Old Dixie Road, Forest Park, Georgia 30050, or approved equal.
D. Internal Coating Material: Joint Coating Material CORROPIPE II-PW,
manufactured by Madison Chemical Industries, Inc., 5673 Old Dixie Road,
Forest Park, Georgia 30050, or approved equal.
E Cured Coating Properties:
1. Conversion to Solids by Volume: 97 percent plus or minus 3 percent.
2. Temperature Resistance. Minus 40 degrees F and plus 130 degrees F.
3. Minimum Adhesion. 500 psi, when applied without primer to ductile
iron pipe which has been blasted to comply with SSPC-SP 10.
4. Cure Time. For handling in 1 minute at 120 degrees F, and full cure
within 7 days at 70 degrees F.
5. Maximum Specific Gravities: Polyisocyanate resin, 1.20. Polyol resin,
1.15.
6. Minimum Impact Resistance 80 inch -pounds using 1-inch diameter
steel ball where coating is applied at 30 mils to ductile iron pipe surface
which has been blasted to SSPC No. 10 finish.
7. Minimum Tensile Strength: 2000 psi.
8. Hardness: 55 plus or minus 5 Shore D at 70 degrees F.
9. Flexibility Resistance: ASTM D 1737 using 1-inch mandrel. Allow
coating to cure for 7 days. Perform testing on test coupons held for 15
minutes at temperature extremes specified in this Paragraph.
2.02 REPAIR AND TOUCHUP MATERIAL
CORROPIPE II PW (two -component, brush applied, or approved equal). Mix in
accordance with coating manufacturer's recommendations.
4/00 02636-3
CITY OF PEARLAND
POLYURETHANE COATINGS ON
STEEL OR DUCTILE IRON PIPE
3.0 EXECUTION
3.01 SURFACE PREPARATION
A. Remove deposits of oil, grease or other organic contaminates before blast
cleaning by using solvent wash as specified in SSPC-PA Guide 3. Clean and
dry surfaces making them completely dry, free of moisture, dust, grit, oil, grease
or any other deleterious substances prior to application of coating.
B Exterior and Interior Surfaces: SSPC-SP 10, near -white metal blast cleaning.
The blasting shall be done with clean, hard, sharp cutting abrasives with no steel
or cast iron shot in the mix.
C. Ductile Iron Pipe: Prior to the start of production blasting, prepare specimens
for a white metal blast and a near -white metal blast using the equipment and
abrasives proposed for the work During preparation of the specimens, the
blasting intensity and abrasive shall be changed as necessary to provide the
degree of cleaning required by SSPC-SP 10, except that the color of the blasted
substrate is not expected to match the color of blasted steel. After examination
and concurrence by the Engineer, the production blasting may begin. Monitor
and control the production blasting so that production pipe surfaces match the
surface of the approved blasting specimens.
3.02 THICKNESS
A. External Coatings: Minimum DFT of 25 mils (0.025 inch).
B. Internal Coatings: Minimum DFT of 35 mils.
C. Thickness Determinations: Use Type 1 magnetic thickness gauge as described
in SSPC-PA2 specification. Individual readings below 90 percent of specified
minimum are not acceptable. Average individual spot readings (consisting of
three point measurements within 3 inches of each other) less than 95 percent of
minimum are not acceptable. Average of all spot readings less than minimum
thickness specified is not acceptable.
3.03 FACTORY APPLICATION OF POLYURETHANE COATING
A Equipment: Two -component, 1.1 mix ratio, heated airless spray unit.
B. Temperature: Minimum 5 degrees F above dew point temperature. The
temperature of the surface shall not be less than 60 degrees F during application.
4/00
02636-4
CITY OF PEARLAND
POLYURETHANE COATINGS ON
STEEL OR DUCTILE IRON PIPE
C. Humidity: Heating of pipe surfaces may be required to meet requirements of
Paragraph 2.01 E, Cured Coating Properties, if relative humidity exceeds 80
percent.
D. Do not thin or mix resins; use as received. Store resins at a temperature above
55 degrees F at all times.
E. Application: Conform to coating manufacturer's recommendations. Apply
directly to substrate to achieve specified thickness. Multiple -pass, one -coat
application process is permitted provided maximum allowable recoat time
specified by coating manufacturer is not exceeded.
F. Recoat only when coating has cured less than maximum time specified by
coating manufacturer. When coating has cured for more than recoat time,
brush -blast or thoroughly sand coating surface. Blow -off cleaning using clean,
dry, high pressure compressed air.
G. Cure at ambient temperature above 0 degrees F. Do not handle pipe until
coating has been allowed to cure as follows:
Ambient
Temperature
Minimum
Full
Cure
Time
7 days
Over 70
degrees
F
50
to 70
degrees
F
9
days
0
to 50
degrees
F
12 days
3.04 JOINTS
A. Apply coating to unlined pipe surfaces including inside of bell socket and
outside of spigot.
B. Coating thickness on sealing areas of spigot end of pipe exterior: Minimum 8
mils (0.008 inch), maximum of 10 mils (0.010 inch). Maximum 10 mils may be
exceeded in spigot end provided maximum spigot diameter as specified by pipe
manufacturer is not exceeded.
3.05 INSPECTION
A. Engineer may inspect coatings at coating applicator's facilities.
B. Secure approval of surface preparation by coating manufacturer's representative
prior to coating application
C. Holiday Inspection: Conform to AWWA C 210, Section 5.3.3.1. Follow
coating manufacturer's recommendation. Conduct inspection any time after
4/00 02636-5
CITY OF PEARLAND
POLYURETHANE COATINGS ON
STEEL OR DUCTILE IRON PIPE
coating has reached initial cure. Repair in accordance with Paragraph 3.07,
Repair and Field Touchup.
3.06 PIPE INSTALLATION
A. When required by the Engineer, provide services of manufacturer's
representative for period of not less than 2 weeks at beginning of actual pipe
laying operations to advise Contractor regarding installation including but not
limited to handling and storing, cleaning and inspecting, coatings repairs, and
general construction methods as to how they may affect pipe coatings.
B. Use nylon straps, padded lifts and padded storage skids. Field cuts should be
kept to minimum. Repair damage to coating due to handling or construction
practices. See Section 02634 - Ductile Iron Pipe and Fittings and Section 02635
- Steel Pipe and Fittings for additional requirements.
C. Just before each section of pipe is to be placed into the trench, conduct a visual
and holiday inspection. Defects in the coating system shall be repaired before
the pipe is installed.
3.07 REPAIR AND FIELD TOUCHUP
A. Apply repair and touchup materials in conformance with factory application of
polyurethane coating requirements specified in this Section, excluding
equipment requirements
B. Repair Procedure - Holidays:
1. Remove traces of oil, grease, dust, dirt, and other deleterious materials
2. Roughen area to be patched by sanding with rough grade sandpaper (40
grit)
3. Apply one coat of repair material described above. Work repair material
into scratched surface by brushing.
C. Repair Procedure - Field Cuts or Large Damage:
1. Remove burrs from field cut ends or handling damage and smooth out
edge of polyurethane coating.
2. Remove traces of oil, grease, dust, dirt, and other deleterious materials
3. Roughen area to be patched with rough grade sandpaper (40 grit).
Feather edges and include overlap of 1 inch to 2 inches of roughened
polyurethane in area to be patched.
4. Apply thick coat of repair material described above. Work repair
material into scratched surface by brushing. Feather edges of repair
4/00 02636-6
CITY OF PEARLAND
POLYURETHANE COATINGS ON
STEEL OR DUCTILE IRON PIPE
material into prepared surface. Cover at least 1 inch of roughened area
surrounding damage, or adjacent to field cut.
D. Repair Procedure - Thermite Brazed Connection Bonds:
1. Remove polyurethane coating with power wire brush from area on metal
surface which is to receive thermite brazed connection. -
2. Grind metal surface to shiny metal with power grinder and coarse grit
grinding wheel.
3. Apply thermite-brazed connection using equipment, charge and
procedure recommended by manufacturer of thermite equipment.
4. After welded surface has cooled to temperature below 130 degrees F,
apply protective coating repair material to weld, exposed pipe surface
and damaged areas of polyurethane coating.
5. Do not cover or backfill freshly repaired areas of coating at thermite-
brazed connection until repair material has completely cured. Allow
material to cure in conformance with manufacturer's recommendations.
END OF SECTION
4/00
02636-7
CITY OF PEARLAND
BASE COURSE FOR PAVEMENT
1.0 GENERAL
SECTION 02710
BASE COURSE FOR PAVEMENT
1.01 SECTION INCLUDES
Base course of crushed stone, recycled crushed concrete base, cement stabilized
crushed stone, cement stabilized bankrun gravel, recycled crushed stone and hot mix
asphalt base course.
1.02 UNIT PRICES
A. Measurement for base course is on a square yard basis. Separate measurement
will be made for each different required thickness of base course.
B. Refer to Section 01200 - Measurement and Payment for unit price procedures.
1.03 SUBMITTALS
A. Submittals shall confoiin to requirements of Section 01350 - Submittals.
B. Submit samples of crushed stone, gravel, crushed concrete and soil binder for
testing.
C. Submit weight tickets, certified by supplier, with each bulk delivery of cement
to work site.
D. Submit manufacturer's description and characteristics for pug mill and
associated equipment, spreading machine, and compaction equipment for
approval.
E. Submit manufacturing description and characteristics of spreading and finishing
machine for approval.
1.04 TESTS
Tests and analysis of soil materials will be performed in accordance with ASTM C131,
ASTM D1557, ASTM D4318, Tex-1 O 1-E, and Tex-110-E under provisions of Section
01450 - Testing Laboratory Services.
4/00 02710-1
CITY OF PEARLAND
BASE COURSE FOR PAVEMENT
1.05 DELIVERY, STORAGE, AND HANDLING
Stockpiles shall be made up of layers of processed aggregate materials. Lc material
by making successive vertical cuts through entire depth of stockpile.
2.0 PRODUCTS
2.01 CRUSHED STONE FLEXIBLE BASE COURSE
A. Crushed Stone: Material retained on the No. 40 Sieve meeting the following
requirements:
1. Durable particles of crusher -run broken limestone, sandstone, gravel or
granite obtained from an approved source.
2 Los Angeles abrasion test percent of wear not to exceed 40 when tested
in accordance with ASTM C131.
B. Soil Binder Material passing the No. 40 Sieve meeting the following
requirements when tested in accordance with ASTM D4318:
1. Maximum Liquid Limit: 40.
2. Maximum Plasticity Index: 12.
3. Maximum Lineal Shrinkage. 7 (when calculated from volumetric
shrinkage at liquid limit).
C. Mixed Materials shall meet the following requirements:
1. Minimum compressive strength of 35 psi at 0 psi lateral pressure and 175
psi at 15 psi lateral pressure using triaxial testing procedures.
2. Grading in accordance with Tex-101-E and Tex-110-E within the
following limits:
Sieve
Percent
Retained
1-3/4
inch
0
to
10
No.
4
45
to 75
No.
40
60
to 85
2.02 CEMENT STABILIZED BASE COURSE
A. Cement: ASTM C 150 Type I; bulk or sacked.
B. Water: Clean; clear; and free from oil, acids, alkali, or vegetable matter.
4/00
02710-2
CITY OF PEARLAND
BASE COURSE FOR PAVEMENT
C. Crushed Stone: material retainc ' on the No. 40 Sieve meeting the following
requirements:
1. Durable particles of crusher -run broken limestone obtained from an
approved source.
2. Los Angeles abrasion test percent of wear not to exceed 40 when tested
in accordance with ASTM C131. _
D. Gravel: Durable particles of bankrun gravel or processed material.
E. Soil Binder Material passing the No. 40 Sieve meeting the following
requirements when tested in accordance with ASTM D4318:
1. Maximum Liquid limit: 35.
2. Maximum Plasticity index: 10.
F. Mixed aggregate and soil binder shall meet the following requirements:
1. Grading in accordance with Tex-101-E and Tex-110-E within the
following limits:
Sieve
Percent
Retained
Crushed
Stone
Processed
GR.
1
Gravel
GR.
2
Bankrun
Gravel
1-3/4
inch
0
to
10
0
to 5
-
0
to 5
1/2 inch
-
-
0
-
No.4
45to75
30to75
15to35
30to75
No.
40
55
to 80
60
to 85
55
to 85
65
to 85
2. Obtain prior permission from Engineer for use of additives to meet
above requirements.
G. Cut back asphalt: MC30 conforming to requirements of Section 02742.
H. Emulsified petroleum resin: EPR-1 Prime conforming to requirements of
Section 02742.
I. Design mix for minimum average compressive strength of 200 psi at 48 hours
using Tex-120-E unconfined compressive strength testing procedures. Provide
minimum cement content of 1-1/2 sacks, weighing 94 pounds each, per ton of
mix.
4/00 02710-3
CITY OF PEARLAND
BASE COURSE FOR PAVEMENT
J. Increase cement content if average compressive strength of tests on field
samples fall below 200 psi. Refer to Part 3 concerning field samples and tests.
K. Mix in stationary pug mill equipped with feeding and metering devices which
shall add specified quantities of base material, cement, and water into mixer.
Dry mix base material and cement sufficiently to prevent cement balls from
forming when water is added.
L. Resulting mixture shall be homogeneous and uniform in appearance.
2.03 CEMENT -STABILIZED RECYCLED CRUSHED CONCRETE BASE
(RCCB) COURSE
A. System Description: Provide RCCB with following performance:
1. Minimum 5 percent cement.
2. Minimum Compressive Strength: 650 psi at 7 days following TxDOT
Tex-120-E.
3. Prepare concrete product in an on- or off -site pug mill, or in an on- or
off -site portable concrete mixer.
B. Preliminary Design:
1. Prepare preliminary mix for 4 cement ratios; 5, 6, 7 and 8 percent.
2. Designate source of concrete for crushing. Follow Section 01450 for
tests of concrete from source.
3. Results of compression tests will be used by Engineer to select the final
mix design.
C. Cement: ASTM C150 Type I, II or III; bulk or sacked.
D. Water: Potable.
E. Aggregate: Recycled Crushed Concrete: Material retained on the No. 40 Sieve,
and durable coarse particles of crusher -run reclaimed cured Portland cement
concrete, obtained from an approved source. Organic material is prohibited.
F. Soil Binder (classified below): Meeting the following requirements when tested
following TxDOT Tex-106-E:
1. Maximum Liquid Limit: 35
2. Maximum Plasticity Index: 10
G. Mixed Aggregate and Soil Binder: Grading following Tex-101-E and Tex-110-
E within the following limits:
4/00
02710-4
CITY OF PEARLAND
BASE COURSE FOR PAVEMENT
Sieve
1-3/4 inch
No. 4
No. 40
Obtain prior
requirements.
H. Asphaltic Seal Cure:
Percent Crushed Concrete Retained
O to 10
45to75
55 to 80; classified as "Soil Binder."
permission from Engineer for use of additives to meet above
I. Use following as Contractor's option to curing by sprinkling, at no
additional cost or time.
2. Cut -back asphalt: MC30 following Section 02742.
3. Emulsified petroleum resin: EPR-1 Prime following Section 02742.
I. Material Mix and Mixing Equipment:
1. Design mix for minimum compressive strength of 650 psi at 7 days
following Tex-120-E unconfined compressive strength
2. Cement Ratio: Follow Paragraph 1.04 A. Increase cement content in
one percent steps up to 8 percent maximum if compressive strength of
design mix samples and field samples of installed product fail above test.
3. Mix following Paragraph 1.04 A, with metering devices adding specified
quantities of crushed concrete, cement, and water into mixer. Dry mix
crushed concrete and cement to prevent cement balls from forming when
water is added. Produce homogeneous and unifoii ily mixed product.
2.04 HOT MIX ASPHALT BASE COURSE
A. Coarse Aggregate. Gravel or crushed stone, or combination thereof that is
retained on No. 10 sieve, uniform in quality throughout and free from dirt,
organic, or other injurious matter occurring either free or as coating on
aggregate. Aggregate shall confouui to ASTM C33 except for gradation.
Furnish rock or gravel with Los Angeles abrasion loss not to exceed 40 percent
by weight when tested in accordance with ASTM C 131.
B. Fine Aggregate: Sand or stone screenings, or combination thereof, passing No.
10 sieve. Aggregate shall confoint to ASTM C33 except for gradation. Use
sand composed of sound, durable stone particles free from loams or other
injurious foreign matter. Furnish screenings of same or similar material as
specified for coarse aggregate. Plasticity index of that part of fine aggregate
passing No. 40 sieve shall be not more than 6 when tested by Tex-106-E. Sand
equivalent shall have a minimum value of 45 when tested by Tex-203-F.
C. Composite Aggregate: Conform to the grading limits of TxDOT Item 340 for
the paving type indicated on the Drawings.
4/00
02710-5
CITY OF PEARLAND
BASE COURSE FOR PAVEMENT
D. Asphaltic Material: Moisture -free homogeneous material which will not foam
when heated to 347 degrees F, meeting the following requirements:
VISCOSITY
GRADE
'TEST
MIN.
AC-10
MAX.
MIN.
AC-20
MAX.
Viscosity,
140°F
stokes
1000
200
2000
±
400
±
Viscosity,
275°F
stokes
1.9
-
2.5
-
Penetration,
77°F,
100
g, 5 sec.
85
-
55
-
Point,
C
C ,
450
-
450
-
Flash
E
F.
Solubility
in
trichloroethylene,
percent
99.0
-
99.0
-
Tests
tests:
on residues
from
thin
film
oven
Viscosity,
140°F
stokes
-
3000
-
6000
Ductility,
77°F,
5 ems
per min., cms
70
-
50
Spot
tests
Negative
for
all
grades
I . Material
shall
not
be cracked.
2. Engineer will designate grade of asphalt to use after design tests have been made. Use only one grade
of asphalt after grade is determined by test design for project.
E Mixing Plant: Weight-batching or drum mix plant with capacity for producing
continuously mixtures meeting specifications. Plant shall have satisfactory
conveyors, power units, aggregate handling equipment, hot aggregate screens
and bins, and dust collectors. Provide equipment to supply materials adequately
in accordance with rated capacity of plant and produce finished material within
specified tolerances. Following equipment is essential:
1. Cold aggregate bins and proportioning device
2. Dryer
3. Screens
4. Aggregate weight box and batching scales
5. Mixer
6. Asphalt storage and heating devices
7. Asphalt measuring devices
8. Truck scales
F. Bins: Separate aggregate into minimum of four bins to produce consistently
uniform grading and asphalt content in completed mix.
4/00
02710-6
CITY OF PEARLAND
BASE COURSE FOR PAVEMENT
G. Mix* Employ and pay certified testing laboratory to prepare design mixes. Test
in accordance with Tex-126-E, Tex-204-F, Tex-208-F, and Tex-227-F.
H. Density and Stability Requirements:
Percent Density Percent HVEEM Stability Percent
Min. Max. Optimum Not Less Than
95 99 97 35
I. Proportions for Asphaltic Material: As specified in TxDOT Item 340 for the mix
type shown on the Drawings.
3.0 EXECUTION
3.01 EXAMINATION
A. Verify compacted subgrade is ready to support imposed loads.
B. Verify lines and grades are correct.
3.02 PLACEMENT
A. Do not mix and place cement stabilized base when temperature is below 40
degrees F and falling. Base may be placed when temperature taken in shade and
away from artificial heat is above 35 degrees F and rising.
B. Place material on prepared subgrade in uniform layers to produce thickness
indicated on Drawings. Depth of layers shall not exceed 8 inches. Do not dump
material in piles or windrows.
C. Spread with approved spreading machine. Conduct spreading so as to eliminate
planes of weakness or pockets of nonuniformly graded material resulting from
hauling and dumping operations.
D. Provide construction joints between new material and stabilized base that has
been in place 4 hours or longer. Joints shall be approximately vertical. Form
joint with a temporary header or make vertical cut of previous base immediately
before placing subsequent base.
E. Use only one longitudinal joint at center line under main lanes and shoulder. Do
not use longitudinal joints under frontage roads and ramps.
F. Place base so that projecting reinforcing steel from curbs remain at approximate
center of base. Secure a film bond between reinforcement and base.
4/00 02710-7
CITY OF PEARLAND
BASE COURSE FOR PAVEMENT
G. Do not place asphaltic base when air temperature is below 50 degrees F and
falling. Base may be placed when air temperature taken in shade and away from
artificial heat is above 40 degrees F and rising.
H. Haul prepared and heated asphaltic concrete mixture to project in tight vehicles
previously cleaned of foreign material. Mixture shall be at temperature between
250 degrees F and 325 degrees F when laid.
I. Spread material into place with approved mechanical spreading and finishing
machine of screening or tamping type. Use track -mounted finish machine to
place base course directly on earth subgrade.
J. Place base courses 4 inches or greater in thickness in two or more layers, each
having compacted thickness of not greater than 4 inches. Spread all lifts. Attain
smooth course of uniform density to section, line and grades as indicated on
Drawings.
K. Place courses as nearly continuously as possible. Pass roller over unprotected
ends of freshly laid mixture only when mixture has become cooled. When work
is resumed, cut back laid material to produce slightly beveled edge for full
thickness of course. Remove old material which has been cut away and lay new
mix against fresh cut.
L. When new asphalt/concrete islaid against existing asphalt, existing
asphalt/concrete shall be saw cut full depth to provide straight smooth joint.
M. In restricted areas where use of paver is impractical, spread and finish asphalt by
mechanical compactor. Use wood or steel forms, rigidly supported to assure
correct grade and cross section. Carefully place materials to avoid segregation
of mix. Do not broadcast material. Remove any lumps that do not break down
readily. Place asphalt courses in same sequence as if placed by machine.
3.03 COMPACTION
A. Start compaction as soon as possible but not more than 60 minutes from start of
moist mixing. Compact loose mixture with approved tamping rollers until entire
depth is uniformly compacted. Do not allow stabilized base to mix with
underlying material.
B. Correct irregularities or weak spots immediately by replacing material and
recompacting.
C. Apply water to maintain moisture between optimum and 3 percent above
optimum moisture as determined by ASTM D1557. Mix in with a spiked tooth
harrow or equal. Reshape surface and lightly scarify to loosen imprints made by
equipment.
4/00
02710-8
CITY OF PEARLAND
BASE COURSE FOR PAVEMENT
D. Remove and reconstruct sections where average moisture content exceeds
ranges specified at time of final compaction.
E. Finish by blading surface to final grade after compacting final course. Seal with
approved pneumatic tired rollers which are sufficiently light to prevent surface
hair line cracking. Rework and recompact at areas where hair line cracking
develops. _
F. Compact to minimum density of 95 percent of modified Proctor density at a
moisture content of treated material between optimum and 3 percent above
optimum as determined by ASTM D1557, unless otherwise indicated on the
Drawings.
G. Maintain surface to required lines and grades throughout operation.
3.04 CURING
A. Moist cure for minimum of 7 days before adding pavement courses. Restrict
traffic on base to local property access. Keep subgrade surface damp by
sprinkling.
B. If indicated on Drawings, cover base surface with a curing membrane as soon as
finishing operation is complete. Apply with approved self-propelled pressure
distributer at following rates. or as indicated on Drawings:
1. MC30: 0.1 gallon per square yard.
2. EPR-1 Prime: 0.15 gallon per square yard.
C. Do not use cutback asphalt during the period of April 16 to September 15.
3.05 TOLERANCES
A. Completed surface shall be smooth and conform to typical section and
established lines and grades.
B. Top surface of base course: Plus or minus 1/4 inch in cross section, or in 16 foot
length.
3.06 FIELD QUALITY CONTROL
A. Testing will be performed under provisions of Section 01450 - Testing
Laboratory Services.
4/00 02710-9
CITY OF PEARLAND
BASE COURSE FOR PAVEMENT
B. At the direction of the Engineer, a minimum of one core will be taken at random
locations per 1,000 linear feet per lane of roadway or 500 square yards of base
to determine in -place depth.
C. Contractor may, at his own expense, request additional cores in the vicinity of
cores indicating nonconforming in -place depths. If the average of the tests falls
below the required depth, place and compact additional material at no cost to the
Owner.
D. Compaction Testing will be performed in accordance with ASTM D1556 or
ASTM D2922 and ASTM 3017 at a random location near each depth
determination core. Rework and recompact areas that do not conform to
compaction requirements at no additional cost to the Owner.
E Fill cores and density test sections with new compacted cement stabilized base.
3.07 PROTECTION
A. Maintain stabilized base in good condition until completion of work. Repair
defects immediately by replacing base to full depth.
B. Protect the asphalt membrane, if used, from being picked up by traffic. The
membrane may remain in place when proposed surface courses or other base
courses are to be applied.
3.08 NONCONFORMING PAVEMENT
A. Recompact pavement sections not meeting specified densities or replace them
with new asphaltic concrete material. Patch asphalt pavement sections in
accordance with procedures established by Asphalt Institute.
B. Remove and replace areas of asphaltic base found deficient in thickness by more
than 10 percent. Use new asphaltic base of thickness shown on Drawings.
C. Nonconforming pavement sections shall be replaced at no additional cost to
Owner.
3.09 UNIT PRICE ADJUSTMENT
Unit price adjustments shall be made for insufficient in -place depth determined by
cores as follows:
A. Adjusted Unit Price shall be reduced by a ratio of average thickness determined
by cores to thickness bid upon, times unit price bid.
B. Adjustment shall apply to lower limit of 90 percent of unit price bid.
4/00
02710-10
CITY OF PEARLAND
BASE COURSE FOR PAVEMENT
C. Average depth below 90 percent may be rejected by the Engineer.
END OF SECTION
4/00 02710-11
CITY OF PEARLAND
ASPHALTIC CONCRETE PAVEMENT
SECTION 02741
ASPHALTIC CONCRETE PAVEMENT
PART1 GENERAL
1.01 SECTION INCLUDES
Surface courses of compacted mixture of coarse and fine aggregates and asphaltic
material.
1.02 UNIT PRICES
A. Measurement for asphaltic concrete pavement is on square yard basis. Separate
measurement will be made for each different required thickness of pavement.
B. Payment for asphaltic concrete pavement includes payment for associated work
performed in accordance with Section 02743.
C. Refer to Section 01200 - Measurement and Payment for unit price procedures.
D. Refer to paragraph 3.08 for unit price adjustments.
1.03 SUBMITTALS
A. Submittals shall conform to requirements of Section 01350 - Submittals.
B. Submit certificates that asphaltic materials and aggregates meet requirements of
Article 2.01, Materials, of this Specification Section.
C. Submit proposed design mix and test data for each type and strength of surface
course in Work.
D. Submit manufacturer's description and characteristics of mixing plant for
approval.
E. Submit manufacturer's description and characteristics of spreading and finishing
machine for approval.
PART2 PRODUCTS
2.01 MATERIALS
A. Coarse Aggregate. Crushed stone or gravel or combination thereof, that is
retained on No. 10 sieve, uniform in quality throughout and free from dirt,
4/00 02741-1
CITY OF PEARLAND
ASPHALTIC CONCRETE PAVEMENT
organic or other injurious matter occurring either free or as coating on
aggregate. Aggregate shall conform to ASTM C33 except for gradation.
Furnish rock or gravel with Los Angeles abrasion loss not to exceed 40 percent
by weight when tested in accordance with ASTM C131.
B. Fine Aggregate: Sand or stone screenings or combination of both passing No.
10 sieve. Aggregate shall conform to ASTM C33 except for gradation. Use
sand composed of sound, durable stone particles free from loams or other
injurious foreign matter. Furnish screenings of same or similar material as
specified for coarse aggregate. Plasticity index of that part of fine aggregate
passing No. 40 sieve shall be not more than 6 when tested by Tex-106-E Sand
equivalent shall have a minimum value of 45 when tested by Tex-203-F.
C. Composite Aggregate: Conform to the grading limits of TxDOT Item 340 for
the paving type indicated on the drawings.
D. Asphaltic Material: Moisture -free homogeneous material which will not foam
when heated to 347 degrees F, meeting following requirements:
Test
AC-10
AC-20
Min.
Max.
Min.
Max.
Viscosity,
stokes
140°
1000
200
2000
400
+
+
Viscosity,
stokes
275°
1.9
-
2.5
_
Penetration,
g, 5 sec.
77°,
100
85
-
55
-
Flash
F.
Point,
C.O.C.,
450
-
450
Solubility
trichloroethylene,
percent
in
99.0
-
99.0
-
Tests
from
tests:
thin
on residues
film
oven
stokes
Viscosity,
140°
-
3000
-
6000
cros
Ductility,
per
77°,
cms
5
70
-
50
-
min.,
Spot
tests
Negative
grades
for all
1
Aiin4...-...
..L...
.....•vauS JLl4 ILVL L/L. GL CLGI�GU,
2. The Engineer will designate grade of asphalt to use after design tests have been made. Use only one
grade of asphalt after grade is determined by test design for project.
•
4/00
02741-2
CITY OF PEARLAND
ASPHALTIC CONCRETE PAVEMENT
2.02 EQUIPMENT
A. Mixing Plant: Weight-batching or drum mix plant with capacity for producing
continuously mixtures meeting specifications. Plant shall have satisfactory
conveyors, power units, aggregate handling equipment, hot aggregate screens
and bins, and dust collectors. Provide equipment to supply materials adequately
in accordance with rated capacity of plant and produce finished material within
specified tolerances. Following equipment is essential:
1. Cold aggregate bins and proportioning device.
2. Dryer.
3. Screens.
4. Aggregate weight box and batching scales.
5. Mixer.
6. Asphalt storage and heating devices.
7. Asphalt measuring devices.
8. Truck scales.
B. Bins: Separate aggregate into minimum of four bins to produce consistently
uniform grading and asphalt content in completed mix.
2.03 MIXES
A. Employ and pay certified testing laboratory to prepare design mixes. Test in
accordance with Tex-126-E or Tex-204-F and Tex-208-F.
B. Density and Stability Requirements:
Percent Density Percent
Min. Max. Optimum
95 99
HVEEM Stability Percent
Not Less Than
97 35
C. Proportions for Asphaltic Material: As specified in TxDOT Item 340 for the
paving type shown on the Drawings.
PART3 EXECUTION
3.01 EXAMINATION
A. Verify compacted base course is ready to support imposed loads.
B. Verify lines and grades are correct.
4/00
02741-3
CITY OF PEARLAND
ASPHALTIC CONCRETE PAVEMENT
3.02 PREPARATION
A. Prime Coat: If indicated on the Drawings, apply a prime coat conforming to
requirements of Section 02742. Do not apply a tack coat until primed base has
cured to satisfaction of the Engineer.
B. Tack Coat Conform to requirements of Section 02743 Where the mixture will
adhere to the surface on which it is to be placed without use of a tack coat, tack
coat may be eliminated if approved by the Engineer.
C. Do not use cutback asphalt during the period of April 16 to September 15.
3.03 PLACEMENT
A. Do not place asphaltic mixture in rain or when air temperature is below 50
degrees F and falling. Mixture may be placed when air temperature taken in
shade and away from artificial heat is above 40 degrees F and rising.
B. Haul prepared and heated asphaltic concrete mixture to the project in tight
vehicles previously cleaned of foreign material. Mixture shall be at temperature
between 250 degrees F and 325 degrees F when laid.
C. Spread material into place with approved mechanical spreading and finishing
machine of screening or tamping type. Use track -mounted finish machine to
place base course directly on earth subgrade.
D. Surface Course Material: Surface course 2 inches or less in thickness may be
spread in one lift. Spread all lifts in such manner that, when compacted,
finished course will be smooth, of uniform density, and will be to section, line
and grade as shown. Coincide construction joints on surface courses with lime
lines, or as directed by the Engineer.
E Place courses as nearly continuously as possible. Pass roller over unprotected
ends of freshly laid mixture only when mixture has cooled When work is
resumed, cut back laid material to produce slightly beveled edge for full
thickness of course. Remove old material which has been cut away and lay new
mix against fresh cut.
F. When new asphalt is laid against existing or old asphalt mat, existing or old
asphalt shall be saw cut full depth to provide straight smooth joint.
G. In restricted areas where use of paver is impractical, spread and finish asphalt by
mechanical compactor. Use wood or steel forms, rigidly supported to assure
correct grade and cross section. Carefully place materials to avoid segregation
of mix. Do not broadcast material. Remove any lumps that do not break down
readily. Place asphalt courses in same sequence as if placed by machine.
4/00
02741-4
CITY OF PEARLAND
ASPHALTIC CONCRETE PAVEMENT
3.04 COMPACTION
A. Begin rolling while pavement is still hot and as soon as it will bear roller
without undue displacement or hair cracking. Keep wheels properly moistened
with water to prevent adhesion of surface mixture. Do not use excessive water.
B. Compress surface thoroughly and uniformly, first with power -driven, 3-wheel,
or tandem rollers weighing from 8 to 10 tons. Obtain subsequent compression
by starting at side and rolling longitudinally toward center of pavement,
overlapping on successive trips by at least one-half width of rear wheels. Make
alternate trips slightly different in length. Continue rolling until no further
compression can be obtained and all rolling marks are eliminated. Complete all
rolling before mixture temperature drops below 175 degrees F.
C. Use tandem roller for final rolling. Double coverage with approved pneumatic
roller on asphaltic concrete surface is acceptable after flat wheel and tandem
rolling has been completed.
D. Along walls, curbs, headers and similar structures, and in all locations not
accessible to rollers, compact mixture thoroughly with lightly oiled tamps.
E Compact binder course and surface course to density not less than 93 percent of
the maximum possible density of voidless mixture composed of same materials
in like proportions.
3.05 TOLERANCES
A. Furnish templates for checking surface in finished sections. Maximum
deflection of templates, when supported at center, shall not exceed 1/8 inch.
B. Completed surface, when tested with 10-foot straightedge laid parallel to center
line of pavement, shall show no deviation in excess of 1/8 inch in 10 feet.
Correct any surface not meeting this requirement.
3.06 FIELD QUALITY CONTROL
A. Testing will be performed under provisions of Section 01450 - Testing
Laboratory Services.
B. At the direction of the Engineer, minimum of one core may be taken at random
locations per 1,000 feet per lane of roadway or 500 square yards of asphalt
concrete pavement to determine in -place depth and density.
C. In -place density will be determined in accordance with Tex-207-F and Tex-227-
F from cores or sections of asphaltic base located near each core. Other
4/00 02741-5
CITY OF PEARLAND
ASPHALTIC CONCRETE PAVEMENT
methods of determining in?place density, which correlate satisfactorily with
results obtained from roadway specimens, may be used when approved by the
Engineer.
D. Contractor may, at his own expense, request three additional cores in vicinity of
cores indicating nonconforming in -place depths. In -place depth at these
locations shall be average depth of four cores.
E Fill cores and density test sections with new compacted asphaltic concrete
pavement.
3.07 NONCONFORMING PAVEMENT
A. Recompact pavement sections not meeting specified densities or replace them
with new asphaltic concrete material. Replace with new material sections of
surface course pavement not meeting surface test requirements or having
unacceptable surface texture Patch asphalt pavement sections in accordance
with procedures established by Asphalt Institute.
B. Remove and replace areas of asphaltic concrete pavement found deficient in
thickness by more than 10 percent. Use new asphaltic concrete pavement of
thickness shown on Drawings.
C. Nonconforming pavement sections shall be replaced at no cost to Owner.
3.08 UNIT PRICE ADJUSTMENT
Unit price adjustments shall be made for deficient in -place depth determined by cores
as follows:
A. Reduced Unit Price shall be ratio of average thickness as determined by cores to
thickness bid upon, times unit price bid.
B. Adjustment shall apply to lower limit of 90 percent and upper limit of 105
percent of unit price bid.
C. Average depth below 90 percent may be rejected by the Engineer.
3.09 PROTECTION
A. Do not open pavement to traffic until 12 hours after completion of rolling, or as
shown on Drawings.
B. Maintain asphaltic concrete pavement in good condition until completion of
Work.
4/00
02741-6
CITY OF PEARLAND
ASPHALTIC CONCRETE PAVEMENT
C. Repair defects immediately by replacing asphaltic concrete pavement to full
depth.
END OF SECTION
4/00 02741-7
CITY OF PEARLAND
PRIME COAT
SECTION 02742
PRIME COAT
PART1 GENERAL
1.01 SECTION INCLUDES
Prime coat for asphaltic concrete paving
1.02 UNIT PRICES
Measurement for Prime Coat is on a square yard basis.
1.03 SUBMITTALS
A. Submittals shall conform to requirements of Section 01300 - Submittals.
B. Submit product data for proposed prime coat.
C. Submit report of recent calibration of distributor.
PART2 PRODUCTS
2.01 CUTBACK ASPHALT
Provide moisture -free homogeneous material which will not foam when heated to 347
degrees F and which meets following requirements:
A. Asphalt material for prime coat shall be MC-30 or MC-70 and shall meet
following requirements:
Type -Grade MC-30 MC-70
Properties Min. Max. Min. Max.
Water percent 0.2 0.2
Flash Point, T.O.C., °F 100 100
Kinematic Viscosity at 140°F, cst 30 60 70 140
B. Distillate shall be as follows, expressed as percent by volume of total distillate
to 680 degrees F:
MC-30 MC-70
Min. Max. Min. Max.
to 437°F 25 20
to 500°F 40 70 20 60
to 600°F 75 93 65 90
4/00 02742-1
CITY OF PEARLAND
Residue from 680°F Distillation,
Volume, percent
C. Tests on Distillation Residue:
Penetration at 77°F, 100g, 5 sec.
Ductility at 77°F, 5 cm/min. cms
Solubility in trichloroethylene, %
Spot Test
MC-30
Min. Max.
50
PRIME COAT
MC-70
Min. Max.
55
MC-30 MC-70
Min. Max. Min. Max.
120 250 120 250
100* 100*
99 --- 99
All Negative
* If penetration of residue is more than 200 and ductility at 77 degrees F is less than
100 cm, material will be acceptable if its ductility at 60 degrees F is more than 100.
2.02 EMULSIFIED PETROLEUM RESIN
A EPR-1 Prime: Slow curing emulsion of petroleum resin and asphalt cement
conforming to the following requirements:
P
PROPERTIES
MIN
MAX
Fural
Viscosity
at
77
F, sec
14
40
Residue
by
%
by weight
60
_
Evaporation,
Sieve
%
-
0.1
Test,
Particle
Charge
Positive
Test
on
the
Distilation
Residue:
Tests
Flash
Point,
COC
(F)
400
-
Kinematic
Viscosity
@
140
F
(cSt)
190
350
B. For use, EPR-1 may be diluted with water up to a maximum of three parts water
to one part EPR-1 in order to achieve the desired concentration of residual
resin/asphalt and facilitate application.
PARTS EXECUTION
3.01 EXAMINATION
A. Verify base is ready to support imposed loads.
4/00
02742-2
CITY OF PEARLAND
PRIME COAT
B. Verify lines and grades are correct.
3.02 PREPARATION
A. Thoroughly clean base course surface of loose material by brooming prior to
application of prime coat.
B. Prepare sufficient base in advance of paving for efficient operations.
3.03 APPLICATION, GENERAL
A. Apply prime coat with approved type of self-propelled pressure distributor.
Distribute prime coat evenly and smoothly under pressure necessary for proper
distribution.
B. Keep all storage tanks, piping, retorts booster tanks and distributors used in
handling asphaltic materials clean and in good operating conditions. Conduct
operations so that asphaltic material does not become contaminated.
C. If yield of asphaltic material appears to be in error, recalibrate distributor prior
to continuing Work.
D. Maintain the surface until Work is accepted by Owner.
3.04 APPLICATION, CUTBACK ASPHALT
A. Do not use cutback asphalt during the period of April 16 to September 15.
B. Do not place prime coat in rain or when air temperature is below 60 degrees F
and falling. Materials may be placed when air temperature taken in shade and
away from artificial heat is above 50 degrees F and rising.
C. Distribute at rate of 0.25 to 0.35 gallons per square yard.
D. Provide all necessary facilities for determining temperature of asphaltic material
in all heating equipment and in distributor, for determining rate of application,
and for obtaining uniformity at junction of two distributor loads. Provide and
maintain in good working order recording thermometer at storage heating unit
at all times.
E. Temperature of application shall be based on temperature -viscosity relationship
that will permit application of asphalt with viscosity of 100 to 125 centistokes.
Maintain asphalt within 15 degrees F of temperature required to meet viscosity.
Selected temperature shall be within following range.
4/00 02742-3
CITY OF PEARLAND
Prime Coat Type
PRIME COAT
Minimum (°F) Maximum (°F)
MC-30 70 150
MC-70 125 175
F. Do not allow temperature of MC-30 to exceed 175 degrees F at any time.
G. Do not allow temperature of MC-70 to exceed 200 degrees F at any time.
3.05 APPLICATION, EMULSIFIED PETROLEUM RESIN
A. Do not place prime coat in rain or when air temperature is below 36 degrees F
and falling.
B. Distribute at rate of 0.15 to 0.25 gallons per square yard.
3.06 PROTECTION
No traffic or placing of subsequent courses shall be permitted over freshly applied
prime coat until authorized by the Engineer.
END OF SECTION
4/00
02742-4
CITY OF PFARLAND
TACK COAT
SECTION 02743
TACK COAT
PART1 GENERAL
1.01 SECTION INCLUDES
Tack coat for asphaltic concrete paving.
1.02 UNIT PRICES
No separate payment will be made for tack coat under this Section. Include payment in
unit price for Asphaltic Pavements.
1.03 SUBMITTALS
A. Submittals shall confonn to requirements of Section 01300 - Submittals.
B. Submit product data for proposed tack coat.
C. Submit report of recent calibration of distributor.
PART2 PRODUCTS
2.01 CUTBACK ASPHALT
Provide moisture -free homogeneous material which will not foam when heated to 347
degrees F and which meets following requirements:
A. Asphalt material for tack coat: RC-250 and meet following:
Properties Min. Max.
Water percent 0.2
Flash Point, T O.C., deg. F 80
Kinematic Viscosity at 140°F, cst 250 400
B. Distillate: Expressed as percent by volume of total distillate to 680 F:
Min. Max.
to 437°F 40 75
to 500°F 65 90
to 600°F 85
Residue from 680°F Distillation,
Volume, percent 70
4/00 02743-1
CITY OF PEARLAND
C. Tests on Distillation Residue:
2.02
Penetration at 77°F, 100g, 5 sec.
Ductility at 77°F, 5 cm/min. cms
Solubility in trichloroethylene, %
Spot Test
EMULSION
TACK COAT
Min. Max.
100 150
100
99
All Negative
Provide homogeneous material which shall show no separation of asphalt after mixing
and shall meet the viscosity requirements at any time within 30 days after delivery.
A. Emulsion material for tack coat: SS-1 and meet following:
Min. Max.
30 100
60
Furol Viscosity at 77 F, sec.
Residue by Distillation, %
Oil Portion of Distillate, %
Sieve Test, %
Miscibility (Standard Test)
Cement Mixing, %
Storage Stability, 1 Day, %
2
--- 0.1
Passing Passing
2.0
1
Test on Residue:
Penetration at 77 F, 100 g, 5 sec 120 160
Solubility in Trichloroethylene, % 97.5
Ductility at 77 F, 5 cm/min, cms 100
B. For emulsions used for tack coats during the period of April 16 to September 15,
volatile organic compound solvents (VOC) shall not exceed 12% by weight
when tested in accordance with ASTM D244.
PARTS EXECUTION
3.01 EXAMINATION
A. Verify compacted base is ready to support imposed loads.
B. Verify lines and grades are correct.
3.02 PREPARATION
Thoroughly clean base course or concrete surface of loose material by brooming prior
to application of tack coat.
4/00
02743-2
CITY OF PEARLAND
TACK COAT
3.03 APPLICATION
A. Apply tack coat uniformly by use of approved distributor at rate not to exceed
0.05 gallons per square yard of surface.
B. Paint all contact surfaces of curbs and structures, and all joints with thin uniform
coat of tack coat.
C. Cutback Asphalt:
1. Do not use cutback asphalt during the period of April 16 to September
15.
7. Do not place tack coat in rain or when air temperature is below 50
degrees F and falling. Materials may be placed when air temperature
taken in shade and away from artificial heat is above 40 degrees F and
rising.
3. Temperature of tack coat shall be between 125 degrees F and 180
degrees F when applied.
4. Do not heat tack coat above 200 degrees F at any time.
3.04 PROTECTION
No traffic or placing of subsequent courses shall be permitted over freshly applied tack
coat until authorized by the Engineer.
END OF SECTION
4/00 02743-3
CITY OF PEARLAND
TOPSOIL
SECTION 02910
TOPSOIL
1.0 GENERAL
1.01 SECTION INCLUDES
Furnishing and placing topsoil for finish grading and for seeding, sodding and planting.
1.02 UNIT PRICES
A. No separate payment will be made for topsoil. Include payment in Section
02921 - Hydromuch Seeding and Section 02922 - Sodding.
B. Refer to Section 01200 - Measurement and Payment for unit price procedures.
2.0 PRODUCTS
2.01 TOPSOIL
A. Topsoil shall be fertile, friable, natural sandy loam surface soil obtained from
excavation or borrow operations having the following characteristics:
1. pH value of between 5.5 and 6.5.
2. Liquid limit. topsoil not exceed 50
3. Plasticity index: 10 or less.
4. Gradation: maximum of 40 percent with a passing the #280 sieve.
B. Topsoil shall be reasonably free of subsoil, clay lumps, weeds, non -soil
materials and other 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
Verify that excavation and embankment operations have been completed to correct
lines and grades.
4/00 02910-1
CITY OF PEARLAND
TOPSOIL
3.02 TOPSOIL EXCAVATION
Conform to excavation and stockpiling requirements of section 02316 - Roadway
Excavation and Backfill.
3.03 PLACEMENT
EIEM
A. For areas to be seeded or sodded, scarify or plow existing surface material to a
minimum depth of 4 inches, or as indicated on the Drawings. Remove any
vegetation and foreign inorganic material. Place 4 inches of topsoil on the
loosened material and roll lightly with an appropriate lawn roller to consolidate
the topsoil.
B. Increase depth of topsoil to 6 inches when placed over sand bedding and backfill
materials specified in Section 02316.
C. For areas to receive bushes or trees, excavate existing material and place topsoil
to the depth and dimensions shown on the Drawings.
D. Remove spilled topsoil from curbs, gutters, and, paved areas and dispose of
excess topsoil in accordance with requirements of Section 01562 - Waste
Material Disposal.
3.04 PROTECTION
Protect topsoil from wind and water erosion until planting is completed.
END OF SECTION
4/00
02910-2
CITY OF PEARLAND
HYDROMULCH SEEDING
SECTION 02921
HYDROMULCH SEEDING
1.0 GENERAL
1.01 SECTION INCLUDES
Seeding, fertilizing, mulching, and maintenance of areas indicated on Drawings.
1.02 UNIT PRICES
A. Measurement for hydromulch seeding is on a square yard basis.
B. Refer to Section 01200 - Measurement and Payment for unit price procedures.
1.03 SUBMITTALS
A. Submittals shall conform to requirements of Section 01350 - Submittals.
B. Submit certification from supplier that each type of seed conforms to these
specification requirements and the requirements of the Texas Seed Law.
Certification shall accompany seed delivery.
C. Submit a certificate stating that fertilizer complies with these specification
requirements and the requirements of the Texas Fertilizer Law.
2.0 PRODUCTS
2.01 MATERIALS
A. Topsoil: Conform to material requirements of Section 02910 - Topsoil.
B. Seed: Conform to U S Department of Agriculture rules and regulations of the
Federal Seed Act and the Texas Seed Law. Seed shall be certified 90 percent
pure and furnish 80 percent germination and meet the following requirements:
1. Rye: Fresh, clean, italian rye grass seed (lollium multi-florum), mixed in
labeled Proportions. As tested minimum percentages of impurities
and germination must be labeled. Deliver in original unopened
containers.
2. Berixiuda• Extra -fancy, treated, lawn type common bermuda (Cynodon
dactylon). Deliver in original, unopened container showing weight,
analysis, name of vender, and germination test results.
4/00
02921-1
CITY OF PEARLAND
HYDROMULCH SEEDING
3. Wet, moldy, or otherwise damaged seed will not be accepted.
C. Seed requirements, application rates and planting dates are:
Application
Pounds/Ac
Rate
Planting
Date
Type
Hulled
Unhulled
Common
Bermuda
Bermuda
Grass 98/88
Grass 98/88
40
40
Jan
1
to
Mar
31
Common
Hulled
Common
Bermuda
Grass 98/88
40
Apr
1
to Sep
30
Hulled
Unhulled
Annual
Common
Rye
Bermuda
(Gulf)
Bermuda
Grass
98/88
Grass 98/88
40
40
30
Oct
1
to
Dec 31
Common
Grass
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
Phosphoric Acid
Potash
10 Percent
20 Percent
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
Place and compact topsoil in accordance with requirements of Section 02910 - Topsoil.
4/00
02921-2
CITY OF PEARLAND
HYDROMULCH SEEDING
3.02 APPLICATION
A. Seed: Apply uniformly at rates given in Paragraph 2.01 B for type of seed and
planting date.
B. Fertilizer: Apply uniformly at a rate of 500 pounds per acre.
C. Mulch: Apply uniformly at a rate of 50 pounds per 1000 square feet.
D. Soil 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 a minimum of 90 days, or as required to establish an
acceptable lawn. For areas seeded in the fall, continue maintenance the
following spring until an acceptable lawn is established. Acceptable coverage
will require a minimum of one healthy plant for any one 9"x9" square area.
B. Maintain grassed areas by watering, fertilizing, weeding, and trimming.
C. Repair areas damaged by erosion by regrading, rolling and replanting.
END OF SECTION
4/00 02921-3
CITY OF PEARLAND
SODDING
SECTION 02922
SODDING
1.0 GENERAL
1.01 SECTION INCLUDES
A. Restoration of existing lawn areas disturbed by construction shall be by
installation of new sod.
B. Sod is defined as blocks, squares, strips of turf grass, and adhering soil used for
vegetative planting. To be placed edge to edge for complete coverage.
C. Lawn is defined as ground covered with fine textured grass kept neatly mowed.
1.02 UNIT PRICES
No separate payment will be made for work performed under this section. Include the
cost of such work for restoration of the existing sod or lawn areas in unit cost for utility
and paving items in the Bid Schedule.
1.03 SUBMITTALS
Submittals shall conform to the requirements of Section 01350 - Submittals.
1.04 QUALITY ASSURANCE
A. Perform sodding only when weather and soil conditions are deemed by Engineer
to be suitable for proper placement.
B. Water and fertilize new sod.
C. Guarantee sod to be growing 30 days after substantial completion.
D. Maintenance Period:
1. Begin maintenance immediately after each section of grass sod is
installed and continue for a 30-day period from date of substantial
completion.
2. Resod unacceptable areas.
3. Water, fertilize, control disease and insect pests, mow, edge, replace
unacceptable materials and perform other procedures consistent with
good horticultural practice to ensure normal, vigorous and healthy
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CITY OF PEARLAND
SODDING
growth. All disease control shall be installed within guidelines set forth
by the Structural Pest Control Board of the State of Texas.
E Notify Engineer 10 days before end of maintenance period for inspection.
2.0 PRODUCTS
2.01 SOD
A. Species: Bermuda (Cynodon Dactylon) Buffalo (Buchloe Dactyloides), or St.
Augustine to match existing or as directed.
B. Contents: 95 percent permanent grass suitable to climate in which it is to be
placed; not more than 5 percent weeds and undesirable grasses; good texture,
free from obnoxious grasses, roots, stones and foreign materials.
C. Size: 12 inch wide strips, uniformly minimum 2 inches thick with clean-cut
edges.
D. Sod is to be supplied and maintained in a healthy condition as evidenced by the
grass being a normal green color.
2.02 FERTILIZER
Available nutrient percentage by weight: 12 percent nitrogen, 4 percent phosphoric
acid, and 8 percent potash; or 15 percent nitrogen, 5 percent phosphoric acid, and 10
percent potash.
2.03 WEED AND INSECT TREATMENT
Provide acceptable treatment to protect sod from weed and insect infestation. Submit
treatment method to the Engineer for approval. All insect and disease control shall be
installed within guidelines set forth by the Structural Pest Control Board of the State of
Texas.
2.04 WATER
Potable, available on -site through Contractor's water trucks. Do not use private
resident's water.
2.05 BANK SAND
Free of clay lumps, roots, grass, weed, seeds, salt or other foreign material.
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CITY OF PEARLAND
SODDING
3.0 EXECUTION
3.01 PREPARATION
A. Verify that top soil placement and compaction has been satisfactorily
completed. Verify that soil is within allowable range of moisture content.
B. Top soil shall be free of weeds and foreign material immediatelybefore
sodding.
C. Do not start work until conditions are satisfactory. Do not start work during
inclement or impending inclement weather.
D. Rake areas to be sodded smooth, free from unsightly variations, bumps, ridges
or depressions.
E Spread 2-inch (+1-1")layer of bank sand over areas to be sodded prior to
planting of sod.
F. Apply fertilizer at a rate of 25 Ibs/1000 SF. Apply after raking soil surface and
not more than 48 hours prior to laying sod. Mix thoroughly into upper 2 inches
of soil. Lightly water to aid in dissipation of fertilizer.
3.02 APPLICATION
A. Lay sod with closely fitted joints leaving no voids and with ends of sod strips
staggered. Sod shall be laid within 24 hours of harvesting.
B. After sod is laid, irrigate thoroughly to secure 6-inch minimum penetration into
soil below sod.
C. Tamp and roll sod with approved equipment to eliminate minor irregularities
and to form close contact with soil bed immediately after planting and watering.
Submit type of tamping and rolling equipment to be used to the Engineer for
approval, prior to construction.
3.03 MAINTENANCE
A. Watering:
1. Water lawn areas once a day with minimum 1/2 inch water for the first 3
weeks after area is sodded.
2. After 3-week period water twice a week with 3/4 inch of water each
time unless comparable amount has been provided by rain.
3. Make weekly inspections to determine moisture content of soil unless
soil is in frozen condition.
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CITY OF PEARLAND
SODDING
4. Water in the morning to enable soil to absorb maximum amount of water
with minimum evaporation.
B. Mowing:
1. Mow sod at intervals which will keep grass height from exceeding 3-1/2
inches.
2. Set mower blades at 2-1/2 inches _
3. Do not remove more than one-half of grass leaf surface.
4. Sodded areas requiring mowing within 1 month after installation, shall
be mowed with a light -weight rotary type mower. The sod shall be
mowed only when dry and not in a saturated or soft condition.
5. Remove grass clippings during or immediately after mowing.
C. Fertilizer and Pest Control:
1 Evenly spread fertilizer composite at a rate of 40 pounds per 5,000
square feet or as recommended by manufacturer. Fertilizer shall not be
placed until 2 weeks after placement of sod.
2. Restore bare or thin areas by topdressing with a mix of 50 percent sharp
sand and 50 percent sphagnum peat moss.
3. Apply mixture 1/4 to 1/2 inch thick.
4. Treat areas of heavy weed and insect infestation as recommended by
treatment manufacturer.
3.04 CLEANUP
A. During course of planting, remove excess and waste materials; keep lawn areas
clean and take precautions to avoid damage to existing structures, plants, grass
and streets.
B. Remove barriers, signs and all other Contractor material and equipment from
project site at termination of establishment period.
END OF SECTION
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02922-4
CITY OF PEARLAND
LANDSCAPE AND TREE PLANTING
SECTION 02931
LANDSCAPE AND TREE PLANTING
1.0 GENERAL
1.03 SECTION INCLUDES
Furnishing all plants and trees, labor, equipment, appliances and materials for
landscape and tree planting. Rough and finish grading is part of the landscape work.
1.04 UNIT PRICES
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.
1.03 REFERENCES
A. ANSI Z 60.1 - Nursery Stock.
B. Federal Specification Q-P-166E - Peat, Moss; Peat, Humus; and Peat, Reed -
Sedge.
1.05 PLANT SCHEDULE
A. The plant schedule gives quantities, scientific names, common names, sizes, and
special remarks.
B. The plant list conforms with Standardized Plant Names, 1942, and American
Standard for Nursery Stock, 1949, revised January 2, 1969, as prepared by the
American Joint Committee on Horticultural Nomenclature and the American
Association of Nurserymen, Inc.
C. In case of discrepancies between the plant list and drawings, the working
drawings shall govern.
1.06 SUBMITTALS
A. Submit samples of the plants and grasses to be used for approval prior to
installation. Inspection will be done on the project site.
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CITY OF PEARLAND
LANDSCAPE AND TREE PLANTING
B. Provide materials from the same source and of the same quality and variety as
those inspected and approved.
C. Soils and/or compost materials must be approved at their source prior to
delivery.
1.07 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 antitranspirant 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 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.
1.08 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.
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CITY OF PEARLAND
1.09 ACCEPTANCE AND APPROVAL
LANDSCAPE AND TREE PLANTING
A. There will be no partial acceptance of grasses.
B. Upon Contractor's request, final approval will be made within 15 working days
of date of notice to the Engineer if contracted work has been satisfactorily
completed.
C. Final approval of grasses will be given when the following conditions are met:
1. There are no bare spots larger than 9 inches square.
2. The total area of bare spots does not exceed 5 percent of the entire grass
area.
1.10 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.
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CITY OF PEARLAND
LANDSCAPE AND TREE PLANTING
1.11 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.
1.10 PLANT CERTIFICATES
Submit inspection certificates approved by the Engineer as required by law with the
invoice for each shipment or order of stock: Submit certificates to the Engineer for
review in ample time to be reviewed and meet installation schedule.
1.11 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.
1.12 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. EstabIishment period refers to a period of 45 days after installation during which
time 5 percent of the construction costs will be withheld.
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CITY OF PEARLAND
LANDSCAPE AND TREE PLANTING
1.13 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
2.02 FERTILIZER
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.
A. For lawns: 12-24-12.
B. 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.
B. The following table is a guideline to establish the pounds of limestone needed
per 1000 square feet of turf:
4/00 02931-5
CITY OF PEARLAND
LANDSCAPE AND TREE PLANTING
LIMESTONE NEEDED PER 1000 SQUARE
FEET
Soil pH
Sands, Loamy Sands
Sandy Loam
Clay Loam, Clay
>6.0
5.1 - 6.0
<5.0
0
50
100
0
75
125
0
-100
175
C. 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.
D. Top Dressing Mulch. Provide pine or redwood bark that is evenly shredded,
consisting of 90 percent organic matter, brown in color, and free of harmful
minerals. Maximum particle size not to exceed 3 inches in diameter.
E 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.
F. Concrete Gravel. Provide clean, crushed stone consisting of hard, durable,
uncoated particles free from injurious amounts of soft friable, thin or laminated
pieces. Use gravel which conforms to ASTM C 33. The sieve size will be 3/4
inch, 90 to 100 percent passing.
2.04 CONSTRUCTION MATERIALS
A. Tree Guys:
1. Guy Wires. Use 10-gauge galvanized annealed iron wire.
2. Hose will be 2-ply, fiber -reinforced dull green rubber at least 3/4-inch
diameter.
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.
2. Use 1-inch x 2-inch pine, or equivalent, 18 inches long.
3. Use waterproof marker for identification.
4. Where applicable for anchoring trees, use wood deadmen of at least 2
inches x 4 inches stock, 36 inches long and buried 3 feet.
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CITY OF PEARLAND
LANDSCAPE AND TREE PLANTING
5. 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.
C. Use tree stakes that are of sound and durable quality capable of withstanding
aboveground and underground conditions either "T" Post or Treated Lodge
Poles.
D. 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.
E 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. 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.
G. 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.
H. Labels. Legibly label plants with durable labels that identify the plant by
scientific and common name. Use waterproof ink.
I. 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.
J. 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.
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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, Eptam, Dryclomec, or equal for ground cover.
4. Use an approved pre -emergent to control seed germination in specified
areas,
C. Antitranspirant:
1. Use approved antitranspirant for all plant 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.
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.
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CITY OF PEARLAND
LANDSCAPE AND TREE PLANTING
D. Balled, bare root, and container -grown plants will conform to the definitions
given in American Standards for Nursery Stock.
E. No tree will be accepted which has had leaders cut or damaged, or which has a
thin, weak trunk and/or poorly foiiiied tops.
F. Regardless of sample selection, a plant may be rejected at the site by the
Engineer.
2.07 NURSERY STOCK
A. Deciduous Trees. Provide trees which are straight and symmetrical and have a
persistently preferred main leader. The crown must be in good overall
proportion to the entire height of the tree. Where a clump is specified, a plant
having a minimum of three stems originating from a common base at the ground
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
Seasonal Limitations:
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02931-9
CITY OF PEARLAND
LANDSCAPE AND TREE PLANTING
A. Bermuda:
1. Hulled seeds may be planted between October and March.
2. Unhulled seeds may be planted between April and September.
B. Rye: Plant between October and February.
C. Bermuda. Provide common Beiinuda 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.
D. 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
Provide hydromulch seeding as noted in Section 02921 - Hydromulch Seeding.
2.11 GRASS
A. Obtain certified sod from an approved source.
B. Provide material which is true to type and name, and is typical of the species or
variety.
C. 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.
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CITY OF PEARLAND
LANDSCAPE AND TREE PLANTING
4. Inspected and certified free of diseases, nematodes and undesirable
insects by authorized representative of State Department of Agriculture.
E. 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.
F. 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:
C. Healthy, vigorous stock, grown in a recognized nursery.
D. 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
Water shall be potable from municipal water supplies.
2.14 SOURCE QUALITY CONTROL
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.
A. Genus, species, variety, size and quality.
B. Size and condition of balls and root systems, insects, injuries and latent defects.
02931-11
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CITY OF PEARLAND
LANDSCAPE AND TREE PLANTING
2.16 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.
2.17 PLANTING PROCEDURES
A. Temporary Nursery. A temporary nursery may be used to store plants, but no
more than 5 days before planting. Keep plants well watered and protected.
1. Immediately upon delivery, heel -in balled and burlapped (B&B) plants
and spray all plants with an antitranspirant. Apply spray from top to
bottom. Thoroughly cover plants, but not to the point of run-off. Spray
block units and not individual plants. Use a low-pressure, fine -mist
applicator. Spray at rates recommended in the manufacturer's directions.
2. Handle all balled and burlapped plants by the ball only.
3. Upon delivery, immediately heel -in bare root plants. Open bundles,
separate plants, set roots in trenches, and cover with topsoil Water
plants with an approved root stimulant containing vitamin B.
4. Handle container plants by the container.
5. Handle ground cover plants in flats. Pack flats tightly together and
sprinkle plants everyday.
6. Special plants so designated must be kept in an approved enclosure or
planted the day of delivery.
7. Store soils and additives on approved platforms.
B Digging and Handling:
1. The actual planting operation must proceed without delay and in a
manner to avoid undue drying of the in -situ soil or roots because of
exposure to air and sun. Keep an ample supply of sawdust available to
cover the roots of B&B stock arriving from the storage nursery. Keep
the roots well covered and moist until the plants can be placed in the
final location and permanently planted.
2. Handle all plant stock with care to prevent injuries to the trunk, branches
and roots.
3. Dig bare root plants when fully dormant. Keep all of the root system
intact; do not prune the root system. However, any roots that are broken,
crushed, or bruised must be cleanly cut back to sound wood. Make the
cut on an angle so that the exposed end faces downward. Seal any cut
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CITY OF PEARLAND
LANDSCAPE AND TREE PLANTING
root exceeding 3/4 inch in diameter with an approved tree wound
dressing.
4. Balled and burlapped plants must have the root system encased in a firm,
solid ball of natural earth, wrapped in burlap and tightly bound. Each
ball must be of sufficient size to encompass all the fibrous feeding roots
and not smaller than required by American Standards for Nursery Stock.
The ball must remain fiini 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.
4. Grading Around Trees. As required, fill or grade within the branch
spread of trees to remain, observing the following requirements.
5. For trenching beneath trees, tunnel under the tree roots with careful hand
digging. Where possible, avoid cutting or injuring roots.
6. Do not raise or lower the grade around an existing tree in any way unless
so directed.
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CITY OF PEARLAND
LANDSCAPE AND TREE PLANTING
D. 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.
E. In -Situ Soil Preparation* Cross -till in two directions all existing soil in
designated areas to be planted, as follows:
1. In lawn areas to a minimum depth of 6 inches.
2. In shrub areas to a minimum depth of 10 inches.
3. Evenly broadcast fertilizers and soil additives and thoroughly work into
soil.
4. Smooth all tilled and amended areas to establish a rough gradient.
F. Deeply irrigate all tilled and amended areas to thoroughly wet soil particles and
promote settlement.
G. 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.
H. 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.
I. Verify location of all underground utilities before ripping.
J. Ripping teeth should not be set at more than 10-inch spacing.
K. 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.
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CITY OF PEARLAND
LANDSCAPE AND TREE PLANTING
L. Additives:
1. Humus. Evenly broadcast and work into in situ soil at a rate of 1 cubic
yard per 200 square feet.
2. Sharp Sand. Evenly broadcast and work into in situ soil at a rate of 1
cubic yard per 200 square feet.
3. Concrete Gravel. Utilize as a drainage course as shown on construction
drawings.
3.02 PREPARATION OF PLANTING SOIL
A. Before mixing, clean topsoil of roots, plants, sod, stones, clay lumps, and other
extraneous materials harmful or toxic to plant growth.
B. Strip and utilize 4-inch layer of top soil, placed on esplanades under Section
02921 - Hydromulch Seeding, for planting soil mixture.
C. Mix recommended soil amendments with topsoil at following rates:
1. Top soil: 50 percent.
2. Peat moss: 25 percent.
3. Well rotted Bark: 25 percent.
4. Fertilizer: Rate recommended by nursery.
D. Delay mixing of fertilizer if planting will not follow placing of planting soil
within 48 hours, unless otherwise directed.
E Incorporate amendments into the soil as a part of the soil preparation process
prior to fine grading, fertilizing, and planting. Broadcast or spread amendments
evenly at the specified rate over the planting area. Thoroughly incorporate
amendments into the top 3 or 4 inches of soil until amendments are pulverized
and have become a homogeneous layer of topsoil ready for planting
3.03 PLANTING
A Excavate pits, beds, or trenches with vertical sides and with bottom of
excavation raised a minimum of 6 inches at center for proper drainage. Provide
following minimum widths:
1. 15-gallon containers or larger, 2 feet wider than diameter of root ball.
2. 1- and 5- gallon containers, 6 inches wider than diameter of root ball.
B. When conditions detrimental to plant growth are encountered, such as
unsatisfactory soil, obstructions, or adverse drainage conditions, notify the
Engineer of such conditions before planting.
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CITY OF PEARLAND
LANDSCAPE AND TREE PLANTING
C. Deliver trees after preparations for planting have been completed and plant
immediately. If planting is delayed more than 6 hours after deliver, set trees and
shrubs in shade, protect from weather and mechanical damage, and keep roots
moist by covering with mulch, burlap, or other acceptable means of retaining
moisture, and water as needed.
D. Set root ball on undisturbed soil in center of pit or trench and plumb plant.
Place plants at such a level that, after settlement, a natural relationship of plant
crown with ground surface will be established.
E When set, place additional backfill around base and sides of ball, and work each
layer to settle backfill and eliminate voids and air pockets. When excavation is
approximately 2/3 full, water thoroughly before placing remainder of backfill.
Repeat watering until no more water is absorbed
F. Dish top of backfill to allow for mulching. Mulch pits, trenches and planted
areas. Provide not less than 4-inch thickness of mulch, work into top of backfill,
and finish level with adjacent finish grades. Cover entire root ball.
G. Prune, thin out and shape trees in accordance with standard horticultural
practice. Prune trees to retain required height and spread. Unless otherwise
directed in writing, do not cut tree leaders, and remove only injured and dead
branches from flowering trees. Remove and replace excessively pruned or
misformed stock resulting from improper pruning.
H. Inspect tree trunks for injury, improper pruning and insect infestation and take
corrective measures.
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:
j 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.
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CITY OF PEARLAND
LANDSCAPE AND TREE PLANTING
3. Evenly top dress the entire seeded area with an approved sterilized
commercial steer manure. Apply at 2 cubic feet per 100 square feet.
4. Lightly but thoroughly sprinkle the entire seeded area with water after
top dress application.
C. Sod:
1. Use Bermuda, Buffalo, or St. Augustine sod in_accordance with 2.11A.
2. Prepare soil in accordance with 3.03.
3. Apply eptam (or approved equal) to all areas to be sodded. Follow
manufacturer's recommended rates and apply during soil preparation
period.
4. Lay sod in a running bond pattern. Pieces should be consistently cut
with joints tightly butted together. Water the in -place sod liberally and
roll it in two direction with a heavy roller. Areas not level due to
fluctuations in the sod depth should be covered and leveled with a 50/50
mix of sharp sand and topsoil. Fertilize in 6 weeks as directed by
landscape Architect.
3.05 FIELD QUALITY CONTROL
A. The Engineer may reject unsatisfactory or defective material at anytime during
progress of Work. Contractor shall remove rejected trees immediately from site
and replace with specified materials. Plant material not installed in accordance
with these Specifications will be rejected.
B. An inspection to determine final acceptance will be conducted by the Engineer
at the end of the 12 month maintenance period. Additional inspections will be
conducted for extended warranty periods provided for in paragraph 1.07B.
3.06 CLEANING AND MAINTENANCE
A. Contractor shall maintain trees during planting operations and for a period of 12
months after completion of planting.
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.
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CITY OF PEARLAND
LANDSCAPE AND TREE PLANTING
3.07 PROTECTION
A. During planting work, keep pavements clean and work area in an orderly
condition.
B. Protect planting work and materials from damage due to planting operations.
Maintain protection during installation and maintenance period. Treat, repair, or
replace damaged planting work as directed by the Engineer. -
C. Dispose of excess soil and waste in accordance with requirements of Section
01562 - Waste Material Disposal. On -site burning of combustible cleared
materials will not be permitted.
END OF SECTION
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CITY OF PEARLAND
PAVEMENT REPAIR AND RESURFACING
SECTION 02980
PAVEMENT REPAIR AND RESURFACING
1.0 GENERAL
1.01 SECTION INCLUDES
Repairing and resurfacing streets, highways, driveways, sidewalks, and other
pavements that have been cut, broken, or otherwise damaged during construction.
1.02 UNIT PRICES
A. No separate payment will be made for pavement repair and resurfacing under
this Section unless included as a bid item in Bid Schedule and approved in
advance by the Engineer. Include payment in unit price for work in appropriate
sections.
B. Payment for pavement repair, when included in bid documents, is on a square
yard basis. Limits for measurement will be as follows:
lopes for utilities
1 Extend 18 inches beyond outside excavarench or trench tion for pavementsremoved to constructd
appurtenant structures e av
utility appurtenances as indicated on Drawings.
2. Extend 5 feet beyond outside excavation limits for structural excavation.
3. If removed pavement is greater than one-half of pavement lane width, or
within 18 inches of a longitudinal joint, on concrete pavement, replace
pavement for full lane width or to nearest longitudinal joint as approved
by the Engineer.
4. No payment will be made for work outside maximum payment limits, or
in areas removed or replaced for Contractor's convenience. The
maximum payment limit is the maximum trench width plus 36 inches, or
as shown on the Drawings. The maximum trench width is defined in
Section 02318- Excavation and Backfill for Utilities. If the extent of
pavement replacement is increased to full lane width or to the nearest
longitudinal joint, the maximum payment limits are increased to the
same extent.
C. Refer to Section 01200 - Measurement and Payment for other unit price
procedures.
1.03 SUBMITTALS
Conform to requirements of Section 01350 - Submittals.
02980-1
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PAVEMENT REPAIR AND RESURFACING
2.0 PRODUCTS
2.01 MATERIALS
A. Subgrade. Provide new backfill material as required by applicable portions of
Sections 02316 through 02330.
B. Provide material for stabilization as required by applicable portions of Section 02335.
C. Base: Provide new base material as required by applicable portions of Section
02710.
D. Pavement: Provide new paving materials as required by applicable portions of
Section 02741- Asphaltic Concrete Pavement and Section 02751 - Concrete
Pavement.
3.0 EXECUTION
3.01 PREPARATION
A. Conform to requirement of Section 02200 - Site Preparation, for removals.
B Saw cut pavement 18 inches wider than width of trench needed to install utilities
unless otherwise indicated on Drawings.
C. Protect edges of existing pavement to remain from damage during removals,
utility placement, backfill, and paving operations. For concrete pavement, leave
and protect minimum of 18 inches of undisturbed subgrade on each side of
trench to support replacement slab.
3.02 INSTALLATION
A. Parking areas, service drives, driveways, and sidewalks: Replace with material
equal to or better than existing or as indicated on Drawings. Conform to
applicable requirements of sections referenced in Paragraph 2.01, Materials of
this Section.
B. Street pavements and curbs, curbs and gutters: Replace subgrade, base, and
surface course with like materials or as indicated on Drawings. Curbs and curbs
and,gutters shall match existing Conform to requirements of sections
referenced in Paragraph 2.01, Materials of this Section.
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CITY OF PEARLAND
PAVEMENT REPAIR AND RESURFACING
C. For concrete pavement install size and length of reinforcing steel and pavement
thickness indicated on Drawings. Place types and spacing of joints to match
existing or as indicated on Drawings.
D. Where existing pavement consists of concrete pavement with asphaltic
surfacing, resurface with minimum 2-inch depth asphaltic pavement.
E. Repair state highway crossings in accordance with highway department permit
and within 1 week after utility work is installed.
3.03 WASTE MATERIAL DISPOSAL
Dispose of waste material in accordance with requirements of Section 01562 - Waste
Material Disposal.
3.04 PROTECTION
A. Maintain all pavement in good condition until completion of Work.
B. Replace pavement damaged by Contractor's operations at no cost to Owner.
END OF SECTION
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CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
1.0 GENERAL
SECTION 03300
CAST -IN -PLACE CONCRETE
1.01 SECTION INCLUDES
A. Cast -in -place concrete building frame members, floors, shear walls, foundation
walls, and supported slabs, vaults, manholes and wet wells.
B. Cast -in -place concrete work for utility construction or rehabilitation, such as
slabs on grade, small vaults, site -cast bases for precast units, cast -in -place
manholes, including headwalls and miscellaneous small structures.
C. Floors and slabs on grade.
D. Concrete seal slabs.
E Control, and expansion and contraction joint devices associated with concrete
work, including joint sealants.
F. Design, construction, erection and removal of structural concrete formwork.
G. Equipment pads, light pole base, thrust blocks.
1.02 UNIT PRICES
A. Measurement for cast -in -place concrete is on lump -sum basis for each
aforementioned item as bid. Payment includes related work performed on these
items in accordance with related sections of these Specifications.
B. Measurement for extra cast -in -place concrete is on cubic -yard basis. Payment
Includes related work performed in accordance with related sections.
C. Refer to Section 01200 - Measurement and Payment for unit price procedures.
1.03 DEFINITIONS
A. Hot Weather: Any combination of high air temperature, low relative humidity
and wind velocity tending to impair quality of fresh or hardened concrete or
otherwise resulting in abnormal properties.
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CAST -IN -PLACE CONCRETE
B. Cold Weather: Period when, for more than 2 successive days, mean daily
temperature is below 40 degrees F.
1.04 REFERENCES
A. ACI 301 - Structural Concrete for Buildings.
B. ACI 302 - Guide for Concrete Floor and Slab Construction.
C. ACI 304 - Recommended Practice for Measuring, Mixing, Transporting and
Placing Concrete.
D. ACI 305R - Hot Weather Concreting.
E ACI 306R - Cold Weather Concreting.
F. ACI 308 - Standard Practice for Curing Concrete.
G. ACI 318 Building Code Requirements for Reinforced Concrete.
H. ACI 350R - Environmental Engineering Concrete Structures.
I. ANSI/ASTM D1190 - Concrete Joint Sealer, Hot -Poured Elastic Type.
J. ANSI/ASTM D1752 - Preformed Sponge Rubber and Cork Expansion Joint
Fillers for Concrete Paving and Structural Construction.
K. ASTM C33 - Concrete Aggregates.
L ASTM C94 — Ready -Mixed Concrete.
M. ASTM C150 - Portland Cement.
N. ASTM C260 - Air Entraining Admixtures for Concrete.
0. ASTM C494 - Chemicals Admixtures for Concrete.
1.05 SUBMITTALS
A. Submit under provisions of Section 01350.
B. Shop Drawings:
1. Submit shop drawings detailing reinforcement fabrication, bar
replacement location, splices, spacing, bar designation, bar type, length,
size, bending, number of bars, bar support type, and other pertinent
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CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
information, including dimensions. Provide sufficient detail for
placement of reinforcement without use of Contract Drawings.
Infoiillation shall correspond directly to data listed on bill of materials.
2. Use of reproductions of Contract Drawings by Contractor,
Subcontractor, erector, fabricator or material supplier in preparation of
shop drawings (or in lieu of preparation of shop drawings) signifies
acceptance by that party of information shown thereon as correct, and
acceptance of obligation to pay for any job expense, real or implied,
arising due to errors that may occur thereon. Remove references to
Design Engineer, including seals, when reproductions of Contract
Drawings are used as shop drawings.
Detail shop drawings in accordance with ACI 315, Figure 6.
3. Submit shop drawings showing location of proposed additional
construction joints, and obtain approval of the Engineer, prior to
submitting reinforcing steel shop drawings.
C. Bill of Materials: Submit with shop drawings.
D. Product Data:
1. Mechanical Bar Splices: Submit manufacturer's technical literature,
including specifications and installation instructions.
2 Epoxy grout proposed for anchoring reinforcing dowels to hardened
concrete: Submit manufacturer's technical literature including
recommended installation procedures.
3. Provide data on joint devices, attachment accessories and admixtures.
E. Certificates:
1. Submit steel manufacturer's certificates of mill tests giving properties of
steel proposed for use. List of manufacturer s test number, heat number,
chemical analysis, yield point, tensile strength and percentage of
elongation. Identify proposed location of steel in work.
2. Foreign -manufactured reinforcing bars shall be tested for conformance to
ASTM requirements by a certified independent testing laboratory located
in United States. Certification from any other source is not acceptable.
Submit test reports for review. Do not begin fabrication of
reinforcement until material has been approved.
1.06 PROJECT RECORD DOCUMENTS
A. Submit under provisions of Section 01350-Submittals.
B. Accurately record actual locations of embedded utilities and components which
are concealed from view.
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CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
1.07 QUALITY ASSURANCE
A. Perfolin Work in accordance with ACI 301.
B. Acquire cement and aggregate from same source for all work.
C. Conform to ACI 305R when concreting during hot weather.
D. Conform to ACI 306R when concreting during cold weather.
1.08 COORDINATION
A. Coordinate work under provisions of Section 01310.
B. Coordinate the placement of joint devices with erection of concrete formwork
and placement of form accessories.
2.0 PRODUCTS
2.01 CONCRETE MATERIALS
A. Cement: ASTM C150, Type I - Normal Portland type. Type II - Moderate
Sulphate resistance Portland type.
B. Fine and Coarse Aggregates: ASTM C33.
C. Use coarse limestone aggregate and crushed limestone for fine aggregate. The
product of concrete alkalinity (A, as equivalent calcium carbonate) times the
thickness of cover over the reinforcing steel (Z in inches) shall not be less than
0.54, i.e. concrete shall have an AZ factor greater than or equal to 0.54. Provide
a minimum concrete cover of 2" over reinforcing steel on the inside of the
structures.
D. Water Clean and not detrimental to concrete.
2.02 ADMIXTURES
A. Air Entrainment: ASTM C260.
B. Chemical: ASTM C494, Type A - Water Reducing, Type D - Water Reducing
and Retarding, Type E - Water Reducing and Accelerating admixture.
2.03 ACCESSORIES
A. Bonding Agent: Two component modified epoxy resin.
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CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
B. Vapor Barrier: 6 mil clear polyethylene film type recommended for below
grade application.
C. Non -Shrink Grout: Premixed compound consisting of non-metallic aggregate,
cement, water reducing and plasticizing agents; capable of developing minimum
compressive strength of 2,400 psi in 48 hours and 7,000 psi in 28 days.
2.04 JOINT DEVICES AND FILLER MATERIALS
EM
A. Joint Filler Type C: ASTM D 1752; Premolded sponge rubber, fully
compressible with recovery rate of minimum 95 percent.
B. Sealant: ASTM D1190; synthetic rubber.
2.05 CONCRETE MIX
A. Mix and deliver concrete in accordance with ASTM C94, Alternative No. 3. A
minimum of 5.75 bags of cement per cubic yard of concrete shall be used. For
Concrete in Contact with sewage use Portland Type II, ASTM C150, Cement.
B. Provide concrete to the following criteria:
1. Compressive Strength 7 days: 2400 psi
2. Compressive Strength 28 days: 4000 psi
3. Slump. 3 to 4 inches for concrete cast against earth in slabs and footings
and where used as a topping. 5 to 6 inches for concrete in supported
slabs, beams, columns and walls.
4. Maximum Water/Cement Ratio: 0.50.
C. Use accelerating admixtures in cold weather only when approved by Engineer.
Use of admixtures will not relax cold weather placement requirements.
D. Use set retarding admixtures during hot weather only when approved by
Engineer.
E. Add air entraining agent to normal weight concrete mix for work exposed to
temperature lower than 40oF. Air content shall be 3 percent maximum for
concrete with trowel finished surfaces and 3-5 percent for other concrete.
2.06 FORM MATERIAL
A. Smooth Forms. New plywood, metal, plastic, tempered concrete -form
hardboard, dressed lumber faced with plywood or lining, or metal -framed
plywood -faced panel material, to provide continuous, straight, smooth surfaces.
Form material shall be free of raised grain, torn surfaces, worn edges, patches,
dents or other defects. Furnish material in largest practical sizes to minimize
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CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
number of joints and, when indicated on Drawings, conform to joint system
indicated Form material shall have sufficient strength and thickness to
withstand pressure of newly placed concrete without bow or deflection.
B. Rough Forms: Plywood, metal, dressed or undressed lumber free of knots
splits or other defects, or other material acceptable to the Engineer of sufficient
strength and thickness to withstand pressure of newly placed concrete without
bow or deflection.
C. Plywood: Conform to PS 1, Class 1.
D. Lumber: Conform to PS 20.
E Edge Forms and Intermediate Screed Strips: Type and strength compatible with
the screed equipment and methods used.
F. Plastic Forms: One-piece forms for domes, beams and pan joists. Single
lengths for columns not exceeding height of 7'?6". For columns over 7'?6", use
7'-6' sections and filler sections as needed. To facilitate removal of pan joist
forms, taper sides 1 inch per foot.
G. Metal Pan Joist Forms: Removable type, fabricated of minimum 14-gage steel;
one piece between end closures. Adjustable forms not allowed. Taper sides 1
inch per foot to facilitate removal.
H. Earth Cuts for Forms.
1. Use earth cuts for forming unexposed sides of grade beams cast
monolithically with slabs on grade
2. Where sides of excavations are stable enough to prevent caving or
sloughing following surfaces may be cast against neat -cut excavations:
a. Sides of footings.
b. Inside face of perimeter grade beams not monolithic with slab on
grade. When inside face is cast against earth, increase beam
width indicated on Drawings by 1 inch.
c. Both faces of interior grade beams not monolithic with slab on
grade. When grade beam is cast against earth, increase beam
width indicated on Drawings by 2 inches.
I. Corrugated Fiberboard Carton Forms:
1. Corrugated fiberboard carton forms, when called for, are intended to
form a void space beneath pile -supported and pier -supported slabs and
other structural elements as shown.
2. Provide products of a reputable manufacturer regularly engaged in
commercial production of double-faced corrugated fiberboard carton
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CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
forms, constructed of waterproof paper and laminated with waterproof
adhesive.
3. Fiberboard forms: Capable of supporting required dead load plus
construction loads, and designed to lose their strength upon prolonged
contact with moisture and soil bacteria.
4. Seal cuts and ends of each form section by dipping in waterproof wax,
unless liners and flutes are completely impregnated with waterproofing.
5. Size forms as indicated on Drawings. Assemble as recommended by
manufacturer, either with steel banding at 4'?0" maximum on centers, or,
where liners and flutes are impregnated with waterproofing, with
adequate stapling.
Circular Forms.
1. Form round -section members with paper or fiber tubes, constructed of
laminated plies using water-resistant adhesive with wax -impregnated
exterior for weather and moisture protection. Provide units with
sufficient wall thickness to resist loads imposed by wet concrete without
deformation. Provide manufacturer's seamless units to minimize spiral
gaps and seams.
2. Fiberglass or steel forms may be used for round -section members.
K. Shores: Wood or adjustable metal, with bearing plates; with double wedges at
lower end.
L. Form Ties:
1. Use commercially -manufactured ties, hangers and other accessories for
embedding in concrete. Do not use wire not commercially fabricated for
use as a form accessory.
2. Fabricate ties so ends or end fasteners can be removed without causing
spalling of concrete faces. Depth from formed concrete face to the
embedded portion: At least 1 inch, or twice the minimum dimension of
tie, whichever is greater.
3. Provide waterstop feature for form ties used on liquid -containing
structures and on concrete walls which will have earth backfill on one
side.
4. Removable ties. Taper ties may be used when approved by the Engineer.
In the hole left by the removal of the taper tie, insert a preformed
neoprene or polyurethane plug sized to seat at the center of the wall.
M. Form Coating: Commercial formulation of form oil or form -release agent
having proven satisfactory performance. Coating shall not bond with, stain or
otherwise adversely affect concrete surfaces, or impair their subsequent
treatment, including application of bonding agents, curing compounds, paint,
protective liners and membrane waterproofing.
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CAST -IN -PLACE CONCRETE
N. Coating for Plastic Forms: Alkali -resistant gel -coat.
O. Chamfer Strips: Unless otherwise indicated on Drawings, provide 3/4 inch
chamfer strips in corners of forms to produce beveled edges where required by
Part 3, Execution.
P. Form Gaskets: Polyethylene rod, closed cell, 1-inch diameter.
2.07 DESIGN OF FORMWORK
A. Conform to ACI 117, ACI 347 and building codes, unless more restrictive
requirements are specified or shown on Drawings. Contractor shall design and
engineer concrete formwork, including shoring and bracing Design formwork
for applicable gravity loads, lateral pressure, wind loads and allowable stresses.
Camber formwork to compensate for anticipated deflection during placement of
concrete required to maintain specified tolerances. Design formwork to be
readily removed without impact, shock or damage to concrete surfaces and
adjacent materials.
B. Slip Forming: Permitted on written approval of the Engineer. Contractor shall
demonstrate suitability of method proposed.
2.08 REINFORCING MATERIAL
A. Reinforcing Bars: Deformed bars conforming to ASTM A615, grade as
indicated on Drawings, except column spirals and those shown on Drawings to
be smooth bars. Where grade is not shown on Drawings, use Grade 60.
B. Smooth Bars: Where indicated on Drawings, use smooth bars conforming to
ASTM A36; ASTM A615, Grade 60; or ASTM A675, Grade 70.
C. Column Spirals: Bars conforming to ASTM A615, Grade 60, or wire
conforming to ASTM A82.
D Epoxy -Coated Deformed Bars, Column Spirals and Smooth Bars. Conform to
ASTM A775/A775M.
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E Welded Wire Fabric:
1. Welded Smooth Wire Fabric: Conform to ASTM A185.
2. Welded Deformed Wire Fabric: Conform to ASTM A497.
3. Provide wire size, type and spacing as shown. Where type is not shown
on Drawings, use welded smooth wire fabric.
4. Furnish welded wire fabric in flat sheets only.
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CAST -IN -PLACE CONCRETE
F. Tie Wire: 16-1/2 gage or heavier annealed steel wire. Use plastic -coated tie
wire with epoxy -coated reinforcing steel.
G. Bar Supports: Provide chairs. Use bar supports and accessories of sizes
required to provide required concrete cover. Where concrete surfaces are
exposed to weather, water or wastewater, provide plastic accessories only; do
not use galvanized or plastic -tipped metal in such locations. Provide metal bar
supports and accessories rated Class 1 or 2 conforming to CRSI MSP-1 Manual
of Standard Practice. Use epoxy -coated bar supports with epoxy -coated
reinforcing bars.
H. Slabs on Grade: Provide chairs with sheet metal bases or provide precast
concrete bar supports 3 inches wide, 6 inches long, and thick enough to allow
required cover. Embed tie wires in 3?inch by 6-inch side.
I. Mechanical Bar Splices:
1. Conform to ACI 318; use where indicated on Drawings.
2. Compression splices shall develop ultimate stress of reinforcing bar.
3. Tension splices shall develop 125 percent of minimum yield point stress
of reinforcing bar.
4. Regardless of chemical composition of steel any heat effect shall not
adversely affect performance of reinforcing bar.
J. Welded Splices:
1. Provide welded splices where shown and where approved by the
Engineer. Welded splices of reinforcing steel shall develop a tensile
strength exceeding 125 percent of the yield strength of the reinforcing
bars connected.
2. Provide materials for welded splices conforming to AWS D1.4.
K. Epoxy Grout: High -strength rigid epoxy adhesive, conforming to ASTM C881,
Type IV, manufactured for purpose of anchoring dowels into hardened concrete
and the moisture condition, application temperature and orientation of the hole
to be filled. Unless otherwise shown, depth of embedment shall be as required
to develop the full tensile strength (125 percent of yield strength) of dowel, but
not less than 12 diameters.
2.09 FABRICATION OF REINFORCING
A. Bending: Fabricate bars to shapes indicated on Drawings by cold bending.
Bends shall conform to minimum bend diameters specified in ACI 318. Do not
straighten or rebend bars. Fabricate epoxy -coated reinforcing steel to required
shapes in a manner that will not damage epoxy coating. Repair any epoxy
coating with patching material conforming to Item 4.4 of ASTM A775/A775M.
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B. Splices:
1. Locate splices as indicated on Drawings. Do not locate splices at other
locations without approval of the Engineer. Use minimum number of
splices located at points of minimum stress. Stagger splices in adjacent
bars.
2 Length of lap splices: As shown on Drawings.
3. Prepare ends of bars at mechanical splices in accordance with splice
manufacturer's requirements.
C. Construction Joints: Unless otherwise shown, continue reinforcing through
construction joints.
D. Bar Fabrication Tolerances: Conform to tolerances listed in ACI 315, Figures 4
and 5.
E. Standard Hooks: Conform to the requirements of ACI 318.
F. Marking: Clearly mark bars with waterproof tags showing number of bars, size,
mark, length and yield strength. Mark steel with same designation as member in
which it occurs.
2.10 FINISHING MATERIALS
4/00
A. Sealer/Dustproofer (VOC Compliant): Water -based acrylic sealer; non -
yellowing under ultraviolet light after 200-hour test in accordance with ASTM
D4587. Conform to local, state and federal solvent emission requirements.
B. Epoxy Floor Topping: Two -component epoxy resin meeting ASTM C881 Type
III resistant to wear, staining and chemical attack, blended with granite, sand,
trap rock or quartz aggregate, trowel -applied over concrete floor. Topping
thickness, 1/8 inch; color, gray.
C. Abrasive Aggregate for Nonslip Finish: Fused aluminum oxide grit, or crushed
emery aggregate containing not less than 40 percent aluminum oxide and not
less than 25 percent ferric oxide. Material shall be factory graded, packaged,
rustproof and nonglazing, and unaffected by freezing, moisture and cleaning
materials.
D Epoxy Penetrating Sealer Low -viscosity, two -component epoxy system
designed to give maximum penetration into concrete surfaces. Sealer shall
completely seal concrete surfaces from penetration of water, oil and chemicals;
prevent dusting and deterioration of concrete surfaces caused by heavy traffic;
and be capable of adhering to floor surfaces subject to hydrostatic pressure from
below. Color, transparent amber or gray; surface, nonslip.
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CAST -IN -PLACE CONCRETE
E. Latex Bonding Agent: Non-redispersable latex base liquid confoiining to
ASTM C1059. When used in water and wastewater treatment structures,
bonding agent shall be suitable for use under continuously submerged
conditions. Conformance and suitability certification by manufacturer is
required.
F. Bonding Grout: Prepare bonding grout by mixing approximately one part
cement to one part fine sand meeting ASTM C144 but with 100 percent passing
No. 30 mesh sieve. Mix with water to consistency of thick cream. At
Contractor's option, a commercially -prepared bonding agent used in accordance
with manufacturer's recommendations and instructions may be used. When used
in water and wastewater treatment structures, bonding agent shall be suitable for
use under continuously submerged conditions. Conformance and suitability
certification by manufacturer is required. Submit manufacturer's technical
information on proposed bonding agent.
G. Patching Mortar:
1. Make patching mortar of same materials and of approximately same
proportions as concrete, except omit coarse aggregate. Substitute white
Portland cement for part of gray Portland cement on exposed concrete in
order to match color of surrounding concrete. Determine color by
making trial patch. Use minimum amount of mixing water required for
handling and placing. Mix patching mortar in advance and allow to
stand. Mix frequently with trowel until it has reached stiffest
consistency that will permit placing. Do not add water.
2. Proprietary compounds for adhesion or specially foiinulated
cementitious repair mortars may be used in lieu of or in addition to
foregoing patching materials provided that properties of bond and
compressive strength meet or exceed the foregoing and color of
surrounding concrete can be matched where required. Use such
compounds according to manufacturer's recommendations. When used
in water and wastewater treatment structures material shall be suitable
for use under continuously submerged conditions. Confoi i fiance and
suitability certification by manufacturer is required.
H. Epoxy Adhesive: Two -component, 100 percent solids, 100 percent reactive
compound developing 100 percent of strength of concrete, suitable for use on
dry or damp surfaces. Epoxy used to inject cracks and as a binder in epoxy
mortar shall meet ASTM C881, Type VI. Epoxy used as a bonding agent for
fresh concrete shall meet ASTM C881, Type V.
I. Non -shrink Grout: See Section 03600 - Structural Grout.
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CAST -IN -PLACE CONCRETE
J. Spray -Applied Coating: Acceptable products are Thoro System Products
"Thoroseal Plaster Mix" or approved equal. Color Gray.
K. Concrete Topping: Class H concrete with 3/8-inch maximum coarse aggregate
size, as specified in this Section.
L Concrete Fill: Class H concrete with 3/8-inch maximum coarse aggregate size,
(Class C where fill thickness exceeds 3 inches throughout a placement), as
specified in Section 03310 - Structural Concrete.
M Evaporation Retardant: Confilm, manufactured by Master Builders; Eucobar,
manufactured by Euclid Chemical Company; or equal.
2.11 CONCRETE CURING MATERIALS
A. Membrane -forming Curing Compound: Conform to ASTM C309, Type 1D,
and following requirements.
1. Minimum solids content: 30 percent.
2. Compound shall not permanently discolor concrete When used for
liquid- containing structures, curing compound shall be white -
pigmented.
3. When used in areas that are to be coated, or that will receive topping or
floor covering, material shall not reduce bond of coating, topping, or
floor covering to concrete. Curing compound manufacturer s technical
information shall state conditions under which compound will not
prevent bond.
4. Conform to local, state and federal solvent emission requirements.
B. Clear Curing and Sealing Compound (VOC Compliant): Conform to ASTM
C309, Type 1, Class B, and the following requirements 30 percent solids
content minimum, non -yellowing under ultraviolet light after 500-hour test in
accordance with ASTM D4587. Sodium silicate compounds are not permitted.
Conform to local, state and federal solvent emission requirements.
C. Sheet Material for Curing Concrete: ASTM C171; waterproof paper,
polyethylene film or white burlap -polyethylene sheeting.
D. Curing Mats (for use in Curing Method 2): Heavy shag rugs or carpets, or
cotton mats quilted at 4 inches on center; 12 ounce per square yard minimum
weight when dry.
E Water for curing: Clean and potable.
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CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
3.0 EXECUTION
3.01 EXAMINATION
A. Verify requirements for concrete cover over reinforcement.
B. Verify that anchors, seats, plates, reinforcement and other items to be cast into
concrete are accurately placed, positioned securely, and will not cause hardship
in placing concrete.
3.02 PREPARATION
A. Prepare previously placed concrete by cleaning with steel brush and applying
bonding agent in accordance with manufacturer's instructions.
B. In locations where new concrete is dowelled to existing work, drill holes in
existing concrete, insert steel dowels and pack solid with non?shrank grout.
3.03 PREPARATION OF SURFACES FOR CONCRETING
A. Earth Surfaces:
1. Under interior slabs on grade install vapor barrier Lap Joints at least 6
inches and seal watertight with tape, or sealant applied between
overlapping edges and ends. repair vapor barrier damaged during
placement of reinforcing and inserts with vapor barrier material; lap over
damaged areas at least 6 inches and seal watertight.
2. Other Earth Surfaces: Thoroughly wet by sprinkling prior to placing
concrete, and keep moist by frequent sprinkling up to time of placing
concrete thereon. Remove standing water. Surfaces shall be free from
standing water, mud and debris at the time of placing concrete.
B. Construction Joints:
1. Definition: Concrete surfaces upon or against which concrete is to be
placed, where the placement of the concrete has been interrupted so that,
in the judgement of the Engineer, new concrete cannot be incorporated
integrally with that previously placed.
2. Interruptions: When placing of concrete is to be interrupted long enough
for the concrete to take a set, use forms or other means to shape the
working face to secure proper union with subsequent work. Make
construction joints only where acceptable to the Engineer.
3. Preparation: Give horizontal Joint surfaces a compacted, roughened
surface for good bond Except where the Drawings call for Joint surfaces
to be coated, clean joint surfaces of laitance, loose or defective concrete
and foreign material by hydroblasting or sandblasting (exposing
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CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
aggregate), roughen surface to expose aggregate to a depth of at least 1/4
inch and wash thoroughly. Remove standing water from the construction
joint surface before new concrete is placed.
4. After surfaces have been prepared cover approximately horizontal
construction joints with a 3-inch lift of a grout mix consisting of Class A
concrete batched without coarse aggregate; place and spread grout
uniformly. Place wall concrete on the grout mix immediately thereafter.
C. Set and secure reinforcement, anchor bolts, sleeves, inserts and similar
embedded items in the forms where indicated on Contract Drawings, shop
drawings and as otherwise required. Obtain the Engineer's acceptance before
concrete is placed. Accuracy of placement is the sole responsibility of the
Contractor.
D. Place no concrete until at least 4 hours after formwork, inserts, embedded items,
reinforcement and surface preparation have been completed and accepted by the
Engineer Clean surfaces of forms and embedded items that have become
encrusted with grout or previously -placed concrete before placing adjacent
concrete.
E Casting New Concrete Against Old: Where concrete is to be cast against old
concrete (any concrete which is greater than 60 days of age), thoroughly clean
and roughen the surface of the old concrete by hydro -blasting or sandblasting
(exposing aggregate). Coat joint surface with epoxy bonding agent following
manufacturer's written instructions, unless indicated otherwise. Unless noted
otherwise, this provision does not apply to vertical wall joints where waterstop
is installed.
F. Protection from Water: Place no concrete in any structure until water entering
the space to be filled with concrete has been properly cut off or diverted and
carried out of the forms, clear of the work. Deposit no concrete underwater. Do
not allow still water to rise on any concrete until concrete has attained its initial
set Do not allow water to flow over the surface of any concrete in a manner
and at a velocity that will damage the surface finish of the concrete. Pumping,
dewatering and other necessary operations for removing ground water, if
required, are subject to the Engineer's review.
G. Corrosion Protection: Position and support pipe, conduit, dowels and other
ferrous items to be embedded in concrete construction prior to placement of
concrete so there is at least a 2 inch clearance between them and any part of the
concrete reinforcement. Do not secure such items in position by wiring or
welding them to the reinforcement.
H. Where practicable, provide for openings for pipes, inserts for pipe hangers and
brackets, and setting of anchors during placing of concrete.
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03300-14
CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
I. Accurately set anchor bolts and maintain in position with templates while they
are being embedded in concrete.
J. Cleaning: Immediately before concrete is placed, thoroughly clean dirt, grease,
grout, mortar, loose scale, rust and other foreign substances from surfaces of
metalwork to be in contact with concrete.
3.04 FORMWORK INSTALLATION
A. Formwork Construction:
1. Construct and maintain formwork so that it will maintain correct sizes of
members, shape, alignment, elevation and position during concrete
placement and until concrete has gained sufficient strength. Provide for
required openings, offsets, sinkages, keyways, recesses, moldings,
anchorages and inserts.
2. Construct forms for easy removal without damage to concrete surfaces.
3. Make formwork sufficiently tight to prevent leakage of cement paste
dunng concrete placement. Solidly butt joints and provide backup
material at joints as required to prevent leakage and fins. Provide
gaskets for wall forms to prevent concrete paste leakage at their base.
4. Place chamfer strips in forms to bevel edges and corners permanently
exposed to view, except top edges of walls, and slabs which are indicated
on Drawings to be tooled. Do not bevel edges of formed joints and
interior corners unless indicated on Drawings. Form beveled edges for
vertical and horizontal corners of equipment bases. Unless otherwise
indicated on Drawings, make bevels 3/4 inch wide.
5. Provide temporary openings at bases of column and wall forms and other
points as required for observation and cleaning immediately before
concrete is placed.
6. Where runways are required for moving equipment, support runways
directly on the formwork or structural members. Do not allow runways
or supports to rest on reinforcing steel.
7. Use smooth foi„is on formed concrete surfaces required to have smooth
form finish or rubbed finish.
8. Rough forms may be used on fowled concrete surfaces indicated to have
rough form finish.
B. Forms for Surfaces Requiring Smooth Foiini Finish:
4/00
1. Drill forms to suit ties used and to prevent leakage of concrete mortar
around tie holes. Uniformly space foiui ties and align in horizontal and
vertical rows. Install taper ties, if used, with the large end on the wet
face of the wall.
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CITY OF PEARLAND
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CAST -IN -PLACE CONCRETE
2. Provide sharp, clean corners at intersecting planes, without visible edges
or offsets. Back up joints with extra studs or girts to maintain true,
square intersections.
3. Form molding shapes, recesses and projections with smooth -finish
materials and install in forms with sealed joints to prevent displacement.
4. Form exposed corners of beams and columns to produce square, smooth,
solid, unbroken lines.
5. Provide exterior exposed edges with 3/4-inch chamfer or 3/4-inch radius
6. Arrange facing material in orderly and symmetrical fashion. Keep
number of joints to practical minimum. Support facing material
adequately to prevent deflection in excess of allowable tolerances.
7. For flush surfaces exposed to view in completed structure, overlap
previously- placed hardened concrete with form sheathing by
approximately 1 inch. Hold forms against hardened concrete to maintain
true surfaces, preventing offsets or loss of mortar.
C. Forms for Surfaces Requiring Rubbed Finish: Provide forms as specified in
paragraph 3 01 B, Smooth Form Finish. Use smooth plywood linings or forms,
in as large sheets as practicable, and with smooth, even edges and close joints.
D. Edge Forms and Screed Strips for Slabs: Set edge forms or bulkheads and
intermediate screed strips for slabs to obtain required elevations and contours in
finished slab surface. Provide and secure supports for types of screeds required.
E Circular Forms: Set forms in one piece for full height of member.
F. Surfaces to Receive Membrane Waterproofing: Coordinate surface finish,
anchors, reglets and similar requirements with membrane waterproofing
applicator.
G. Fireproofing Steel Member: Construct forms to provide not less than the
concrete thickness necessary, measured from face of steel member, to provide
the required fire rating. Forms for concealed surfaces may be unlined.
H. Tolerances:
1. Unless noted otherwise on Drawings, construct formwork so concrete
surfaces will conform to tolerance limits listed in Tables 03100A and
03100B at end of this Section.
2. Establish sufficient control points and bench marks as references for
tolerance checks. Maintain these references in undisturbed condition
until final completion and acceptance of the Work.
03300-16
CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
I. Adjustment of Formwork:
1 Use wedges or jacks to provide positive adjustment of shores and struts.
After final inspection and before concrete placement, fasten in position
wedges used for final adjustment of foinis
2. Brace forms securely against lateral deflections. Prepare to compensate
for settling during concrete placement.
3. For wall openings, construct wood forms that facilitate necessary
loosening to counteract swelling of forms.
J. Corrugated Fiberboard Carton Forms.
1. Place on smooth firm bed of suitable material to prevent vertical
displacement; set tight to prevent horizontal displacement. Exercise care
to avoid buckling of forms. Install in accordance with manufacturer's
directions and recommendations.
2. Fit carton forms tightly around piles and piers; completely fill the space
between subgrade and concrete placement with carton forms to form a
void space
3. Protect carton forms from moisture and maintain in a dry condition until
concrete is placed on them. If they become wet before placement of
concrete, allow them to dry and carefully inspect for strength before
concrete is placed.
4. Before concrete placement, replace damaged or deteriorated forms which
are incapable of supporting concrete dead load plus construction live
loads.
3.05 PREPARATION OF FORM SURFACES
A. Clean surfaces of forms and embedded materials before placing concrete.
Remove accumulated mortar, grout, rust and other foreign matter.
B. Coat forms for exposed or painted concrete surfaces with form oil or form -
release agent before placing reinforcement. Cover form surfaces with coating
material in accordance with manufacturer's printed instructions. Do not allow
excess coating material to accumulate in forms or to contact hardened concrete
against which fresh concrete will be placed. Remove coating material from
reinforcement before placing concrete.
C. Forms for unexposed surfaces, other than retained -in -place metal forms, may be
wet with water immediately before concrete placement in lieu of coating. When
possibility of freezing temperatures exists, however, the use of coating is
mandatory.
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03300-17
CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
3.06 INSTALLATION OF REINFORCEMENT
A. Placement Tolerances: Place reinforcement within tolerances of Table 03210A
at the end of this Section. Bend tie wire away from forms to maintain the
specified concrete coverage.
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B. Interferences: Maintain 2-inch clearance from embedded items. Where
reinforcing interferes with location of other reinforcing steel, conduit or
embedded items, bars may be moved within specified tolerances or one bar
diameter, whichever is greater. Where greater movement of bars is required to
avoid interference, notify the Engineer. Do not cut reinforcement to install
inserts, conduit, mechanical openings or other items without approval of the
Engineer.
C. Concrete Cover: Provide clear cover measured from reinforcement to face of
concrete as listed in Table 03210B at the end of this Section, unless otherwise
indicated on Drawings.
D. Placement in Forms: Use spacers, chairs, wire ties and other accessory items
necessary to assemble, space and support reinforcing properly. Provide
accessories of sufficient number, size and strength to prevent deflection or
displacement of reinforcement due to construction loads or concrete placement.
Use appropriate accessories to position and support bolts, anchors and other
embedded items. Tie reinforcing bars at each intersection and to accessories.
Blocking reinforcement with concrete or masonry is prohibited.
E Placement for Concrete on Ground: Support bar and wire reinforcement on
chairs with sheet metal bases or precast concrete blocks spaced at approximately
3 feet on centers each way. Use minimum of one support for each 9 square feet.
Tie supports to reinforcing bars and wires.
F. Vertical Reinforcement in Columns: Offset vertical bars by at least one bar
diameter at splices. Provide accurate templates for column dowels to ensure
proper placement.
G. Splices:
1. Do not splice bars, except at locations indicated on Drawings or
reviewed shop drawings, without approval of the Engineer.
2 Lap Splices: Unless otherwise shown or noted, Class B, conforming to
ACI 318-89, Section 12.15.1. Tie securely with wire prior to concrete
placement, to prevent displacement of splices during concrete placement.
3. Mechanical Bar Splices: Use only where indicated on Drawings or
approved by the Engineer. Install in accordance with manufacturer's
instructions.
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CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
a. Couplers located at a joint face shall be of a type which can be set
either flush or recessed from the face as shown. Seal couplers
prior to concrete placement to completely eliminate concrete or
cement paste from entering.
b. Couplers intended for future connections: Recess 1/2 inch
minimum from concrete surface. After concrete is placed, plug
coupler and fill recess with sealant to prevent contact with water
or other corrosive materials.
c. Unless noted otherwise match mechanical coupler spacing and
capacity to that shown for the adjacent reinforcing.
H. Construction Joints: Place reinforcing continuous through construction joints,
unless noted otherwise.
I. Welded Wire Fabric. Install wire fabric in as long lengths as practicable.
Unless otherwise indicated on Drawings, lap adjoining pieces at least 6 inches
or one full mesh plus 2 inches, whichever is larger. Lace splices with wire. Do
not make end laps midway between supporting beams, or directly over beams of
continuous structures. Offset end laps in adjacent widths to prevent continuous
laps. Conform to WRI - Manual of Standard Practice for Welded Wire Fabric.
J. Field Bending: Shape reinforcing bent during construction operations to
conform to Drawings. Bars shall be cold -bent; do not heat bars. Closely inspect
reinforcing for breaks. When reinforcing is damaged, replace, Cadweld, or
otherwise repair, as directed by the Engineer. Do not bend reinforcement after it
is embedded in concrete.
K. Epoxy -coated Reinforcing Steel: Install in accordance with Paragraph 3.02J,
Field Bending, and in a manner that will not damage epoxy coating. Repair
damaged epoxy coating with patching material as specified in Paragraph 2.02A,
Bending.
L. Field Cutting: Cut reinforcing bars by shearing or sawing. Do not cut bars with
cutting torch.
M. Welding of reinforcing bars is prohibited, except where shown on Drawings.
3.07 GROUTING OF REINFORCING AND DOWEL BARS
Use epoxy grout for anchoring reinforcing and dowel steel to existing concrete in
accordance with epoxy manufacturer's instructions. Drill hole not more than 1/4 inch
larger than steel bar diameter (including height of deformations for deformed bars) in
existing concrete. Just before installation of steel, blow hole clean of all debris using
compressed air. Partially fill hole with epoxy, using enough epoxy so when steel bar is
inserted, epoxy grout will completely fill hole around bar. Dip end of steel bar in
epoxy and twist bar while inserting into partially -filled hole.
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03300-19
CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
TABLE 03210A
REINFORCEMENT PLACEMENT TOLERANCES
PLACEMENT
Clear Distance -
To formed soffit:
To other formed surfaces:
Minimum spacing between bars:
TOLERANCE IN
INCHES
- 1/4
±1/4
- 1/4
Clear distance from unformed surface to top reinforcement -
Members 8 inches deep or less:
Members more than 8 inches deep but Tess than 24 inches deep:
Members 24 inches deep or greater:
Uniform spacing of bars (but the required number of bars shall not be
reduced):
Uniform spacing of stirrups and ties (but the required number of
stirrups and ties shall not be reduced)
Longitudinal locations of bends and ends of reinforcement -
General:
Discontinuous ends of members:
Length of bar laps:
Embedded length For bar sizes No. 3 through 11:
For bar sizes No. 14 and 18:
±2
±1
±2
±1/2
-1-1/2
-1
-2
TABLE 03210B
MINIMUM CONCRETE COVER FOR REINFORCEMENT
SURFACE
MINIMUM COVER IN
INCHES
Slabs and Joists -
Top and bottom bars for dry conditions -
No. 14 and No. 18 bars:
No. 11 bars and smaller:
Formed concrete surfaces exposed to earth, water or weather; over,
or in contact with, sewage; and for bottoms bearing on work mat,
or slabs supporting earth cover -
No. 5 bars and smaller:
No. 6 through No. 18 bars:
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1-1/2
2
03300-20
CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
SURFACE
MINIMUM COVER IN
INCHES
Beams and Columns -
For dry conditions -
Stirrups, spirals and ties:
Principal reinforcement:
Exposed to earth water, sewage or weather -
Stirrups and ties:
Principal reinforcement:
1-1/2
2
2
2-1/2
Walls -
For dry conditions -
No. 11 bars and smaller:
No. 14 and No. 18 bars:
Formed concrete surfaces exposed to earth, water, sewage or
weather, or in contact with ground -
Circular tanks with ring tension:
All others:
2
2
Footings and Base Slabs At formed surfaces and bottoms bearing on concrete work mat.
At unformed surfaces and bottoms in contact with earth:
Over top of piles:
Top of footings -- same as slabs
2
3
2
3.08 HANDLING, TRANSPORTING AND PLACING CONCRETE
A. Conform to applicable requirements of Chapter 8 of ACI 301 and this Section.
Use no aluminum materials in conveying concrete.
B. Rejected Work: Remove concrete found to be defective or non -conforming in
materials or \`,orkmanship. Replace rejected concrete with concrete meeting
requirements of Contract Documents, at no additional cost to the Owner.
C. Unauthorized Placement: Place no concrete except in the presence of the
Engineer. Notify the Engineer in writing at least 24 hours before placement of
concrete.
D. Placement in Wall Forms.
1. Do not drop concrete through reinforcing steel.
2. Do not place concrete in any form so as to leave an accumulation of
mortar on form surfaces above the concrete.
3. Pump concrete or use hoppers and, if necessary, vertical ducts of canvas,
rubber or metal (other than aluminum) for placing concrete in forms so it
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CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
4/00
reaches the place of final deposit without separation. Free fall of
concrete shall not exceed 4 feet below the ends of pump hoses, ducts,
chutes or buggies. Uniformly distribute concrete during depositing.
4. Do not displace concrete in forms more than 6 feet in horizontal
direction from place where it was originally deposited.
5. Deposit in uniform horizontal layers not deeper than 2 feet; take care to
avoid inclined layers or inclined construction joints except where
required for sloping members.
6. Place each layer while the previous layer is still soft.
7. Provide sufficient illumination in form interior so concrete at places of
deposit is visible from the deck or runway.
E Conveyors and Chutes: Design and arrange ends of chutes, hopper gates and
other points of concrete discharge in the conveying, hoisting and placing system
so concrete passing from them will not fall separated into whatever receptacle
immediately receives it Conveyors, if used, shall be of a type acceptable to the
Engineer. Do not use chutes longer than 50 feet. Slope chutes so concrete of
specified consistency will readily flow. If a conveyor is used, it shall be wiped
clean by a device operated in such a manner that none of the mortar adhering to
the belt will be wasted. All conveyors and chutes shall be covered.
F. Placement of Slabs: In hot or windy weather, conducive to plastic shrinkage
cracks, apply evaporation retardant to slab after screeding in accordance with
manufacturer's instructions and recommendations. Do not use evaporation
retardant to increase water content of the surface cement paste. Place concrete
for sloping slabs uniformly from the bottom of the slab to the top, for the full
width of the placement. As work progresses vibrate and carefully work
concrete around slab reinforcement. Screed the slab surface in an up -slope
direction.
G. When adverse weather conditions affect quality of concrete, postpone concrete
placement. Do not mix concrete when the air temperature is at or below 40
degrees F and falling. Concrete may be mixed when temperature is 35 degrees
F and rising. Take temperature readings in the shade, away from artificial heat.
Protect concrete from temperatures below 32 degrees F until the concrete has
cured for a minimum of 3 days at 70 degrees F or 5 days at 50 degrees F.
H. 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.
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CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
3.09 PUMPING OF CONCRETE
A. If pumped concrete does not produce satisfactory results, in the judgement of
the Engineer, discontinue pumping operations and proceed with the placing of
concrete using conventional methods.
B. Pumping Equipment: Use a 2-cylinder pump designed to operate with only one
cylinder if one is not functioning, or have a standby pump on site during
pumping.
C. The minimum hose (conduit) diameter: Comply with ACI 304.2R.
D. Replace pumping equipment and hoses (conduits) that do not function properly.
E. Do not use aluminum conduits for conveying concrete.
F. Field Control: Take samples for slump, air content and test cylinders at the
placement (discharge) end of the line.
3.10 CONCRETE PLACEMENT SEQUENCE
A. Place concrete in a sequence acceptable to the Engineer. To minimize effects of
shrinkage, place concrete in units bounded by construction joints shown. Place
alternate units so each unit placed has cured at least 7 days for hydraulic
structures, or 3 days for other structures, before contiguous unit or units are
placed, except do not place corner sections of vertical walls until the 2 adjacent
wall panels have cured at least 14 days for hydraulic structures and 7 days for
other structures.
B. Level the concrete surface whenever a run of concrete is stopped. To ensure
straight and level joints on the exposed surface of walls, tack a wood strip at
least 3/4-inch thick to the forms on these surfaces. Carry concrete about 1/2
inch above the underside of the strip. About one hour after concrete is placed,
remove the strip, level irregularities in the edge formed by the strip with a
trowel and remove laitance.
3.11 TAMPING AND VIBRATING
A. Thoroughly settle and compact concrete throughout the entire depth of the layer
being consolidated, into a dense, homogeneous mass fill corners and angles,
thoroughly embed reinforcement, eliminate rock pockets and bring only a slight
excess of water to the exposed surface of concrete during placement. Use ACI
309R Group 3 immersion -type high-speed power vibrators (8,000 to 12,000
rpm) in sufficient number and with sufficient (at least one) standby units. Use
Group 2 vibrators only when accepted by the Engineer for specific locations.
Do not transport concrete by vibrating.
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CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
B. Use care in placing concrete around waterstops. Carefully work concrete by
rodding and vibrating to make sure air and rock pockets have been eliminated.
Where flat -strip type waterstops are placed horizontally, work concrete under
waterstops by hand, making sure air and rock pockets have been eliminated.
Give concrete surrounding the waterstops additional vibration beyond that used
for adjacent concrete placement to assure complete embedment of waterstops in
concrete.
C. Concrete in Walls: Internally vibrate, ram, stir, or work with suitable
appliances, tamping bars, shovels or forked tools until concrete completely fills
forms or excavations and closes snugly against all surfaces. Do not place
subsequent layers of concrete until previously -placed layers have been so
worked. Provide vibrators in sufficient numbers, with standby units as required,
to accomplish the results specified within 15 minutes after concrete of specified
consistency is placed in the forms. Keep vibrating heads from contact with form
surfaces Take care not to vibrate concrete excessively or to work it in any
manner that causes segregation of its constituents.
3.12 PLACING MASS CONCRETE
Observe the following additional restrictions when placing mass concrete.
A. Use specified superplasticizer.
B. Maximum temperature of concrete when deposited: 70 degrees F.
C. Place in lifts approximately 18 inches thick Extend vibrator heads into
previously -placed layer.
3.13 FINISHING OF FORMED SURFACES
A. Unfinished Surfaces: Finish is not required on surfaces concealed from view in
completed structure by earth, ceilings or similar cover, unless indicated
otherwise on Drawings.
B. Rough Form Finish:
4/00
1. No form facing material is required on rough form finish surfaces.
2. Patch tie holes and defects. Chipoff fins exceeding 1/4 inch in height.
3. Rough form finish may be used on concrete surfaces which will be
concealed from view by earth in completed structure, except concealed
surfaces required to have smooth form finish, as shown on Drawings.
03300-24
CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
C. Smooth Form Finish:
1. Form facing shall produce smooth, hard, unifoiui texture on concrete.
Use plywood linings or forms in as large sheets as practicable, and with
smooth, even edges and close joints.
2. Patch tie holes and defects. Rub fins and joint marks with wooden
blocks to leave smooth, unmarred finished surface.
3. Provide smooth form finish on the wet face of formed surfaces of water -
holding structures, and of other formed surfaces not concealed from view
by earth in completed structure, except where otherwise indicated on
Drawings. Walls that will be exposed after future construction, at
locations indicated on Drawings shall have smooth form finish. Smooth
foini finish on exterior face of exterior walls shall extend below final top
of ground elevation. Exterior face of all perimeter grade beams shall
have smooth form finish for full depth of grade beam.
D. Rubbed Finish:
1. Use plywood linings or forms in as large sheets as practicable, and with
smooth, even edges and close joints.
2. Remove forms as soon as practicable, repair defects, wet surfaces, and
rub with No. 16 carborundum stone or similar abrasive. Continue
rubbing sufficiently to bring surface paste, remove form marks and fins,
and produce smooth, dense surface of uniform color and texture. Do not
use cement paste other than that drawn from concrete itself. Spread
paste uniformly over surface with brush. Allow paste to reset, then wash
surface with clean water.
3. Use rubbed finish at locations indicated on Drawings, except where
rubbed finish is indicated for a wall which will be containing a liquid,
use spray -applied coating.
E. Spray -applied Coating: At Contractor's option, in lieu of rubbed finish, spray -
applied coating may be applied after defects have been repaired and fins
removed. Remove form oil, curing compound and other foreign matter that
would prevent bonding of coating. Apply coating in uniform texture and color
in accordance with coating manufacturer's instructions.
F. Related Unformed Surfaces: Tops of piers, walls, bent caps, and similar
unformed surfaces occurring adjacent to formed surfaces shall be struck smooth
after concrete is placed. Float unfoinied surfaces to texture reasonably
consistent with that of formed surfaces. Continue final treatment on formed
surfaces uniformly across unformed surfaces.
4/00 03300-25
CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
3.14 HOT WEATHER FINISHING
When hot weather conditions exist, as defined in 1.04.B. and as judged by the Engineer,
apply evaporation retardant to the surfaces of slabs, topping and concrete fill
placements immediately after each step in the finishing process has been completed.
3.15 FINISHING SLABS AND SIMILAR FLAT SURFACES TO CLASS A, B
AND C TOLERANCES
A. Apply Class A, B and C finishes at locations indicated on Drawings. Class B or
better finish shall be applied if not shown otherwise by the Drawings.
B. Shaping to Contour: Use strike -off templates or approved compacting -type
screeds riding on screed strips or edge forms to bring concrete surface to proper
contour. See Section 03100 - Concrete Formwork for edge forms and screeds.
C. Consolidation and Leveling: Concrete to be consolidated shall be as stiff as
practicable Thoroughly consolidate concrete in slabs and use internal vibration
in beams and girders of framed slabs and along bulkheads of slabs on grade.
Consolidate and level slabs and floors with vibrating bridge screeds, roller pipe
screeds or other approved means. After consolidation and leveling, do not
permit manipulation of surfaces prior to finishing operations.
D. Tolerances for Finished Surfaces: Check tolerances by placing straightedge of
specified length anywhere on slab. Gap between slab and straightedge shall not
exceed tolerance listed for specified class.
Straightedge
Class
Length
1/8
Tolerance
(inches)
(feet)
A
10
B
10
1/4
C
2
1/4
E. Raked Finish: After concrete has been placed, struck off, consolidated and
leveled to Class C tolerance roughen surface before final set. Roughen with
stiff brushes or rakes to depth of approximately 1/4 inch. Notify the Engineer
prior to placing concrete requiring initial raked surface finish so that acceptable
raked finish standard may be established for project. Protect raked, base -slab
finish from contamination until time of topping. Provide raked finish for
following:
1. Surfaces to receive bonded concrete topping or fill.
2. Steep ramps, as noted on Drawings.
3. Additional locations as noted on Drawings.
4/00 03300-26
CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
F. Float Finish:
1. After concrete has been placed, struck off, consolidated and leveled, do
not work further until ready for floating. Begin floating when water
sheen has disappeared, or when mix has stiffened sufficiently to permit
proper operation of power -driven float. Consolidate surface with power -
driven floats. Use hand floating with wood or cork -faced floats in
locations inaccessible to power -driven machine and on small, isolated
slabs.
2. After initial floating, re -check tolerance of surface with 10-foot
straightedge applied at not less than two different angles Cut down high
spots and fill low spots to Class B tolerance. Immediately re -float slab
to a uniform smooth granular texture.
3. Provide float finish at locations not otherwise specified and not
otherwise indicated on Drawings.
G. Trowel Finish:
1. Apply float finish as previously specified. After power floating, use
power trowel to produce smooth surface which is relatively free of
defects but which may still contain some trowel marks. Do additional
troweling by hand after surface has hardened sufficiently. Do final
troweling when ringing sound is produced as trowel is moved over
surface. Thoroughly consolidate surface by hand troweling operations.
2. Produce finished surface free of trowel marks, uniform in texture and
appearance and conforming to Class A tolerance. On surfaces intended
to support floor coverings, remove defects which might show through
covering by grinding.
3. Provide trowel finish for floors which will receive floor covering and
additional locations indicated on Drawings.
H. Broom or Belt Finish:
1. Apply float finish as previously specified. Immediately after completing
floated finish, draw broom or burlap belt across surface to give coarse
transverse scored texture.
2. Provide broom or belt finish at locations indicated on Drawings.
3.16 FINISHING SLABS AND SIMILAR FLAT SURFACES TO "F?NUMBER
SYSTEM" FINISH
A. Shaping to Contour: Use strike -off templates or approved compacting -type
screeds riding on screed strips or edge forms to bring concrete surface to proper
contour. Edge forms and screeds: Conform to Section 03100 - Concrete
Foiunwork.
4/00 03300-27
CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
4/00
B. Consolidation and Leveling: Concrete to be consolidated shall be as dry as
practicable. Thoroughly consolidate concrete in slabs and use internal vibration
in beams and girders of framed slabs and along bulkheads of slabs on grade.
Consolidate and level slabs and floors with vibrating bridge screeds, roller pipe
screeds or other approved means. After consolidation and leveling, do not
manipulate surfaces prior to finishing operations.
C. Tolerances for Finished Surfaces: Independent testing laboratory will check
floor flatness and levelness in accordance with Paragraph 3.12,_Field Quality
Control.
D. Float Finish:
1. After concrete has been placed, struck off, consolidated and leveled, do
not work further until ready for floating. Begin floating when water
sheen has disappeared, or when mix has stiffened sufficiently to permit
proper operation of power -driven float. Consolidate surface with power -
driven floats. Use hand floating with wood or cork -faced floats in
locations inaccessible to power -driven machine and on small, isolated
slabs.
2. Check tolerance of surface after initial floating with a 10-foot
straightedge applied at not less than two different angles. Cut down high
spots and fill low spots Immediately refloat slab to uniform, smooth,
granular texture to FF20/FL 17 tolerance, unless shown otherwise on
Drawings.
3. Provide "F-Number System" float finish at locations indicated on
Drawings.
E Trowel Finish:
1. Apply float finish as previously specified. After power floating, use
power trowel to produce smooth surface which is relatively free of
defects but which may still contain some trowel marks. Do additional
trowelings by hand after surface has hardened sufficiently. Do final
troweling when ringing sound is produced as trowel is moved over
surface. Thoroughly consolidate surface by hand troweling operations.
2. Produce finished surface free of trowel marks uniform in texture and
appearance and conforming to an FF25/FL20 tolerance for slabs on
grade and FF25/FLI7 for elevated slabs, unless shown otherwise on
Drawings. On surfaces intended to support floor coverings, remove
defects, which might show through covering, by grinding
3. Provide "F-Number System' trowel finish at locations indicated on
Drawings.
03300-28
CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
3.17 BONDED CONCRETE TOPPING AND FILL
A. Surface Preparation:
1. Protect raked, base -slab finish from contamination until time of topping.
Mechanically remove oil, grease, asphalt, paint, clay stains or other
contaminants, leaving clean surface.
2. Prior to placement of topping or fill, thoroughly dampen roughened slab
surface and leave free of standing water. Immediately before topping or
fill is placed, scrub coat of bonding grout into surface. Do not allow
grout to set or dry before topping or fill is placed.
B. Concrete Fill:
1. Where concrete fill intersects a wall surface at an angle steeper than 45
degrees from vertical, provide a 1.5-inch deep keyway in the wall at the
point of intersection size keyway so that no portion of the concrete fill is
less than 1.5 inches thick. Form keyway in new walls; create by saw
cutting the top and bottom lines and chipping in existing walls.
2. Apply wood float finish to surfaces of concrete fill.
3. Provide concrete fill at locations shown on Drawings.
C. Bonded Concrete Topping in Bottom of Clarifiers and Thickeners:
1. Minimum thickness of concrete topping: 1 inch. Maximum thickness
when swept in by clarifier and thickener equipment. 3 inches.
2. Compact topping and fill by rolling or tamping, bring to established
grade, and float. Topping grout placed on sloping slabs shall proceed
uniformly from the bottom of the slab to the top, for the full width of the
placement. Coat surface with evaporation retardant as needed between
finishing operations to prevent plastic shrinkage cracks.
3. Screed topping to true surface using installed equipment. Protect
equipment from damage during sweeping -in process. Perform sweeping -
in process under supervision of equipment manufacturer's factory
representative. After topping has been screeded, apply wood float finish.
During finishing, do not apply water, dry cement or mixture of dry
cement and sand to the surface.
4. As soon as topping or fill finishing is completed, coat surface with
curing compound. After the topping is set and sufficiently hard in
clarifiers and where required by the Engineer, fill the tank with sufficient
water to cover the entire floor for 14 days.
5. Provide bonded concrete topping in bottom of all clarifiers and
thickeners.
4/00 03300-29
CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
3.18 EPDXY PENETRATING SEALER
A. Surfaces to receive epoxy penetrating sealer Apply wood float finish. Clean
surface and apply sealer in compliance with manufacturer s instructions.
B. Rooms with concrete curbs or bases: Continue application of floor coating on
curb or base to its juncture with masonry wall. Rooms with solid concrete walls
or wainscots: Apply minimum 2-inch-high coverage of floor coating on vertical
surface.
C. Mask walls, doors, frames and similar surface to prevent floor coating contact.
D. When coving floor coating up vertical concrete walls, curbs, bases or wainscots,
use masking tape or other suitable material to keep a neat level edge at top of
cove.
E Provide epoxy penetrating sealer at locations indicated on Drawings.
3.19 EPDXY FLOOR TOPPING
A. Surfaces to receive epoxy floor topping: Apply wood float finish unless
recommended otherwise by epoxy floor topping manufacturer. Clean surface
and apply epoxy floor topping in compliance with manufacturer's
recommendations and instructions. Thickness of topping: 1/8 inch.
B. Rooms with concrete curbs or bases: Continue application of floor coating on
curb or base to its juncture with masonry wall. Rooms with solid concrete walls
or wainscots: apply 2-inch-high coverage of floor coating on vertical surface.
C. Mask walls, doors, frames and similar surfaces to prevent floor coating contact.
D. When coving floor coating up vertical concrete walls, curbs, bases or wainscots,
use masking tape or other suitable material to keep a neat level edge at top of
cove.
E Finished surface shall be free of trowel marks and dimples.
F. Provide epoxy floor topping at locations indicated on Drawings.
3.20 SEALER/DUSTPROOFER
Where sealer or sealer/dustproofer is indicated on Drawings, just prior to completion of
construction, apply coat of specified clear sealer/dustproofing compound to exposed
interior concrete floors in accordance with manufacturer's instructions.
4/00
03300-30
CITY OF PFARLAND
CAST -IN -PLACE CONCRETE
3.21 NONSLIP FINISH
A. Apply float finish as specified. Apply two-thirds of required abrasive aggregate
by method that ensures even coverage without segregation and re -float. Apply
remainder of abrasive aggregate at right angles to first application, using heavier
application of aggregate in areas not sufficiently covered by first application.
Re -float after second application of aggregate and complete operations with
troweled finish. Perform finishing operations in a manner that will allow the
abrasive aggregate to be exposed and not covered with cement paste.
B. Provide nonslip finish at locations indicated on Drawings.
3.22 FIELD QUALITY CONTROL
A. Field inspection and testing will be performed in accordance with ACI 301 and
under provisions of Sections 01440 and 01450.
B. Provide free access to Work and cooperate with appointed firm.
C. Submit proposed mix design to inspection and testing firm for review prior to
commencement of Work.
D. Tests of cement and aggregates may be performed to ensure conformance with
specified requirements.
E Three concrete test cylinders will be taken for every 50 cu yds or less of
concrete.
F. One additional test cylinder will be taken during cold weather concreting, cured
on job site under same conditions as concrete it represents.
G. One slump test will be taken for each set of test cylinders taken.
H. Provide the results of alkalinity tests of concrete used in sanitary structures.
Provide one test for each structure. These tests shall be perfoi fined by an
independent testing laboratory. Perform the test on the concrete covering
reinforcing steel on the inside of the pipe or structure. Alkalinity tests are to be
in accordance with Encyclopedia of Industrial Chemical Analysis, Vol. 15, Page
230, Interscience Publishers Division, John Wiley and Sons.
3.23 PATCHING
A. Allow Engineer to inspect concrete surfaces immediately upon removal of
forms.
4/00 03300-31
CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
B. Excessive honeycomb or embedded debris in concrete is not acceptable. Notify
Engineer upon discovery.
C. Patch imperfections in accordance with ACI 301.
3.24 DEFECTIVE CONCRETE
A. Defective Concrete: Concrete not conforming to required lines, details,
dimensions, tolerances or specified requirements.
B. Repair or replacement of defective concrete will be determined by the Engineer.
C. Do not patch, fill, touch-up, repair, or replace exposed concrete except upon
e xpress direction of Engineer for each individual area.
3.25 CURING
A. Comply with ACI 308. Cure by preventing lossof moisture, rapid temperature
change and mechanical injury for a period of 7 curing days when Type II or IP
cement has been used and for 3 curing days when Type III cement has been
u sed. Start curing as soon as free water has disappeared from the concrete
surface after placing and finishing. A curing day is any calendar day in which
the temperature is above 50 degrees F for at least 19 hours. Colder days may be
counted if air temperature adjacent to concrete is maintained above 50 degrees
F. In continued cold weather, when artificial heat is not provided, removal of
forms and shoring may be permitted at the end of calendar days equal to twice
the required number of curing days. However, leave soffit forms and shores in
place until concrete has reached the specified 28-day strength, unless directed
o therwise by the Engineer.
B. Cure formed surfaces not requiring rub -finished surface by leaving forms in
place for the full curing period. Keep wood forms wet during the curing period.
Add water as needed for other types of forms. Or, at Contractor's option, forms
may be removed after 2 days and curing compound applied.
C. Rubbed Finish:
1. At formed surfaces requiring rubbed finish, remove forms as soon as
practicable without damaging the surface.
2. After rub -finish operations are complete, continue curing foamed
surfaces by using either approved curing/sealing compounds or moist
cotton mats until normal curing period is complete.
4/00 03300-32
CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
D. Unformed Surfaces: Cure by membrane curing compound method.
1. After concrete has received a final finish and surplus water sheen has
disappeared, immediately seal surface with a uniform coating of
approved curing compound, applied at the rate of coverage
recommended by manufacturer or as directed by the Engineer. Do not
apply less than 1 gallon per 180 square feet of area. Provide satisfactory
means to properly control and check rate of application of the compound.
2. Thoroughly agitate the compound during use and apply by means of
approved mechanical power pressure sprayers equipped with atomizing
n o77les. For application on small miscellaneous items, hand -powered
spray equipment may be used. Prevent loss of compound between
n ozzle and concrete surface during spraying operations.
3. Do not apply compound to a dry surface. If concrete surface has become
dry, thoroughly moisten surface immediately prior to application. At
locations where coating shows discontinuities, pinholes or other defects,
o r if rain falls on a newly coated surface before film has dried
sufficiently to resist damage, apply an additional coat of compound at the
specified rate of coverage.
3.26 CURING MASS CONCRETE
Observe the following additional restrictions when curing mass concrete.
A. Minimum curing period: 2 weeks.
B. When ambient air temperature falls below 32 degrees F, protect surface of
concrete against freezing.
C. Do not use steam or other curing methods that will add heat to concrete.
D. Keep forms and exposed concrete continuously wet for at least the first 48 hours
after placing, and whenever surrounding air temperature is above 90 degrees F
during final curing period.
E. During 2-week curing period, provide necessary controls to prevent ambient air
temperature immediately adjacent to concrete from falling more than 30 degrees
F in 24 hours.
3.27 REMOVAL OF FORMS
A. Time Limits:
1. When repair of surface defects or finishing is required before concrete is
aged, forms on vertical surfaces may be removed as soon as concrete has
hardened sufficiently to resist damage from removal operations.
4/00 03300-33
CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
2. Remove top foims on sloping surfaces of concrete as soon as concrete
has attained sufficient stiffness to prevent sagging Loosen wood forms
for wall openings as soon as this can be accomplished without damage to
concrete. Leave formwork for water -retaining structures in place for at
least 2 days. Formwork for non -water -retaining columns, walls, sides of
beams and other formwork components not supporting weight of
concrete may be removed after 12 hours, provided concrete has hardened
sufficiently to resist damage from removal operations, and provided
removal of forms will not disturb members supporting weight of
concrete.
3. Forms and shoring supporting weight of concrete or construction loads:
Leave in place until concrete has reached minimum strength specified for
removal of forms and shoring. Do not remove such forms in less than 4
days.
B. Circular Paper or Spiral Tube Forms: Follow manufacturer's directions for form
removal. Take necessary precautions to prevent damage to concrete surface.
When removal is done before completion of curing time, replace form, tie in
place and seal to retard escape of moisture.
C. Removal Strength:
1. Control Tests: Suitable strength -control tests will be required as
evidence that concrete has attained specified strength for removal of
formwork or shoring supporting weight of concrete in beams, slabs and
other structural members Furnish test cylinders and data to verify
strength for early form removal.
2. Field -cured Test Cylinders: When field -cured test cylinders reach
specified removal strength, formwork or shoring may be removed from
respective concrete placements.
3. Laboratory -cured Test Cylinders: When concrete has been cured as
specified for structural concrete for same time period required by
laboratory -cured cylinders to reach specified strength, formwork or
shoring may be removed from respective concrete placements.
Determine length of time that concrete has been cured by totaling the
days or fractions of days, not necessarily consecutive, during which air
temperature surrounding concrete is above 50 degrees F and concrete has
been damp or thoroughly sealed against evaporation and loss of
moisture.
4. Compressive Strengths: The minimum concrete compressive strength
for removal of formwork supporting weight of concrete is 75 percent of
specified minimum 28-day strength for class of concrete involved.
4/00 03300-34
CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
3.28 RESHORING
A. When reshoring is peiniitted, plan operations in advance and obtain the
Engineer's approval of such operations. While reshoring is under way, keep live
load off new construction. Do not permit concrete in any beam, slab, column or
other structural member to be subjected to combined dead and construction
loads in excess of loads permitted for developed concrete strength at time of
reshoring.
B. Place reshores as soon as practicable after form -stripping operations are
complete but in no case later than end of day on which stripping occurs.
Tighten reshores to carry required loads without over stressing construction.
Leave reshores in place until tests representative of concrete being supported
have reached specified strength at time of removal of formwork supporting
weight of concrete.
C. Floors supporting shores under newly -placed concrete: Leave original
supporting shores in place, or re -shore. Locate reshores directly under shore
position above Extend reshoring over a sufficient number of stories to
distribute weight of newly -placed concrete forms and construction live loads in
such manner that design superimposed loads of floors supporting shores are not
exceeded.
3.29 FORM REUSE
Do not reuse forms that are worn or damaged beyond repair. Thoroughly clean and
recoat forms before reuse. For wood and plywood forms to be used for exposed smooth
finish sand or otherwise dress concrete contact surface to original condition or provide
form liner facing material. For metal forms, straighten, remove dents and clean to
return forms to original condition.
TABLE 03100A
TOLERANCES FOR FORMED SURFACES CONCRETE IN BUILDINGS**
FOR
FOR
MAXI
ANY
ANY
MUM
VARIATION
l0-FOOT
20-
FOR
FROM
VARIATION
IN
LENGTH
FOOT
ENTIR
LENG
E
TH
OR
DIMEN
ANY
SION
BAY
PLUMB
OR
Lines And
Surfaces
of
1/4"
---
1"
SPECIFIED
Columns,
Piers, walls
BATTER
And Arrises
Exposed
Corner
Columns,
Control
And
Other
Joint Groo\es,
Conspicuous
---
1/4"
1/2"
Lines
4/00
03300-35
CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
LEVEL OR
SPECIFIED
GRADE
DRAWING
DIMENSIONS
* Footing tolerances apply to concrete
dimensions only, not to positioning of vertical
reinforcing steel, dowels, or embedded items
* * Includes water and wastewater process
structures.
Slab Soffits, Ceilings,
Beam Soffits, And Arrises
(Measured Before
Removal of Shores)
Exposed Lintels Sills,
Parapets, Horizontal
Grooves And Other
Conspicuous Lines
Position of Linear
Building Lines, Columns,
Walls, And Partitions
Size And Location of
Sleeves, Floor Openings
And Wall Openings
Cross Section of Columns,
Beams, Slabs, And Walls
Footings* in Plan
1/4"
3/8"
1/4"
1/2"
3/4"
1/2"
1"
+1/4"
+1/2", -
1/4"
+2" -
1/2"
Footing Misplacement or
Eccentricity in Direction
of Error (The Lesser Of)
Footing Thickness
Decrease
2% OF
WIDTH
OR 2'
5%
Footing Thickness
Increase
Step Rise in Flight of
Stairs
NO
LIMIT
+ 1/8"
Step Tread in Flight of
Stairs
+ 1/4"
Consecutive Step Rise
Consecutive Step Tread
TABLE 03100B
TOLERANCES FOR FORMED SURFACES
CONCRETE IN BRIDGES, WHARVES AND MARINE STRUCTURES
VARIATION
FROM
VARIATION IN
+1/16"
+ 1/8"
MAXIMUM
PLUMB OR SPECIFIED
BATTER
SURFACES OF COLUMNS, PIERS AND WALLS
1/2" in 10'
LEVEL OR SPECIFIED
GRADE
TOP SURFACES OF SLABS
See Section 03345
TOP SURFACES OF CURBS AND RAILINGS
3/16" in 10'
4/00
03300-36
CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
CROSS
BEAMS
SECTION
AND
SIMILAR
OF
COLUMNS,
MEMBERS
CAPS,
WALLS,
+I/2"
1/4"
DRAWING
DIMENSIONS
THICKNESS
OF
DECK
SLABS
+1/4",
- 1/8"
SIZE
OPENINGS
AND
LOCATION
OF
SLAB
AND
WALL
+ 1/2"
FOOTINGS
IN
PLAN
+2", -1/2"
FOOTING
DIRECTION
MISPLACEMENT
OF
ERROR
(THE
OR
LESSER
ECCENTRICITY
OF)
IN
2% of
2"
WIDTH
OR
FOOTING
THICKNESS
DECREASE
5%
FOOTING
THICKNESS
INCREASE
NO
LIMIT
STEP
RISE
IN
FLIGHT
OF
STAIRS
+1/8"
STEP
TREAD
IN
FLIGHT
OF
STAIRS
+1/4"
CONSECUTIVE
STEP
RISE
+1/16"
CONSECUTIVE
STEP
TREAD
+1/8"
3.30 PROTECTION
A. Protect concrete against damage until final acceptance by the Owner.
B. Protect fresh concrete from damage due to rain, hail sleet or snow. Provide
such protection while the concrete is still plastic and whenever such
precipitation is imminent or occurring.
C. Do not backfill around concrete structures or subject them to design loadings
until all components of the structure needed to resist the loading are complete
and have reached the specified 28-day compressive strength, except as
authorized otherwise by the Engineer.
END OF SECTION
4/00
03300-37