R2003-0040 03-10-03 RESOLUTION NO. R2003-40
A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF PEARLAND,
TEXAS, AWARDING A BID FOR THE CONSTRUCTION OF THE WAGON
WHEEL SANITARY SEWER EXTENSION PROJECT.
BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF PEARLAND, TEXAS:
Section 1. That the City opened bids for construction services associated with the
construction of the Wagon Wheel Sanitary Sewer Extension Project, and such bids have
been reviewed and tabulated.
Section 2. That the City Council hereby awards the bid to Ramos Industries, in
the amount of $1,193,567.90.
Section 3. The City Manager or his designee is hereby authorized to execute a
contract for the construction of the Wagon Wheel Sanitary Sewer Extension Project.
PASSED, APPROVED and ADOPTED this the 10th day of March ,
A.D., 2003.
ATTEST:
APPROVED AS TO FORM:
DARRIN M. COKER
CITY ATTORNEY
TOM REID
MAYOR
88888o°
8888188
[ Huff & Mitchell
Average of Bidders
Unit
Price
Base
Bid `,
Unit
Price
Base
Bid
50,000.00
50,000.00
42,380.00
42,380.00
1.00
13, 413.00
0.88
11, 803.44
3,500.00
3,500.00
6,740.00
6,740.00
30.00
2,790.00
65.20
6,063.60
4.00
51,000.00
3.50
44,625.00
13.00
14, 729.00
11.34
12,848.22
30.00
13,350.00
20.82
9,264.90
45.00
7,875.00
34.36
6,013.00
10.00
110,000.00
8.62
94,820.00
23.00
253,000.00
20.42
224,620.00
45.00
69,570.00
43.40
67,096.40
54.00
119,664.00
52.60
116, 561.60
1,600.00
68,800.00
1,550.00
66,650.00
70.00
8,330.00
116.00
13, 804.00
300.00
900.00
514.00
1,542.00
300.00
900.00
610.00
1,830.00
100.00
35,100.00
69.78
24,492.78
80.00
126,960.00
62.80
99,663.60
65.00
159, 575.00
48.08
118, 036.40
60.00
157, 740.00
42.46
111, 627.34
30.00
75,870.00
33.26
84,114.54
25.00
96,550.00
27.55
106,398.10
80.00
8,000.00
63.02
6,302.00
100.00
40,500.00
96.90
39,244.50
700.00
58,800.00
413.40
34,725.60
2,100.00
189,000.00
1,052.00
94,680.00
1,735,916.00
1,445,947.02
Unit
Price
28.00
25.00
35.00
25.00
15.00
25.00
Unit
Price
35.60
13.80
37.00
25.00
10.20
140.00
i Associates,
Civil and Environmental S °rvices
27 February, 2003
Mr. Joe Wertz
City of Pearland
351.9 Liberty Drive
Pearland, TX 77581
RE: Contractor Selection Recommendation
Wagonwheel Subdivision Sanitary Sewer (RFP No.: 2002-046)
Dear Joc,
After reviewing the five (5) bid submittals for the referenced project, JKC recommends that .be
City consider extending a contract to Ramos Industries, Inc for thc bid amount of
$1,193,567.90.
Ramos Industries was the low bidder on this project, and has a satisfactory record of work on
municipal projects in the area. JKC does not have direct experience with this firm, but our
research of current Ramos clients leads us to believe they have the means and experience to
provide these improvements in a timely and cost effective manner. We talked with the following
individuals as references for Ramos.
Harris County Flood Control District
Ms. Brenda Trevino, P.E. (713) 684-4107
HCFCD has worked with Ramos for approximately 15 years and has found them to provide good
workmanship on a prompt schedule. She also they are easy to work with and had no concern s
relative to Ramos' potential performance on this City of Pearland project.
City of League City
Mr. Bobby Morrison (281) 338-4839
League City has worked with Ramos for approximately
in projects over thc last 15 years He believes Ramos is
this City of Pearland project, and had no reservations in
20 years, and has done about 10 million
capable of successfully implementing
giving a good reference for Ramos.
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 Oi-0703
2820 Main Street • Dickinson, Texas 77539 • phone: (281) 309-9100 • FAX: (281) 309-9300
GO
Exhibit "A"
Resolution No. R200340
T RAC T COOL n
and
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WAGONWHEEL SUBDIVISION
SAN ! ARY SEWER IMPROVEMENTS
CITY OF PEARLAND
BRAZORIA COUNTY, TEXAS
32002 046
`Associate, Inc.
Civil and Environmental Services
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CONTRACT DOCUMENTS
and
TECHNICAL SPECIFICATIONS
for
WAGONWHEEL SUBDIVISION
SANITARY SEWER IMPROVEMENTS
CITY OF PEARLAND
BRAZORIA COUNTY, TEXAS
COP P N : B2002-046
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
June, 2002
CITY OF PEARLAND
BIDDING DOCUMENTS
CITY OF PEARLAND
BRAZORIA COUNTY, TEXAS
WAGONWHEEL SUBDIVISION
SANITARY SEWER IMPROVEMENTS
BIDDING DOCUMENTS
Invitation to Bidders
Bid Proposal
COP PN: B2002-046
BID FORMS
TABLE OF CONTENTS
No. of
Pages
2
4
INVITATION TO BIDDERS
COP PN: B2002-046
INVITATION TO BIDDERS
CITY OF PEARLAND, TEXAS
BID No.: B2002-046
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 3:00 p.m., January 2, 2003, at which time they will be
publicly opened and read aloud for the construction of:
WAGONWHEEL SUBDIVISION
SANITARY SEWER IMPROVEMENTS
City of Pearland, Texas
COP PN: B2002 046
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 3:00
p.m. on December 18, 2002.
The project will entail construction of approximately 13,900 feet of 8 ' sanitary sewer 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
Becky, Jerrycrest, Larrycrest, Patridge, Willow, Cottonwood, Raza and Aubrell (Key
Map 614-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
The Associated General Contractors of America, Inc.
3825 Dacoma
Houston, TX 77092
Associated Builders & Contracotrs of Greater Houston
3910 Kirby Suite 320
Houston, TX 77098
Dodge Reports
4101 Greenbriar, Suite 320
Houston, TX 77098
(281) 652-1600
(713) 843-3700
(713) 523-6222
(713) 529-4895
Page 1 of 2
June, 2002
INVITATION TO BIDDERS
COP PN: B2002-046
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 foam 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
Page 2 of 2
June, 2002
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:
WAGONWHEEL SUBDIVISION
SANITARY SEWER IMPROVEMENTS
City of Pearland, Texas
COP PN: B2002-046
(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 WAGONWHEEL SUBDIVISION SANITARY SEWER IMPROVEMENTS 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 foams, 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 one hundred
twenty (120) calendar days and completed and ready for final payment within one hundred fifty (150)
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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Unit
iits Price
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Restoration of gravel driveways 1,1331
vat's ( 4451
Restoration of concrete driveways 175
Mill & 2" Overlay of Asphalt Roadway 11,0001_
Reconstruction of Asphalt Roadway 11,0001
24" RCP Storm Culvert 2,216
eter San Sewer Manhole (depth < 8') I 431___
San Sewer Manhole (extra depth) 1191
new penetration saw -cut I 3
1San Sewer Manhole drop piping 3
18" SDR26 PVC Sewer pipe (open cut 16' to18' depth) 351
'C Sewer pipe (open cut 14' to16' depth) 1,587I
18" SDR26 PVC Sewer pipe (open cut 10' to12' depth) 2,629
cut 8' to10' depth) 1 2,529
pth) I 3,8621__
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12,7501
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18" RCP Storm Culvert 1,5
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I
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Reinforced Fabric Barriers
Regrade Existing Ditch
uosea
941
Section
Reference
01505
01570
01555
01565 I
02980 I
02980
02980
02741
02630
02630
02542
02542
02534
02534
02534
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8" SDR26 PVC Sewer pipe (auger all depths)
8" SDR26 PVC Sewer pipe (auger & case all depths)
Short side service leads
Lona side service leads
TOTAL BASE BID
Section 11
Reference Desc
02415
02415
02531
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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:
Name:
Contact:
Address:
Phone No.:
FAX No.:
ATTEST:
Date:
Signatures
Printed Name.
Title:
END OF BID FORM
(Seal, if Bidder is a Corporation)
Page 4 of 4
CITY OF PFARLAND
CONTRACT DOCUMENTS
CITY OF PEARLAND
BRAZORIA COUNTY, TEXAS
WAGONWHEEL SUBDIVISION
SANITARY SEWER IMPROVEMENTS
COP PN: B2002-046
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
CONTRACT TOC - i
CITY OF PEARLAND
CONTRACT DOCUMENTS
3.04 Inspection by Engineer 5
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 Pelinits 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
Invention 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
CONTRACT TOC - ii
CITY OF PEARLAND
00700-A
00700-B
00800
CONTRACT DOCUMENTS
5.04 Liquidated Damages for Delay 19
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
THIS AGREEMENT is dated as of the day of 1 Gi,G h in the year go by and
between City of Pearland (hereinafter called OWNER) and Rames Industries, 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:
Article 2. ENGINEER
WAGONWHEEL SUBDIVISION
SANITARY SEWER IMPROVEMENTS
COP PN: B2002-046
Pearland, Brazoria County, Texas
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 one hundred fifty (150) calendar
days (including weekends and hohdays) 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 seventy (170) 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
4/00 00500-1
CITY OF PEARLAND
STANDARD FORM OF AGREEMENT
completed on time. Accordingly, instead of requiring any such proof, OWNER and
CONTRACTOR agree that as liquidated damages for delay (but not as a penalty)
CONTRACTOR shall pay 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 (3% of total bid max)
Trench safety system
Traffic Control and Regulation
Reinforced Fabric Barriers
Regrade Existing Ditch
Restoration of gravel driveways
Restoration of asphalt driveways
Restoration of concrete driveways
Mill & 2" Overlay of Asphalt Roadway
Reconstruction of Asphalt Roadway
18" RCP Storm Culvert
24" RCP Storm Culvert
4' Diameter San Sewer Manhole (depth < 8')
4' Diameter San Sewer Manhole (extra depth)
San Sewer Manhole new penetration saw -cut
San Sewer Manhole drop piping
8" SDR26 PVC Sewer pipe (open cut 16' to18' depth)
8" SDR26 PVC Sewer pipe (open cut 14' tol6' depth)
8" SDR26 PVC Sewer pipe (open cut 12' to14' depth)
8" SDR26 PVC Sewer pipe (open cut 10' to 12' depth)
4/00
Item
Quantity
1
13,413
1
93
12,750
1,133
445
175
11,000
11,000
1,546
2,216
43
119
3
3
351
1,587
2,455
2,629
Units
LS
LF
LS
EA
LF
SY
SY
SY
SY
SY
LF
LF
EA
VF
EA
EA
LF
LF
LF
LF
Unit
Price
35,000.00
0.30
11,800.00
50.00
3.00
19.00
30.00
33.00
7.00
12.00
43.00
50.00
1,500.00
170.00
210.00
750.00
45.00
42.00
36.00
35.00
Total
Price
35,000.00
4,023.90
11,800.00
4,650.00
38,250 00
21,527.00
13,350.00
5,775.00
77,000.00
132,000.00
66,478.00
110,800.00
64,500.00
20,230.00
630.00
2,250.00
15,795.00
66,654.00
88,380.00
92,015.00
00500-2
CITY OF PEARLAND
STANDARD FORM OF AGREEMENT
Item
Description
8" SDR26 PVC Sewer pipe (open cut 8' to10' depth)
8" SDR26 PVC Sewer pipe (up to 8' depth)
8" SDR26 PVC Sewer pipe (auger all depths)
8' SDR26 PVC Sewer pipe (auger & case all depths)
Short side service leads
Long side service leads
Total of all work items.
Item
Quantity
2 529
3 862
100.
405
84
90
Units
LF
LF
LF
LF
EA
EA
Unit
Price
34.00
28.00
46.00
78.00
347.00
700.00
Total
Price
85,986.00
108,136.00
4,600.00
31,590.00
29,148.00
63,000.00
One Million, One Hundred Ninety -Three Thousand Five Hundred Sixty -Seven and 90/100(Dollars)
$1,193,567.90
EXTRA PAY ITEMS
Item Description
Trench Dewatering
Extra Structural Backfill (8<PI<20)
Extra Crushed Concrete or Stone for Wet Trench
Extra Stabilized Sand
Overexcavation
Relocation of Other Utilities (small diameter water)
Article 5. PAYMENT PROCEDURES
4/00
Units
LF
CY
CY
CY
CY
LF
Unit Price
15.00
10.00
25.00
25.00
5.00
55 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
Conditions The OWNER shall make payment within 30 days of receipt of
invoice by the ENGINEER
00500-3
CITY OF PEARLAND
STANDARD FORM OF AGREEMENT
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
accordance with the other terms and conditions of the Contract Documents; and no
additional examinations, investigations, explorations, tests, reports, and studies or
4/00 00500-4
CITY OF PEARLAND
STANDARD FORM OF AGREEMENT
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 terns 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 27 inclusive with attachments
with each sheet bearing the following general title:
Wagonwheel Subdivision Sanitary Sewer Improvements
8.6 CONTRACTOR's Bid (Instructions to Bidders and completed Bid Fornl).
8.7 Documentation submitted by CONTRACTOR prior to Notice of Award.
8.8 The follov, ing 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.
4/00 00500-5
CITY OF PEARLAND
STANDARD FORM OF AGREEMENT
There aie 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
in 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 oinks
By:
ATTEST
Address f•!
ens
wris
tot
0
oo
PviARI Kati
am
la
co ,:.,
l/4
ving • tees
35111 lAv/c 0,; J e_
?ew\ve.l lx.-1 KI
Phone: aa✓ G5d I YJv v
Fax: 966(•--ioca--\-4
4/00
CONTRACTOR
0,,nne,7 Lev
B
(Corporate Seal
ATTEST Lila
,2003.
cs))'1/ 1
Address for giving notices
caseep /A cc.. —1—; Via 4C ---176ner-3
Phone: "7 V y uli S = 1422.
Fax: 1 1 _ Lt --1 S . Zco'"/ '1
Agent for service of process
END OF SECTION
00500-7
CITY OF PEARLAND
BOND NO.: 104035063
PERFORMANCE BOND
SECTION 00610
PERFORMANCE BOND
STATE OF TEXAS
COUNTY OF BRAZORIA §
RAMOS INDUSTRIES, I
KNOWN ALL MEN BY THESE PRESENTS: That ofthe City of
PASADENA , County of HARRIS , and State of Texas, as principal, and TRAVELERS CASUALTY
AND SURETY COMPANY OF AMERICAauthorized under the laws of the State of Texas to act as surety on
bonds for principals, are held and firmly bound unto City of Pearland (Owner), in the penal sum of
ONE MILLION, ONE HUNDRED NINETY-THREE THOUSAND, FIVE HUNDRED SIXTY-SEVEN AND 90/100--
for the payment whereof the said Principal and Surety bind themselves, and their heirs, administrators,
executors, successors and assigns, jointly and severally, by these presents:
WHEREAS, the Principal has entered into a certain written contract with the Owner, dated the ( 0
day of Crtvp,,\I\ , 20 01- , to commence and complete the construction of certain improvements
described as follows:
Wagonwheel Subdivision
Sanitary Sewer Improvements
COP PN: B2002-046
Pearland, Brazona County, Texas
which contract is hereby referred to and made a part hereof as fully and to the same extent as if copied at
length herein.
NOW THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal
shall faithfully perform said Contract and shall in all respects duly and faithfully observe and perform
all and singular the covenants, conditions and agreements in and by said contract agreed and covenanted
by the Principal to be observed and performed, and according to the true intent and meaning of said
Contract and Plans and Specifications hereto annexed, then this obligation shall be void; otherwise to
remain in full force and effect;
PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Chapter 2253 of the
Texas Government Code as amended and all liabilities on this bond shall be determined in accordance
with the provisions of said Statute to the same extent as if it were copied at length herein.
Surety, for value received, stipulates and agrees that no change, extension of time, alteration or addition
to the terms of the contract, or to the work performed thereunder, or the plans, specifications or
drawings accompanying the same, shall in any way affect its obligation on this bond, and it does hereby
waive notice of any such change, extension of time, alteration or addition to the terms of the contract, or
to the work to be performed thereunder.
4/00
00610-1
CITY OF PEARLAND
PERFORMANCE BOND
IN WITNESS W
IV day of
Principal
REOF, the said Principal and Surety have signed and sealed this instrument this
,2005.
RAMOS INDUSTRIES, INC.
Title: 1 E 7O6 '
Address:
PO BOX 5685
PASADENA, TEXAS 77508
Telephone: (713 ) 475-1422
Fax:
(713 ) 475-2677
Surety
TRAVELERS CASUALTY AND SURETY
COMPANY OF AMERICA
By: Cl‘ ji..
C.W. ADAMS
Title: ATTORNEY -IN -FACT
Address:
14450 TC JESTER BLVD., #100
HOUSTON, TEXAS 77014
Telephone: (800 )536-2958
Fax:
(281 ) 583-1205
The name and address of the Resident Agent of Surety is:
INSURANCE ALLIANCE - 1776 YORKTOWN, STE 200, HOUSTON, TEXAS 77056
4/00
END OF SECTIO IOUSTOUN, WOODARD EASON, GENTLE,
TOMFORDE, AND ANDERSON, INC
dba Insurance Alliance
1776 Yorktown, Suite 200 00610-2
Houston, Texas 77056-4114
TDI License #1381 FEIN #760362043
CITY OF PEARLAND
BOND NO.: 104035063
PAYMENT BOND
SECTION 00620
PAYMENT BOND
STATE OF TEXAS §
COUNTY OF BRAZORIA §
RAMOS INDUSTRIES, INC.
KNOWN ALL MEN BY THESE PRESENTS: That of the City of
PASADENA , County of HARRIS , and State of Texas, as principal, and TRAVELERS CASUALTY AND
SURETY COMPANY OF AMERICA authorized under the laws of the State of Texas to act as surety on
bonds for principals, are held and bound unto City of Pearland (Owner), in the penal sum of
ONE MILLION, ONE HUNDRED NINETY-THREE THOUSAND, FIVE HUNDRED SIXTY-SEVEN AND NO/100--
for the payment whereof, the said Principal and Surety bind themselves and their heirs, administrators,
executors, successors and assigns, jointly and severally, by these presents:
WHEREAS, the Principal has entered into a certain written contract with the Owner, dated the
day of ni .f1AI\ , 20 a--)) , to commence and complete the construction of certain improvements
described as follows:
Wagonwheel Subdivision
Sanitary Sewer Improvements
COP PN: B2002-046
Pearland, Brazoria County, Texas
which contract is hereby referred to and made a part hereof as fully and to the same extent as if copied at
length herein.
NOW THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the said Principal
shall pay all claimants supplying labor and material to him or asubcontractor in the prosecution of the
work provided for in said contract, then, this obligation shall be void; otherwise to remain in full force
and effect;
PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of Chapter 2253 of the
Texas Government Code as amended and all liabilities on this bond shall be determined in accordance
with the provisions of said Statute to the same extent as if it were copied at length herein.
Surety, for value received, stipulates and agrees that no change, extension of time, alteration or addition
to the terms of the contract, or to the work performed thereunder, or the plans, specifications or
drawings accompanying the same, shall in any way affect its obligation on this bond, and it does hereby
waive notice of any such change, extension of time, alteration or addition to the terms of the contract, or
to the work to be performed thereunder.
4/00
00620-1
CITY OF PEARLAND
PAYMENT BOND
IN WITNESS W EREOF, the said Principal and Surety have signed and sealed this instrument this
1 b"day of _, 20 a 3
Principal Surety
RAMOS INDUSTRIES, INC.
TRAVELERS CASUALTY AND SURETY
COMPANY OF AMERICA
By: Co i aio
C.W. ADAMS
Title: i 711--.C/ C7411- Title: ATTORNEY —IN —FACT
Address: Address:
PO BOX 5685 14450 T.C. JESTER BLVD., #100
PASADENA, TEXAS 77508
HOUSTON, TEXAS 77014.
Telephone: (713 ) 475-1427 Telephone: (800 ) 536-2958
Fax:
(713 ) 475-2677
Fax:
The name and address of the Resident Agent of Surety is:
(281 ) 583-1205
INSURANCE ALLIANCE — 1776 YORKTOWN, STE 200, HOUSTON, TEXAS 77056
4/00
END OF SECTION
HOUSTOUN, WOODARD EASON, GENTLE,
TOMFORDE, AND ANDERSON, INC
dba Insurance Alliance
1776 Yorktown, Suite 200
Houston, Texas TP056-4114
TDI License#1381 FEIN #760362000620-2
Travelers
IMPORTANT DISCLOSURE. NOTICE OF TERRORISM
INSURANCE COVERAGE
On November 26, 2002, President Bush signed into law the
Terrorism Risk Insurance Act of 2002 (the "Act") The Act
establishes a short-term program under which the Federal
Government will share in the payment of covered losses caused
by certain acts of international terrorism. We are providing you
with this notice to inform you of the key features of the Act, and to
let you know what effect, if any, the Act will have on your
premium.
Under the Act, insurers are required to provide coverage for
certain losses caused by international acts of terrorism as defined
in the Act. The Act further provides that the Federal Government
will pay a share of such losses Specifically, the Federal
Government will pay 90% of the amount of covered losses caused
by certain acts of terrorism which is in excess of Travelers'
statutorily established deductible for that year. The Act also caps
the amount of terrorism -related losses for which the Federal
Government or an insurer can be responsible at
$100,000,000,000.00, provided that the insurer has met its
deductible.
Please note that passage of the Act does not result in any change
in coverage under the attached policy or bond (or the policy or
bond being quoted). Please also note that no separate additional
premium charge has been made for the terrorism coverage
required by the Act. The premium charge that is allocable to such
coverage is inseparable from and imbedded in your overall
premium, and is no more than one percent of your premium.
TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA
TRAVELERS CASUALTY AND SURETY COMPANY
FARMINGTON CASUALTY COMPANY
Hartford Connecticut 06183-9062
POWER OF ATTORNEY AND CERTIFICATE OF AUTHORITY OF ATTORNEY(S)-IN-FACT
KNOW ALL PERSONS BY TAFSE PRESENTS, THAT TRAVELERS CASUALTY AND SURETY COMPANY OF
AMERICA, TRAVELERS CASUALTY AND SURETY COMPANY and FARMINGTON CASUALTY COMPANY,
corporations duly organized under the laws of the State of Connecticut, and having their principal offices in the Cit3 of Hartford,
County of Hartford, State of Connecticut, (hereinafter the "Companies") hath made constituted and appointed, and do by these
presents make, constitute and appoint C. W. Adams, Harlan J. Berger, Sue Kohler, Andrew J. Janda, Donald E. Woodard, Jr.,
Cheryl R. Colson, Cynthia A. Hartis, Sharon Cavanaugh, Leland L. Rauch Michael Wayne Cole, of Houston, Texas, their
true and lawful Attorneys) -in -Fact, with full power and authority hereby conferred to sign, execute and acknowledge, at any place
within the United States, the following instrument(s): by his/her sole signature and act, any and all bonds, recognizances, contracts
of indemnity, and other writings obligatory in the nature of a bond, recognizance, or conditional undertaking and any and all
consents incident thereto and to bind the Companies, thereby as fully and to the same extent as if the same were signed by the duly
authorized officers of the Companies, and all the acts of said Attorneys) -in -Fact, pursuant to the authority herein given, are hereby
ratified and confirmed
This appointment is made under and by authority of the following Standing Resolutions of said Companies, which Resolutions are
now in full force and effect:
VOTED: That the Chairman, the President, any Vice Chairman, any Executive Vice President, any Senior Vice President, any Vice President, any
Second Vice President, the Treasurer, any Assistant Treasurer, the Corporate Secretary or any Assistant Secretary may appoint Attorneys -in -Fact
and Agents to act for and on behalf of the company and may give such appointee such authority as his or her certificate of authority may prescribe
to sign with the Company s name and seal with the Company's seal bonds, recognizances contracts of indemnity, and other writings obligatory in
the nature of a bond, recognizance, or conditional undertaking, and any of said officers or the Board of Directors at any time may remove any such
appointee and revoke the power given him or her
VOibD: That the Chairman, the President, any Vice Chairman, any Executive Vice President, any Senior Vice President or any Vice President
.ay delegate all or any part of the foregoing authority to one or more officers or employees of this Company, provided that each such delegation is
in wasting and a copy thereof is filed in the office of the Secretary.
VOTED: That any bond, recognizance, contract of indenuuty, or writmg obligatory in the nature of a bond, recognizance, or conditional
undertaking shall be valid and binding upon the Compan) when (a) signed by the President, any Vice Chairman, any Executive Vice President, any
Senior Vice President or any Vice President, any Second Vice President the Treasurer, any Assistant Treasurer, the Corporate Secretary or any
Assistant Secretar) and duly attested and sealed with the Company's seal b) a Secretary or Assistant Secretary, or (b) duly executed (under seal, if
required) by one or more Attorneys-m-Fact and Agents pursuant to the power prescribed in his or her certificate or their certificates of authority or
by one or more Company officers pursuant to a written delegation of authority.
This Pow er of Attorney and Certificate of Authority is signed and sealed by facsimile (mechanical or printed) under and by
authorit) of the follow ing Standing Resolution voted b, the Boards of Directors of TRAVELERS CASUALTY AND SURETY
COMPANY OF AMERICA, TRAVELERS CASUALTY AND SURETY COMPANY and FARMINGTON CASUALTY
COMPANY, which Resolution is now in full force and effect:
VOTED: That the signature of each of the following officers: President, any Executive Vice President, any Senior Vice President, any Vice
President, any Assistant Vice President any Secretary, any Assistant Secretary, and the seal of the Company may be affixed by facsimile to any
power of attorney or to any certificate relating thereto appointing Resident 'Vice Presidents, Resident Assistant Secretaries or Attorneys -in -Fact for
purposes only of executing and attesting bonds and undertakings and other writings obligatory in the nature thereof, and any such power of attorney
or certificate bearing such facsimile signature or facsimile seal shall be valid and binding upon the Company and any such power so executed and
certified by such facsimile signature and facsimile seal shall be valio and binding upon the Company in the future with respect to any bond or
undertaking to which it is attached.
(11-00 Standard)
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Travelers J
arp ORTA!NT NOTICE
•
TO OBTAIN INFORMATION OR MAKE A COyfPLAINT:
You may contact Travelers Casually & Surety Company of America, Travelers Casualty
& Surety Company, Travelers Indemnity Company, Standard Fire Insurance Company
and/or Farmington Casualty Company for information or to make a complaint at:
Travelers Bond
Attu Claims
1500 Market St:eet
West Tower, Suite 2900
Philadelphia, PA 19102
(267) 675-3130
(267) 675-3102 Fax
You may contact the Texas Deoa,suent of 'LLsu+_nce co obra;n the mformatzon on
cornpanies, coverages, rights or complaints at:
Texas Depare=ent of i suraance
PO Box1''910
Austin, TX 78711 910
(800) 252-3439
• ATTACH 1-ES NOTICE TO YOUR BOND. This notice is for information only and
does not become a part or a condition of the attached document and is given to comply
with Section 2253-021, Government Code, and Section 53.202, Property Code. elective
September 1, 2001.
PPPPPPPPPPPPPPPPPPPPPPPPPmmmmCam;
E.
THE
GRAY INSURANCE
COMPANY-13
CERTIFICATE
OF
INSURANCE
NO
129
4.3
4.3
CERTIFICATE
HOLDER
NAMED
INSURED
4.3
EP
8
p
V'
E.
E.
City
City
3519
Pearland,
of
Hall
Liberty
Pearland
TX
Drive
77581
Ramos
P. 0.
Pasadena,
Box
Industries,
5685
TX 77508-5685
Inc.
"3
.3
143
e31
"3
"3
E
e3
®
YES
0
NO
Do all policies contain a Waiver
of Subrogation in favor of Certificate Holder
if required by written contract?
4.3
2
®
YES
0
NO
Do all
policies except the
Workers'
Compensation name the Certificate Holder
as Additional Insured
if required
by written contract?
®
YES
❑
NO
Do
policies provide 30 days written notice of cancellation
to Certificate
Holder?
®
YES
0
NO
Is coverage under all
insurance carried by Named Insured
Primary Insurance
if required
by written
contract?4.3
u
Es
31
El'
ge
LIVIITS OF
LIABILITY
IN
"'
CONFIRMATION
POLICY
POLICY
a'
OF COVERAGE
TYPE OF INSURANCE
NUMBER
PERIOD
THOUSANDS
(000)4.3
Es
WORKERS' COMPENSATION &
GWC-051207
11/01/2001
WORKERS COMPENSATION Statutory
3
EMPLOYERS LIABILITY
11/01/2004
EMPLOYERS LIABILITY
..n..3
3
/i
YES
ElNO
U. S. Longshoremen's and Harbor Workers'
Each Accident
11.3
Compensation Act Coverage
$ 1,000
n
Disease - Policy Limit $ 1.000
j+
.
YES
❑
NO
Voluntary Compensation Endorsement
v
Disease - Each Employee $ 1,000
®YES
0
NO
Other States Insurance
®YES
■
NO
Alternate Employer/Borrowed Servant Endorsement
1119
Es
8
ge
Es
4113
a
463
le
GENERAL
LIABILITY
XSGL-072754
11/01/2001
11/01/2004
General
+
3
Form &Edition Date
ISO CG 00 01
11/88
Aggregate Unlimited
a«
Products-Comp/OPS Agg. $ 3,000
43
n
®
YES
■
NO
Broad Form Property Damage Liability
Personal & Advertising Injury $ 1,000
L.0.41 \JL1.0 t 1
1 1
:.
1__..._.._■
:
s.. .
-
-. •
-- . -.
f
��
t
.
.erauons
Fire Damage $ 50
((,,��
(j
®
YES
■
NO
Contractual
Liability
(Any one fire)
(�
III
YES
II
NO
Sudden
and Accidental
Pollution
Liability
Medical
Expense $ 5
(
®
YES
0
NO
Occurrence Form
(Any one person)
®
YES
0
NO
Personal
Injury4.3
"In
et
®
YES
■
NO
Rem" Endorsement
®
YES
0
NO
Cross Liability41113
�t
Di"
YES
II
NO
Watercraft exclusion has been modified by the
E+
vessels endorsement on scheduled
equipment403
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CONFIRMATION
OF COVERAGE
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TYPE OF INSURANCE
POLICY
NUMBER
POLICY
PERIOD
LIMITS OF LIABILITY IN
THOUSANDS
(000)
® YES
® YES
❑ YES
El YES
® YES
❑ NO
❑ NO
❑ NO
NO
❑ NO
■
AUTOMOBILE LIABILITY
Any Auto
All Owned Autos
Scheduled Autos
Hired Autos
Non -Owned Autos
XSAL-072551
11 /01 /2001
11/01/2004
Bodily Injury & Property $ 1,000
Damage Combined
® YES ❑ NO
Excess Form
EXCESS LIABILITY
GXS-041427
11/01/2002
11/01/2003
Each Occurrence
Aggregate
$ 4,000
$ 4,000
JOB OR PROJECT DESCRIPTION Wagonwheel Subdivision Sanitary Sewer Improvements,
COP PN:B2002-046
SPECIAL CONDITIONS BUSINESS AUTO COVERAGE INCLUDES PHYSICAL DAMAGE, COLLISION/SPECIFIED PERILS.
Should the insurance herein described be cancelled, assigned or changed in such a manner as to affect this certificate, THE GRAY INSURANCE
COMPANY will endeaver to give thirty ( 30 ) days written nouce to the certificate holder, but failure to do so shall impose no obligation or liability
upon THE GRAY INSURANCE COMPANY.
E
FORM NO. 135 REV 1/01
THE GRAY INSLRANCE OMPANY
3601 N. I-10 Service Road West Metairie LA 70002
DATE: 3 /24 / 2003
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CITY OF PEARLAND
GENERAL CONDITIONS
GENERAL CONDITIONS OF THE AGREEMENT
TABLE OF CONTENTS
Page No.
DEFLNITIONS AND INTERPRETATION
1.01 O\; ner, 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. 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. 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
3.05 Determination of Questions and Disputes 6
3.06 Objections 6
3.07 Recommendation of Payment 6
4. 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
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CITY OF PEARLAND
GENERAL CONDITIONS
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 Invention 17
4.27 Indemnification 17
4.28 Losses From Natural Causes 18
4.29 Guarantee 18
5. 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
6. 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
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I
CITY OF PEARLAND
GENERAL CONDITIONS
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. EXTRA WORK AND CLAIMS
7.01 Change Oi ders 25
7.02 Minor Changes 25
7.03 Extra Work 26
7.04 Time of Filing Claims 27
8. ABANDONMENT -OF CONTRACT
8.01 Abandonment by Contractor 28
8.02 Abandonment by Owner 29
9. ARBITRATION
9.01 Arbitration 30
00700-A Attachment No. 1 to General Conditions 4
00700-B Attachment No. 2 to General Conditions 7
00811 Wage Scale for Engineering Construction 2
4/00 00700-iii
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
FNGINEER means a person authorized to act as a representative of the entity designated by the
OWNER to provide engineering services required in connection with the preparation and performance
of this Contract.
1.02 CONTRACT DOCUMENTS. The contract documents shall consist of all of the
documents contained, assembled and bound with these General Conditions of Agreement, including,
whether or not labeled as such, Notice to Bidders (Advertisement), General Instructions to Bidders,
Proposal, Addenda, signed Agreement, Performance and Payment Bonds (if required), Special Bonds
(when required) General Conditions of Agreement, Special Conditions of Agreement (if any), Insurance
Certificate, Technical Specifications, Plans and all modifications thereof incorporated in any of the
documents before the execution of the Agreement and any other document, whether or not labeled,
which shall become a part of the set of documents bound together with the General Conditions of
Agreement.
The contract documents are complementary, and what is called for by any one shall be as binding as if
called for by all. Any conflicts between any of the contract documents shall be resolved first by
reference to these General Conditions of Agreement; and in the event the General Conditions of
Agreement do not address such conflict, then the designated ENGINEER shall resolve any conflict by a
written interpretation, copies of which shall be forwarded to all parties to the Contract, and the original
shall be attached to and shall become a part of these General Conditions of Agreement and thus a part of
the contract documents.
1.03 SUBCONTRACTOR. The term "subcontractor", as employed herein, includes only
those having a direct contract with the CONTRACTOR for performance of work on the project
contemplated by these contract documents. OWNER shall have no responsibility to any subcontractor
employed by CONTRACTOR for performance of work on the project contemplated by these contract
documents, and any such subcontractor shall look exclusively to CONTRACTOR for any payments due
subcontractor.
1.04 WRITTEN NOTICE Written Notice shall be deemed to have been duly served if
delivered in person to the individual or to a member of the firm or to an officer of the corporation for
whom it is intended, or if delivered at or sent by Certified Mail, Return Receipt Requested, to the last
known business address or registered office of such individual, firm or corporation.
4/00 00700-1
CITY OF PFARLAND
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 confoiinity
with the contract documents.
•
1.06 EXTRA WORK. The term "Extra Work" as used in this Contract, shall be understood to
mean and include all work that may be required by the ENGINEER as representative of the OWNER, to
be done by the CONTRACTOR to accomplish any change, alteration or addition to the work shown
upon the plans or reasonably implied by the specifications, and which shall, prior to the commencement
of such work, be authorized in writing by the ENGINEFR.
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", "prescribed" 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 Miming
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 r epresentative 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 Ph ARLAND
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 1 e-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 genes ally 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 performing or attempting to perform any
of the work.
4/00 00700-5
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 I-INGINEER being interested only in the result obtained and conformity of such
completed improvements to the Plans, Specifications and Contract. The fact that the OWNER or
ENGINEER as the Owner's representative shall have the right to observe CONTRACTOR s work
during his performance and to carry out the other pierogatives 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 teiins, 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 hei eof 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 of dens 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 PFARLAND
GENERAL CONDITIONS
policy shall not be excluded.
The following insurance coverages will be carried and certified.
(1)
Worker's Compensation Insurance and Fmployer'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
Foiui 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.
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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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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 perfoiining any of the work.
4.11 CHARACTER OF WORKERS The CONTRACTOR agrees to employ only orderly and
competent workers, skillful in the perfouuance 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 ENGINFF'ER, 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, of 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
reps esentative shall have the right at all reasonable times to observe and test the work. The
CONTRACTOR shall make all necessary arrangements and provide proper facilities and access for such
observation and testing at any location wherever work is in preparation or progress. The
CONTRACTOR shall ascertain the scope of any observation which may be contemplated by the
OWNER or the ENGINEER and shall give ample notice as to the time each part of the work will be
ready for such observation. The OWNER or the ENGINEER may reject any work found to be defective
or not in accordance with the contract documents, regardless of the stage of its completion or the time or
place of discovery of such errors, and regardless of whether the ENGINEER has previously accepted the
work through oversight or otherwise. If any work is covered without approval or consent of the
OWNER, it must, if requested by the OWNER or the ENGINEER, be uncovered for examination, at the
sole expense of the CONTRACTOR. In the event that any part of the work is being fabricated or
manufactured at a location where it is not convenient for the OWNER or the ENGINEER to make
observations of such work or require testing of said work, then in such event, the OWNER or the
ENGINEER may require the CONTRACTOR to furnish the OWNER or the ENGINEER with
certificates of inspection, testing or approval made by persons competent to perform such tasks at the
location where that part of the work is being manufactured or fabricated. All such tests will be in
accordance with the methods prescribed by the American Society for Testing and Materials or such
other applicable organization as may be required by law or the contract documents.
If any work which is required to be inspected, tested or approved is covered up without written approval
or consent of the OWNER or the ENGINEER, it must, if requested by the OWNER or the ENGINEER,
be uncovered for observation and testing at the sole expense of the CONTRACTOR. The cost of all
such inspections, tests and approvals shall be borne by the CONTRACTOR unless otherwise provided
herein. Any work which fails to meet the requirements of such tests, inspections or approval and any
work which meets the requirements of any such tests or approval but does not meet the requirements of
the contract documents shall be considered defective. Such defective work shall be corrected at the
CONTRACTOR'S expense.
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 perfornr 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 paity 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, of 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 piovide 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 INDFMNIFICATION. 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
RESPFCTIVE 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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GENERAL CONDITIONS
(1) IS ATTRIBUTABLE TO BODILY INJURY, SICKNESS, DISEASFI OR DEATH OR
INJURY TO OR DESTRUCTION OF TANGIBLE PROPERTY, INCLUDING THE
LOSS OF USF 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 REGARDLFSS 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 pi ovision 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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GENERAL CONDITIONS
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 pi oposes 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 foi 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 FNGINEER, 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 DAMAGFS 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 consider ation the average climatic
range and conditions and usual industiial 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 embr aced in this Contract in full conformity with
the specifications and stipulations herein contained, the OWNER agrees to pay to the CONTRACTOR
the prices set forth in the Proposal attached hereto, which is made a part of this Contract, for the material
actually used and services actually performed; however, the OWNER does not assume any obligation to
pay for any services or material not actually authorized and used. The CONTRACTOR hereby agrees to
receive such prices as payment in full for furnishing all materials and all labor required for the aforesaid
work, and for all expenses incurred by him, and for full performance of the work and the whole thereof
in the manner and according to this Agreement, the attached Plans and Specifications and contract
documents, and the requirements of the ENGINEER.
6.05 PAYMENTS. No payments made or certificates given shall be considered as conclusive
evidence of the performance of the Contract, either in whole or in part, nor shall any certificate or
payment be considered as acceptance of defective work. CONTRACTOR shall, at any time requested
during the progress of the work, furnish the OWNER or the ENGINEER with a verifying certificate
showing the CONTRACTOR' s total outstanding indebtedness in connection with the work. Before final
payment is made, the CONTRACTOR shall satisfy the OWNER, by affidavit or otherwise, that there are
no outstanding liens against OWNER s premises by reason of any work under the Contract. Acceptance
by CONTRACTOR of final payment of the contract price shall constitute a waiver of claims against
OWNER which have not theretofore been timely filed as provided in this Contract.
6.06 PARTIAL PAYMENTS. On or before the tenth day of each month, the CONTRACTOR
shall prepare and submit to the ENGINEER, for approval or modification, an application for partial
payment being a statement showing as completely as practicable, the total value of the work done by the
CONTRACTOR up to and including the twenty-fifth day of the preceding month; said statement shall
also include the value of all sound materials to be fabricated into the work and stored in accordance with
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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
ENGINEFiR 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 FNGINEER'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 seasonable 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 ENGINEFR, 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 ENGINEFR 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 perfoiined and materials furnished under the terms of
the Agreement and shall present the same to the CONTRACTOR for acceptance. The CONTRACTOR,
if he finds such statement to be in order, including all work upon which a claim for payment may be
made, shall note his acceptance thereon; and by accepting the same the CONTRACTOR agrees to
release any and all claims of any nature whatsoever against the OWNER or the ENGINEER, growing
out of or by reason of the performance of the Contract, the construction of the work, for Extra Work, or
for any other reason whatsoever, either growing out of the Contract and the documents attached thereto
or otherwise. In addition, the CONTRACTOR shall execute a full and final release in a form provided
by the OWNER, a copy of which, titled ` 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 obligation 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 ENGIN hER, 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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GENERAL CONDITIONS
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.rrght 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 deteiinined 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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CITY OF PEARLAND
GENERAL CONDITIONS
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 sui ety 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 teiiiis 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 these 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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GENERAL CONDITIONS
cannot be utilized. The F,NGINEER 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 pi esent 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 OWI\ ER 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
governmental entity will have on file certificates of coverage showing coverage for all
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GENERAL CONDITIONS
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.
4/00
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
;nsurance. 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 information on the legal
requirements for coverage, to verify whether your
employer has provided the required coverage, or to
report an employer's failure to provide coverage."
The contractor shall contractually require each person with whom it contracts to provide services on
a project, to:
1. provide coverage, based on proper reporting of classification codes and payroll amounts and
filing of any coverage agreements, which meets the statutory requirements of Texas Labor Code,
Section 401.011 (44) for all of its employees providing services on the project, for the duration
of the project;
00700-A2
CITY OF PEARLAND
GENERAL CONDITIONS
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.
4/00 00700-A3
CITY OF PEARLAND
GENERAL CONDITIONS
K. The contractor's failure to comply with any of these provisions is a breach of contract by the
contractor which entitles the governmental entity to declare the contractor void if the
contractor does not remedy the breach within ten days after receipt of notice of breach
from the governmental entity.
4/00
00700-A4
CITY OF PEARLAND
GENERAL CONDITIONS
ATTACHMENT NO. 2 TO GENERAL CONDITIONS
AGREEMENT FOR FINAL PAYMENT
AND CONTRACTOR'S SWORN RELEASE
In order to insure that the rights, obligations and responsibilities of all parties to the original
contract document are fully protected, which contract document was signed and executed on the
day of , 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
OWNER in the defense thereof, including administrative costs and attorney's fees, and further to pay
4/00
00700-B2
CITY OF PEARLAND
GENERAL CONDITIONS
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
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
4/00 00700-B3
CITY OF PEARLAND
GENERAL CONDITIONS
such claims.
4/00
00700-B4
CITY OF PEARLAND
GENERAL CONDITIONS
20
SIGNED and EXECUTED this, the day of
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 foiin 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.]
STATE OF TEXAS
COUNTY OF
AFFIDAVIT
BEFORE ME, the undersigned authority, on this day personally appeared the persons who
signed and executed the above and foregoing Agreement for Final Payment and Contractor's Sworn
Release, whose names are set out above, who each, after being by me duly sworn, on their oaths deposed
and said:
We each are the persons whose names are subscribed above, and hold respectively the
offices in the corporation as set out above, and each state under oath that we have the authority
to execute this Agreement for Final Payment and Contractor's Sworn Release for and on behalf
of said corporation, pursuant to authority granted to us in the Charter of said corporation, the
By -Laws of said corporation and/or the Minutes of said corporation; and the facts, statements
and representations as set out in the instrument to which this Affidavit is attached, are true and
correct.
SWORN TO AND SUBSCRIBED TO before me this, the day of
,20
Notary Public, State of Texas
My Commission Expires:
4/00 00700-B7
CITY OF PRARLAND
SPECIAL CONDITIONS
SECTION 00800
SPECIAL CONDITIONS
WAGONWHEEL SUBDIVISION
SANITARY SEWER IMPROVEMENTS
COP PN: B2002-046
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 150 calendar days from the
date when the Contract Time commences to run as provided in the General
Conditions, and completed and ready for final payment in accordance with the
General Conditions within 170 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 expires after the time
specified above for completion and readiness for final payment.
END OF SECTION
00800-1
Associates, Inc.
Civil and Environmental Senices
WAGON«'HEEL SUBDIVISION
SANITARY SEWER IMPROVEMENTS
COP PN: B2002-046
Pearland, Brazoria 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 incorporate 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. Clarification was made that bank sand vs, ill be used to bed the new sanitary sewer pipe as
shown in the construction drawing details except under pavement where stabilized sand
will be required.
4. We have attached the City's standard detail for asphalt pavement for areas to be
designated for the Reconstruction of Asphalt Roadway' line item. The actual quantity
of this line item and the "Mill & 2-in Overlay of Asphalt Roadway" will be determined in
the field by the City and JKC upon installation of the underground utilities.
5. We have updated the bid form to include an Extra Pay Item for "Relocation of Other
Utilities" if there is a requirement to relocate the small diameter waterlines and service
leads owned by the water utility.
6. The Contractor will be allowed to close public roadways during working hours to through
traffic. The Contractor must notify the City in advance of the intended closures so the
Police, EMS, School District, etc can be notified. The Contractor must provide for
continual access to the adjacent residences at all times and must fully reopen all closed
streets at the end of each working day.
7. 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 forty and 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
ROW
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Associates, Inc.
Civil and Environmental Services
WAGONWHEEL SUBDIVISION
SANITARY SEWER IMPROVEMENTS
COP PN: B2002-046
Pearland, Brazoria County, Texas
ADDENDA No. 2
7 January, 2003
The following modifications were made to the Bid Documents. Please incorporate the following
information into your bid responses for the referenced City of Pearland Project.
• Line Item no. 25 and 26 for Short and Long Side Service Leads Units are EA and
not LF.
Please do not hesitate to contact us at (281) 332-1120 if you have additional questions.
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
SECTION 00811
WAGE SCALE FOR
ENGINEERING CONSTRUCTION
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 Rakcr
Asphalt Shoveler
Bitching Plant Scaleman
Carpenter. Rough
Carpenter Helper, Rough
Concrete Finisher (Paving)
Concrete Finisher Heber (Paving)
Concrete Finisher (Sirs.)
Concrete Finisher Helper (Sirs.)
Concrete Rubber
Electrician
Electrician Helper, Senior
Electrician Helper, Junior
Form Builder (Strs.)
corm Builder Helper (Sirs.)
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 i!ednverman
P ipe Layer
P ipe Layer Helper
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
PREVAILING
RATE CLASSIFICATION
6.70 Paring Grader
7.05 Crane, Clamshell, Backhoe, Derrick,
6.20 Dragline, Shovel (Less than 1-1/2 CY)
7.75 Cane, Clamshell, Backhoe, Derrick
9.25 Draaline, Shovel (1-1/2 CY & Over)
7.00 Crusher or Screening Plant Operator
7.80 Elevating Grader
5.95 Foundation Drill Oper. Truck Mounted
7.95 Front End Loaoer (2-1/2 CY & Less)
6.45 Front End Loader (Over 2-1/2 CY)
7.00 Mixer (Concrete Paving)
13.95 Motor Grader Operator, Fine Grade
9.90 Motor Grader Operator
7.65 Roller, Steel Wheel (Plant -Mix Pavement)
8.00 Roller, Steel Wheel (Other Flat Wheel or
5.95 Tamping)
8.05 Roller, Pneumatic Self -Propelled
7.20 Scrapers (17 CY & Less)
5.75 Scrapers (Over 17 CY)
7.35 Self -Propelled Hammer Operator
6.25 Tractor (Crawler type) 150 HP & Less
5.30 Tractor (Crawler typo) Over 150 HP
6.25 Tractor (Pneumatic) 80 HP & Less
6.85 Tractor (Pneumatic) Over 80 HP
9.85 Trenching Machine Light
7.50 Wagon -Drill Boring Machine or Post Hole
7.00 Driller Operator
7.60 Reinforcing Steel Setter (Paving)
8.45 Reinforcing Steel Setter (Sirs.)
6.75 Reinforcing Steel Setter (Helper)
5.75 Steel Worker (Sirs.)
S teel Worker Helper (Strs
S preader Box Man
7.75
6.25
7.40
8.55
7.45
8.35
7.50
7.35
7.30
7.85
7.50
7.55
TRUCK DRIVERS
S ingle Axle Light
S ingle Axle Heavy
Tandem Axle or Semi -Trailer
Lowboy -Float
Transit -Mix
Winch
Welder
Welder Helper
END OF DOCUMENT
PREVAILING RATE
6.65
8.25
9.50
9.50
8.00
9.00
7.30
8.25
8.00
8.95
8.15
7.35
7.20
6.50
6.55
7.60
7.80
7.70
8.80
6.35
7.50
7.50
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 7
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
TAB
TECHNICAL SPECIFICATIONS
DIVISION 2 - SITE WORK
02200
02220
02252
02316
02318
02335
02370
02415
02430
02530
02531
02534
02542
02603
02633
02710
02741
02742
02743
02910
02921
02922
02931
02980
LE
OF
CONTENT
S
Site Preparation 3
Site Demolition 6
Cement Stabilized Sand 3
Roadway Excavation and Backfill 3
Excavation and Backfill for Utilities 22
Subgrade 7
Geotextile 2
Pipe and Casing Augering 7
Tunnel Grout 5
Gravity Sanitary Sewers 22
Sanitary Sewer Service Stubs or Reconnections 6
PVC Pipe 5
Concrete Manholes and Accessories 10
Frames, Grates, Rings, and Covers 2
Adjusting Manholes, Inlets, and Valve Boxes to Grade 3
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
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
The project will entail construction of approximately 13,900 feet of 8" sanitary sewer
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 Becky, Jerrycrest, Larrycrest, Patridge, Willow, Cottonwood, Raza and
Aubrell (Key Map 614-U & Y).
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 - Not Used
3.0 EXECUTION - Not Used
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 - 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
CONTRAC
USE
OF
PREMISES
TOR
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 pnvate 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.
4/00
01140-2
CITY OF PEARLAND
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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CITY OF PEARLAND
PART2 PRODUCTS - Not Used
PART 3 EXECUTION - Not Used
CONTRACTOR USE OF PREMISES
END OF SECTION
4/00
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CITY OF PEARLAND
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 hngineer 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 price will be adjusted to a lower price at the
discretion of Engineer, if the modified work is deemed to be less suitable
than originally specified.
C. Specification sections may modify these options or may identify a specific
formula or percentage price reduction.
D. The authority of Engineer to assess the nonconforming work and identify
payment adjustment is final.
1.07 NONPAYMENT FOR REJECTED PRODUCTS
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.
PART 2 PRODUCTS - Not Used
PART3 EXECUTION - Not Used
END OF SECTION
4/00 01200-3
CITY OF PEARLAND
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 toallow evaluation of the proposal.
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CITY OF PEARLAND
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 invoke 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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CITY OF PEARLAND
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 information Response by the Engineer to a Request for
Infoi„iation does not authorize the Contractor to perfoiin 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 Infoiuiation. 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.
01290-3
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CITY OF PEARLAND
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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CITY OF PEARLAND
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
4/00 01290-5
CITY OF PEARLAND
COORDINATION AND MEETINGS
Section 01310
COORDINATION AND MEETINGS
1.0 GENERAL
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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CITY OF PEARLAND
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
Infoi uiation, 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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CITY OF PEARLAND
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 Infoiunation 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 dunng 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
4/00 01310-3
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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CITY OF PEARLAND
SUBMITTALS
5. Revise and resubmit submittals as required. Identify ail 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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CITY OF PEARLAND
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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CITY OF PEARLAND
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 T01,
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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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
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CITY OF PEARLAND
REFERENCE STANDARDS
Section 01420
REFERENCE STANDARDS
1.0 GENERAL
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
4/00 01420-1
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
Ste
NDARDS
4/00
01420-2
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
NFPA
OSHA
PCA
PCI
SDI
SSPC
TAC
TNRCC
TxDOT
UL
REFERENCE STANDARDS
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
l I 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
4/00
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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.
4/00 01430-1
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 - Not Used
3.0 EXECUTION - NotUsed
END OF SECTION
4/00
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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
perform inspections, tests, and other services specified in individual
specification Sections
B. Alternately, City Engineer may appoint, employ, and pay an independent firm to
provide additional inspection or construction management services as indicated
in Section 01450 - Testing Laboratory Services.
C. Reports will be submitted by the independent firm to City Engineer,
Architect/Engineer and Contractor indicating observations and results of tests
and indicating compliance or non-compliance with Contract Documents.
D. Contractor shall assist and cooperate with the Inspector; furnish samples of
materials, design mix, equipment, tools, and storage.
E Contractor shall notify City Engineer 24 hours prior to expected time for
operations requiring services. Notify Architect/Engineer and independent firm
when noted.
F. Contractor shall sign and acknowledge report for Inspector.
2.0 PRODUCTS -Not Used
3.0 EXECUTION -Not Used
END OF SECTION
4/00 01440-1
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
01450-2
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 matenals 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
4/00 01500-1
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
o f 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
o f 1970, and to any other legislation enacted for safety and health of Contractor
e mployees. 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
4/00 0 t 500-3
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.
4/00
01500-4
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.
4/00 01500-5
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 perfoi„ied 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 Emits 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 interruptionof
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
4/00 0 ] 500-6
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 performed and the date
or dates on which those operations will be performed. When
construction operations are required in the immediate vicinity of
existing structures, pipelines, or utilities, give a minimum of 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 prior to completion of Work.
2. Control traffic to prevent damage to equipment, materials, and surfaces.
1.12 ROADS AND PARKING
A. Prevent interference with traffic and Owner operations on existing roads.
4/00 0 l 500-7
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 harmful substances from entering public
waters Prevent disposal of wastes, effluents, chemicals, or other such
substances adjacent to streams, or in sanitary or storm sewers.
D. Provide systems for control of atmospheric pollutants.
1. Prevent toxic concentrations of chemicals.
2. Prevent harmful dispersal of pollutants into the atmosphere.
4/00
01500-8
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.
4/00 01500-9
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.
Keep to a minimum the area of bare soil exposed at one time.
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
01500-10
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.
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CITY OF PEARLAND
TRAFFIC CONTROL AND REGULATION
1.04 FLAGGERS
A. Unless otherwise specified, use only flaggers who are off -duty, regularly
employed, uniformed peace officers.
B. Flaggers are required at the following locations:
1. Where multi -lane vehicular traffic must be diverted into single -lane
vehicular traffic.
2. Where vehicular traffic must change lanes abruptly.
3. Where construction equipment either enters or crosses vehicular traffic
lanes and walks.
4. Where construction equipment may intermittently encroach on vehicular
traffic lanes and unprotected walks and cross -walks.
5. Where construction activities might affect public safety and
convenience.
6. Where traffic regulation is needed due to rerouting of vehicular traffic
around the work site.
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.
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CITY OF PEARLAND
TRAFFIC CONTROL AND REGULATION
B. Contractor shall maintain at all times a l0-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.
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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
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CITY OF PEARLAND
FILTER FABRIC FENCE
1.0 GENERAL
SECTION 01560
FILTER FABRIC FENCE
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 incidentalexpenses 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.
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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
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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.
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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
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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 waste 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 - Not Used
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.
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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
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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:
I. 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.
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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 scamng 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:
Wrap trunk with layer of burlap.
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.
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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
e xpense, 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
o f additional growth, improper pruning or maintenance, or weather
conditions.
2. When tree must be replaced, the guarantee period for that tree shall begin
o n 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.
o
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.
I. 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 piezoinetric 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.
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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:
I 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
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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.
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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 dunng the
design phase and left for Contractor's monitoring and use.
1.06 ENVIRONMENTAL REQUIREMENTS
A. Comply with requirements of agencies having jurisdiction.
B. Comply with Texas Natural Resource Conservation Commission regulations
and Texas Water Well 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.
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01564-4
CITY OF PEARLAND
CONTROL OF GROUND WATER
AND SURFACE WATER
E. Monitor ground water discharge for contamination while perfoiining 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
e xcavations in water bearing materials are predrained prior to excavation.
Provide separate piezometers for monitoring of dewatering and for monitoring
o f 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
o nly 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 *nstallations according to the ground water control plan does
n ot 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
e xposed, 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 stoinni 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 PREVIOUS FORM 3510-6 (8-98) Form Approved. OMB No. 2040-0188
See Reverse for Instructions
NPDES
FORM
United States Environmental Protection Agency
Washington, DC 20460
Notice of Intent (NOI) for Storm Water Discharges Associated with
CONSTRUCTION ACTIVITY Under a NPDES General Permit
Submission of this Notice of Intent constitutes notice that the party identified in Section I of this form intends to be authorized by a NPDES permit issued
for storm water discharges associated with construction activity in the State/Indian Country Land identified in Section 11 of this form. Submission of this Notice
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 to discharge is contingent on maintaining permit eligibility, and that implementation of the Storm Water Pollution Prevention Plan required under
Part IV of the general permit will begin at the time the permittee commences work on the construction project identified in Secion II below. IN ORDER TO
OBTAIN AUTHORIZATION, ALL INFORMATION REQUESTED MUST BE INCLUDED ON THIS FORM. SEE INSTRUCTIONS ON BACK OF FORM.
I. Owner/Operator (Applicant) Information
Name: 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
Status of
Address: 11 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 Owner/Operator
P
City: 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 State• l 1 1 Zip Code• 11 1 1 1 1— 1 1 1 1 1
II. Project/Site Information
Project Name* 1 1 1 1 1
Project Address/Locatiorr 1 I
C
ty:
II !Jill l
Latitude: I I 1 I I I I
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 1 1 1 1 1 1 1 1 1 1 1.1 1
I I I I I I I I I 1 1 1 1 1 1 1 S ate: I l l
Longitude: 1 1 1 1 1 1 1 1
Has the Storm Water Pollution Prevention Plan (SWPPP) been prepared?
Optional: Address of location of
SWPPP for viewing n Address in Section I above
Is the facility located on Indian
Country Lands?
Yes n No n
1 1 1 1 1 1 1 1
Zip Code* 1 1 1 1 1
County l l l l l 1 1 1 1 1 1 1 1 1 1 1
Yes U
No
I — 1 1 1 t 1
I I I I
n 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
City: 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 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 1 1 1 1
Month Day Year
Estimated Construction Start Date
111111
Month Day
1 I I
Year
Estimated Completion Date
Estimate of area to be disturbed (to nearest acre)* 1 I 1 1 1 1 1
Estimate of Likelihood of Discharge (choose only one):
Unlikely 3.
•
Once per week 5. I 1 Continual
2. n Once per month 4. ❑ Once per day
Phone:
1 1 1 1 1 1 1•1 l I 1 1 I 1 1 I 1 1•1
State: 11 I Zip Code' 1 1 1 1 1 1— 1 1 1 1
1 1 1 1 1 1
1
1
Based on instruction provided in Addendum A of the permit, are
there any listed endangered or threatened species, or designated
critical habitat in the project area?
Yes U No ❑
I have satisfied permit eligibility wi h regard to protection of
endangered species through the indicated section of Part I.B.3.e.(2)
of the permit (check one or more boxes):
(a) n (b) ❑ (c) ❑ (d) n
III. Certification
1 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 system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and
belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and
imprisonment for knowing violations.
Print Name: 11 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 Date• 1 1 1 1 1 1 1
Signature:
EPA Form 3510-9 replaced 3510-6 (8-98)
Figure 1565-1
EPA
Instructions — EPA Form 3510-9
Notice of Intent (N01) for Storm Water Discharges Associated with
Construction Activity to be Covered Under a NPDES Permit
Form Approved. OMB No. 2040-0188
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 1.6.3 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 not send Storm Water Pollution Prevention Plans (SWPPPs) to the
above address. For overnight/express delivery of NOIs, please include the
room number 2104 Northeast Mail 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 II. 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 lacks
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 Interne 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 (i.e. 05/27/1998).
Enter the estimated area to be disturbed including but not limited to:
grubbing, excavation, grading, and utilities and infrastructure installation.
ndicate 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 regaru
to protection of endangered or threatened species, or designated critical
habitat.
S ection 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 propnetor,
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
P ublic 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.
S end 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 Protectior
Agency, 401 M Street, SW, Washington, D.C. 20460. Include the OW
control number on any correspondence. Do not send the completed fom
to this address.
i
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
practices as specified in the Drawings and in this or other Specifications.
4/00
01566-1
CITY OF PEARLAND
SOURCE CONTROLS FOR
EROSION AND SEDIMENTATION
3.02 TOPSOIL PLACEMENT FOR EROSION AND SEDIMENT CONTROL SYSTEMS
A. When topsoil is specified as a component of another Specification, the Contractor shall conduct
erosion control practices described in this Specification during topsoil placement operations.
1. When placing topsoil, maintain erosion and sediment control systems such as swales,
grade stabilization structures, berms, dikes, silt fences, and sediment basins.
2. Maintain grades which have been previously established on areas to receive topsoil.
3. After the areas to receive topsoil have been brought to grade, and immediately prior
to dumping and spreading the topsoil, loosen the subgrade by discing or by scarifying
to a depth of at least 2 inches to permit bonding of the topsoil to the subsoil.
0111111.
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
4/00
01566-2
4/00
CITY OF PEARLAND SOURCE CONTROLS FOR
EROSION AND SEDIMENTATION
potential pollutants cannot be washed directly into receiving streams or stoi ni 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 formulate and implement a plan for the collection and disposal of waste
materials on the construction site. In plan, designate locations for trash and waste receptacles
and establish a collection schedule. Methods for ultimate disposal of waste shall be specified
and carried out in accordance with applicable local, state and federal health and safety
regulations. Make special provisions for the collection and disposal of liquid wastes and toxic
or hazardous materials.
B. Keep receptacles and waste collection areas neat and orderly to the extent possible. Waste shall
not be allowed to overflow its container or accumulate from day-to-day. Locate trash collection
points where they will least likely be affected by concentrated storm water runoff.
3.07 WASHING AREAS
A. Vehicles such as concrete 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 airbome
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
01566-3
CITY OF PEARLAND
SOURCE CONTROLS FOR
EROSION AND SEDIMENTATION
watercourses or storm water conveyance systems Methods of ultimate disposal of they
materials shall be carried out in accordance with applicable local, state, and federal health anu
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 pre\'ent accidental spillage. Never wash pesticide
containers in or near flowing streams or storm water conveyance systems.
END OF SECTION
4/00
01566-4
4/00
CITY OF PEARLAND
TRENCH SAFETY SYSTEM
Section 01570
TRENCH SAFETY SYSTEM
PART 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 iri 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 limits the space between the excavation slope and the installation
to dimensions equivalent to a trench as defined.
C. Trench Safety Systems include both Protective Systems and Shoring Systems but are not limited
to sloping, sheeting, trench boxes or trench shields, slide rail systems,, sheet piling, 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. Shoring System: A structure that supports the sides of an excavation and which is
designed to prevent cave-ins, or to prevent movements of the ground affecting
01570-1
4/00
CITY OF PEARLAND
TRENCH
SAFET)
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 confoiin to requirements of Section 01350 - Submittals.
B. Submit a safety program specifically for the construction of trench excavation. Desigri 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
01570-2
CITY OF PEARLAND
TRENCH SAFETY 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 Not Used
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
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.
B. Do not reuse materials and equipment, designated to be removed, except as specified
by the Contract Documents.
Provide equipment and components from the fewest number of manufacturers as is
practical, in order to simplify spare parts inventory and to allow for maximum
interchangeability of components. For multiple components of the same size, type
or application, use the same make and model of component throughout the project.
1.03 TRANSPORTATION
A. Make arrangements for transportation, delivery, and handling of equipment and
materials required for timely completion of the Work.
B. Transport and handle products in accordance with instructions.
C. Consign and address shipping documents to the proper party giving name of 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
D.
MATERIAL AND EQUIPMENT
3. Availability of equipment and personnel for handling products.
4. City's use of premises.
Have products delivered to the site in manufacturer's original, unopened, labeled
containers.
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.
B.
C.
D.
E
F.
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.
Provide equipment and personnel necessary to handle products, including those
provided by the City, by methods to prevent damage to products or packaging.
Provide additional protection during handling as necessary to prevent breaking
scraping, marring, or otherwise damaging products or surrounding areas.
Handle products by methods to prevent over bending or overstressing.
Lift heavy components only at designated lifting points.
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.
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
4/00
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.
B.
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. Approved Products Construction products or processes of certain manufacturers or
suppliers designated in the Specifications followed by the words "or approved equal."
Approval of alternate products or processes not listed in the Specifications may be
obtained through provisions for product options and substitutions in Document
00700 - General Conditions, and by following the submittal procedures specified in
Section 01350 - Submittals. The procedure for approval of alternate products is not
applicable to preapproved products.
C. Product 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
1.04 CONTRACTOR'S RESPONSIBILITY
A
PRODUCT OPTIONS AND SUBSTITUTIONS
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 famish one of the specified products.
1.05 ENGINEER'S REVIEW
A.
B.
C.
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.
Alternate products will be accepted if the product is judged by the Engineer to b•
equivalent to the specified product or to offer substantial benefit to the Owner.
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 ofconditions
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
I
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.
C.
Locate and protect survey control points, including property comers, prior to starting
site work; preserve permanent reference points during construction.
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.
4/00
•
E. Contractor shall reimburse Owner for cost of reestablishment ofpermanent reference
01720-1
CITY OF PEARLAND
points disturbed by Contractor's operations.
1.06 SURVEY REQUIREMENTS
A. Utilize recognized engineering survey practices.
B.
C.
FIELD SURVFYING
Establish a minimum of two peiinanent bench marks on site, referenced to
established control points. Record locations, with horizontal and vertical data, on
Project Record Documents.
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.
PART2 PRODUCTS - Not Used
PART3 EXECUTION Not Used
END OF SECTION
4/00
01720-2
CITY OF PEARLAND
CUTTING AND PATCHING
Section 01730
CUTTING AND PATCHING
1.0 GENERAL
1.01 SECTION INCLUDES
A. Cutting, patching and fitting of Work to existing facilities, or to accommodate
installation or connection of Work with existing facilities, or to uncover work for
access, inspection or testing.
1.02 CUTTING AND PATCHING
A. Perform activities to avoid interference with facility operations and the Work of
others in accordance with the Document 00700 - General Conditions of the Contract.
B.
Execute cutting and patching, including excavation, backfill and fitting to:
1. Remove and replace defective Work or Work not conforming to the Drawings
and Specifications.
2. Take samples of installed Work as required for testing.
3. Remove construction required to provide for specified alteration or addition to
existing work.
4. Uncover Work to provide for inspection or reinspection of covered Work by the
Engineer or regulatory agencies having jurisdiction.
5. Connect any Work that was not accomplished in the proper sequence to
completed Work.
6. Remove or relocate existing utilities and pipes which obstruct Work to which
connections must be made.
7. Make connections or alterations to existing or new facilities.
8. Provide openings, channels, chases and flues, if any, and do cutting, patching and
finishing.
C. Restore existing work to a state equal to or better than that prior to cutting and
patching. Restore new Work to standards of these Specifications.
D. Support, anchor, attach, match, trim and seal materials to the Work of others Unless
otherwise specified, furnish and install sleeves, inserts, hangers, required for the
execution of the Work.
•
E
Provide shoring, bracing and support as required to maintain structural integrity and
protect adjacent Work from damage during cutting and patching. Before cutting
beams or other structural members, anchors, lintels or other supports, request wntten
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.
B. Include the following in submittal:
1. Identification of project.
2. Description of affected Work.
3. Necessity for cutting.
4. Effect on other work -and on structural integrity.
5. Include description of proposed Work:
a. Scope of cutting and patching.
b. Contractor, subcontractor or trade to execute Work.
c. Products proposed to be used.
d. Extent of refinishing.
e. Schedule of operations.
6. Alternatives to cutting and patching, if any.
C. Should conditions of Work or schedule indicate change of materials or methods,
submit a written recommendation to the Engineer including:
1. Conditions indicating change.
2. Recommendations for alternative materials or methods.
3. Submittals as required for substitutions.
D
Submit 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
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
C. Submit a detailed schedule of proposed connections including shut -downs and
tie-ins. Include in the submittal the proposed time and date as well as the anticipated
duration of the Work. Submit the detailed schedule coordinated with the
construction schedule.
4/00
1. Provide specific time and date information to the Engineer 48 hours in advance
01730-2
CIF( 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
4/00
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.
4/00 01760-1
CITY OF PEARLAND
PROJECT RECORD DOCUMENTS
1.04 SUBMITTALS
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
SECTION 01770
CONTRACT CLOSEOUT
1.0 GENERAL
1.01 SECTION INCLUDES
A. Closeout procedures including final submittals such as operation and maintenance
data, warranties, and spare parts and maintenance materials.
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.
Execute final cleaning prior to final inspection.
B. Clean debris from drainage systems.
C. 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.
4/00 01770-1
CITY OF PEARLAND
CONTRACT CLOSEOUT
B. Provide Table of Contents and assemble warranties in 3-ring/D binder with durab'
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
PREPA
3.0
EXECUTION
3.01 PRESERVATION OF STAKING
TION
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.
4/00
02200-2
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. Matenals 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.
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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 designated for
demolition.
B Engineer will mark or list existing equipment to remain the property of the
Owner.
C. Do not proceed with demolition or removal operations until after the joint
inspection and subsequent authorization by Engineer.
3.02 PROTECTION OF PERSONS AND PROPERTY
A. Provide safe working conditions for employees throughout demolition and
removal operations. Observe safety requirements for work below grade.
B. Maintain safe access to adjacent property and buildings. Do not obstruct
roadways, sidewalks or passageways adjacent to the work.
C. Perform demolition in a manner to prevent damage to adjacent property. Repair
damage to City property or adjacent property and facilities.
D. The Contractor shall be responsible for safety and integrity of adjacent
structures and shall be liable for any damage due to movement or settlement.
Provide proper framing and shoring necessary for support. Cease operations if
an adjacent structure appears to be endangered. Resume demolition only after
proper protective measures have been taken.
E Erect and maintain enclosures, barriers, warning lights, and other required
protective devices.
3.03 UTILITY SERVICES
A. Follow rules and regulations of authorities or companies having jurisdiction
over communications, pipelines, and electrical distribution services.
B. Notify and coordinate with utility company and adjacent building occupants
when temporary interruption of utility service is necessary.
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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, echemical, 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
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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 C142; less than 0.5 percent.
b. Lightweight pieces, ASTM C123; less than 5.0 percent.
c. Organic impurities, ASTM C40; color no darker than the standard
color.
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 perfoi vied 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.
E 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:
4/00 02316-2
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.
N. 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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CI FY 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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CITY OF PEARLAND
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.
F. Pipe Foundation: Suitable and stable native soils that are exposed at the trench
subgrade after excavation to depth of bottom of the bedding as shown on the
Drawings, or foundation backfill material placed and compacted in over -
excavations.
G. Pipe Bedding: The portion of trench backfill that extends vertically from top of
foundation up to a level line at bottom of pipe, and horizontally from one trench
sidewall to opposite sidewall.
H. Haunching: The material placed on either side of pipe from top of bedding up
to springline of pipe and horizontally from one trench sidewall to opposite
sidewall.
I. Initial Backfill: The portion of trench backfill that extends vertically from
springline of pipe (top of haunching) up to a level line 12 inches above top of
pipe, and horizontally from one trench sidewall to opposite sidewall.
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 BACKF1LL 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. Ram 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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CITY OF PEARLAND
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 performed by an independent laboratory provided by
the Owner in accordance with requirements of Section 01450 - Testing
Laboratory Services and as specified in this Section.
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 2.01B, 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/D10 - 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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2.03 PRODUCT DESCRIPTIONS
A. Soils classified as silt (ML), elastic silt (MB), 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 confoiniing 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
Percent
Passing
3/8"
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 are 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
Ranges
by
of
Weight
Nominal
for
Pipes
Pipe
Embedment
Sizes
>15"
15"
- 8"
<8"
1"
95 - 100
100
_
3/4"
60
- 90
90
-
100
100
1/2"
25 - 60
-
90
-
100
3/8"
-
20
- 55
40
- 70
No.4
0-
5
0-10
0-
15
No.
8
-
0-
5
0-
5
I. Select Backfill: Class III clayey gravel or sand or Class IV lean clay with a
plasticity index between 7 and 20 or clayey soils treated with lime in accordance
with Section 02980 - Pavement Repair and Resurfacing, to meet plasticity
criteria.
J. Random Backfill: Any suitable soil or mixture of soils within Classes I, II, 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:
Cement: Type 1 Portlandcement conforming to ASTM C150.
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 C142; 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 descnbed 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 01 555 - Traffic
Control and Regulation. Maintain bamcades 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 othenvise 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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CITY OF PEARLAND
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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CITY OF PEARLAND
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
matenals 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.
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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.
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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 stabilized sand for pipe of nominal sizes less
than 36 inches, or bank run sand for pipe of nominal sizes 36 inches and larger
as indicated on the Drawings. Uniformly backfill trenches unless specified
otherwise according to the paved area criteria. Use select backfill within one
foot below pavement subgrade for rigid pavement. For asphalt concrete, use
flexible base material within one foot below pavement subgrade.
D. For water lines, backfill in trench zone, including auger pits, with bank run sand,
select fill, or random backfill 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.
1. Fat clays (CH) may be used as trench zone backfill outside paved areas
at the Contractor's option. If the required density is not achieved, the
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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 liftthickness for clayey soils and maximum
12-inch lift thickness for granular soils.
3. Compact to a minimum of 90 percent of the maximum dry density
determined according to ASTM D 698, or to same density as adjacent
soils.
4. Moisture content as necessary to achieve density.
3.09 MANHOLES, JUNCTION BOXES AND OTHER PIPELINE
STRUCTURES
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 specificationrequirementsare 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.
G. Recondition, recompact, and retest at Contractor's expense if tests indicate Work
does not meet specified compaction requirements. For hardened soil cement
with nonconforming density core and test for compressive strength at
Contractor's expense.
H. Acceptability of crushed rock compaction will be determined by inspection.
3.14 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 or quicklime in slurry form will be tested to
establish compliance with specifications.
E Soil will be evaluated to establish percent of hydrated lime, fly ash, quicklime,
or lime slurry to be applied to subgrade material.
F. Moisture -density relationship will be established on material sample from
roadway, after stabilization with lime, in accordance with ASTM D698.
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 form. Water or liquid portion shall not contain
dissolved material in sufficient quantity to be injurious or objectionable for
purpose intended.
C. Type C - Quicklime. Dry material consisting essentially of calcium oxide.
Furnish quicklime in either of the following grades:
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 conform to following requirements:
CHEMICAL
COMPOSITION
TYPE
A
B
C
Active
%
lime
by weight
content
Ca(OH)2+CaO
90.0
mint
87.0
mine
-
Unhydrated
lime
content,
%
by weight
CaO
5.0
-
87.0
min
max
water
content,
%
by weight
H2O
:
5.0
-
-
Free
max
SIZING
Wet
Sieve, as % by weight
residue
retained:
No.
6
0.2
max
0.2
max2
8.0
max3
No.
30
4.0
max
4.0
max2
-
Dry
sieve, as %
by weight
residue
retained:
1- inch
-
-
0.0
3/4-inch
-
-
10.0
max
Notes:
1
2
3
Total
Maximum
Maximum
5.0%
solids
lime
by
content
content,
2.0%
weight
by
of
as
CaO
slurry.
weight
CaO,
shall
in
of
be
allowed
Type
retained
in determining
lime
on the
No.
total
6
sieve
active
shall
lime
content.
exceed
not
active
material
original
C
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
SUBGRADE
2.03 FLY ASH
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 unifoinily 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
SUBGRADE
3.06 COMPACTION
A. Aerate or sprinkle to attain optimum moisture content as deter mined by Testing
Laboratory Remove and reconstruct sections where average moisture content
exceeds ranges specified at time of final compaction.
B. Start compaction immediately after final mixing, unless approved by Engineer.
C. Spread and compact in two or more approximately equal layers where total
compacted thickness is to be greater than 8 inches.
D. Compact with approved heavy pneumatic or vibrating rollers, or a combination
of tamping rollers and light pneumatic rollers. Begin compaction at the bottom
and continue until entire depth is uniformly compacted.
E Do not allow stabilized base to mix with underlying material. Correct
irregularities or weak spots immediately by replacing material and
recompacting.
F. Compact to following minimum densities at a moisture content of optimum to 3
percent above optimum as determined by ASTM D698, unless otherwise
indicated on the Drawings:
1. Areas to receive pavement without subsequent base course: Minimum
density of 98 percent of maximum dry density.
2. Areas to receive subsequent base course: Minimum density of 95 percent of
maximum dry density.
G. Seal with approved light pneumatic tired rollers: Prevent surface hair line
cracking. Rework and recompact at areas where hair 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
I
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
2.02 PROPERTIES
GEOTEXTILE
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
G
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
/ 1
\ lt
ximum 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 casing by excavating the
soil at the advancing end of casing and transporting the spoil through the casing
by an otherwise uncased auger, while advancing the casing by jacking at the
same rate as the auger excavation progresses.
B. Slurry augering shall be defined as installation of casing or sewer pipe by first
drilling a small diameter pilot hole from shaft to shaft, followed by reaming the
bore to full diameter by 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
4/00
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
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.
4/00 02415-3
CITY OF PEARLAND
PIPE AND CASING AUGERING FOR SEWERS
2. Line Grade. Procedures for surveying, controlling and checking line and
grade, including field fouls.
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, material and installations. The plan
shall identify applicable standards and procedures for testing and
acceptance.
5. Monitoring Settlement. Submit a settlement Monitoring Plan if requested
by the Engineer.
1.06 CRITERIA FOR DETERMINING INSTALLATION LOADS
A. Pipes and casings shall be selected by the Contractor to carry overburden
pressure and applicable surcharge and installation loads.
B. The criteria to be used for truck loading shall be HS-20 vehicle loading
distributions in accordance with AASHTO.
C. The Contractor shall be responsible for the selection of the casing, pipe and pipe
joints to carry the thrust of the jacks or loads due to the pulling mechanism.
D. The Contractor shall select the diameter of the casing to meet the minimum
dimensions defined in the Drawings, and to permit practical installation
(including skids, pipe spiders and shims, if applicable) and grouting, where
required.
2.0 PRODUCTS
2.01 MATERIALS
A. Casing pipe shall be provided where shown on Drawings or indicated in
Specifications and be new 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.
4/00
•
02415-4
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
operating jacks constructed so that even pressure is applied to all jacks used.
C. Provide steerable front section of casing to allow vertical grade adjustments. A
water level or other means shall be provided to allow monitoring of the grade
elevation of the auger casing.
D. Set casing to be jacked on guides, properly braced together, to support the
section of pipe and direct it to proper line and grade. Place the whole jacking
assembly so as to line up with the direction and grade of the pipe.
E. In unconsolidated soil formations, bentonite may be used to seal the voids
outside the wall and furnish lubrication for the installation of casing. The use of
water to assist in lubrication to facilitate the removal of spoil is permitted,
however, water jetting of the soil is not allowed when jacking the casing.
F. Acceptance criteria for the sewer pipe when installed in casing shall be ± 6
inches in horizontal alignment from theoretical at any point between manholes,
including the receiving end, and ± 1-1/2 inches in elevation from the theoretical.
If the sewer pipe cannot be installed in the casing within these tolerances, the
Contractor may be required to realign the casing at no additional cost to City,
including any backfill or grouting of the abandoned hole. Any redesign of the
sewer and manholes made necessary by out of tolerance casing shall be at the
Contractor's expense and shall be signed by a Professional Engineer registered
in the State of Texas. The installed pipe must be capable of meeting the design
4/00 02415-5
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 shall be not more than 1 inch greater than the
outside diameter of the installed pipe measured from the barrel of the pipe.
Place excavated material outside the working pit and dispose of it, as specified
in Section 01500 - Temporary Facilities and Controls. Jetting is not permitted.
Augered holes which do not meet the specified tolerances shall be grouted.
D. In unconsolidated soil formations, use a bentonite slurry to maintain a stable
hole and furnish 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
4/00
02415-6
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
4/00 02415-7
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
4/00 02430-1
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. Deteiinine 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 p'pe 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
3.02 EQUIPMENT
TUNNEL GROUT
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 fined 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.
4/00
02430-4
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
GRAVITY SANITARY SEWERS
1.0 GENERAL
SECTION 02530
GRAVITY SANITARY SEWERS
1.01 SECTION INCLUDES
Gravity sanitary sewers and appurtenances, including cleanouts, stacks, service
connections and reconnections.
1.02 UNIT PRICES
A. Measurement for payment of pipe is on a unit price per linear foot basis as listed
in the Bid Schedule. Measurement will be taken along the center line of the
pipe from center line to center line of manholes. Payment will be made for each
linear foot installed, complete in place including sewer pipe, excavation,
bedding, backfill and special backfill shoring, earthwork connections to
existing manholes and pipe, stacks, cleanouts, accessories, inspection and
testing Depths beyond 8 will be paid by 2 vertical feet increments.
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 proposed methods, equipment, materials and sequence of operations for
sewer construction. Plan operations to minimize disruption of utilities to
occupied facilities or adjacent property.
1.04 QUALITY ASSURANCE
A. Qualifications. Install a sanitary sewer that is watertight both in pipe -to -pipe
joints and in pipe -to -manhole connections. Perform testing in accordance with
this Section.
B. Regulatory Requirements.
1. Install sewer lines to meet the minimum separation distance from any
potable water line, as scheduled below The separation distance is
defined as the distance between the outside of the water pipe and the
outside of the sewer pipe. When possible, install new sanitary sewers no
closer to water lines than 9 feet in all directions. Where this separation
4/00 02530-1
CITY OF PEARLAND
GRAVITY SANITARY SEWERS
distance cannot be. achieved, new sanitary sewers shall be installed as
specified in this section.
2. Make notification to the Engineer if water lines are uncovered during
sanitary sewer installation where the minimum separation distance
cannot be maintained.
3 Lay gravity sewer lines in straight alignment and grade.
1.05 PRODUCT DELIVERY, STORAGE AND HANDLING
A. Inspect pipe and fittings upon arrival of materials at the job site.
B. Handle and store pipe. materials and fittings to protect them from damage due to
impact, shock, shear or free fall. Do not drag pipe and fittings along the ground.
Do not roll pipe unrestrained from delivery trucks.
C. Use mechanical means to move or handle pipe. Employ acceptable clamps,
rope or slings around the outside barrel of pipe and fittings. Do not use hooks,
bars, or other devices in contact with the interior surface of the pipe to lift or
move lined pipe.
2.0 PRODUCTS
2.01 PIPE INCLUDES
A. Polyvinyl chloride sewer pipe (PVC)
B. Extra Strength Clay Pipe (VCP)
C. High Density Polyethylene (HDPE) Solid and Profile Wall Pipe
D. Centrifugally Cast Fiberglass Pipe
2.02 POLYVINYL CHLORIDE (PVC) PIPE
A. Use PVC compounds in the manufacture of pipe that contain no ingredient in an
amount that has been demonstrated to migrate into water in quantities
considered to be toxic.
B. Furnish PVC pressure pipe manufactured from Class 12454-A or Class 12454-B
virgin PVC compounds as defined in ASTM D 1784. Use compounds
qualifying for a rating of 4000 psi for water at 73.4 degrees F per requirements
of PPI TR3. Provide pipe which is homogeneous throughout, free of voids,
cracks, inclusions, and other defects, uniform as commercially practical in color,
density, and other physical properties Deliver pipe with surfaces free from
nicks and scratches with joining surfaces of spigots and joints free from gouges
and imperfections which could cause leakage
4/00
02530-2
CITY OF PEARLAND
GRAVITY SANITARY SEWERS
C. Gaskets:
1. Gaskets shall meet the requirements of ASTM F 477. Use elastomeric
factory -installed gaskets to make joints flexible and watertight.
2. Pipes to be installed in potentially contaminated areas, especially where free
product is found near the elevation of the proposed sewer, shall have the
following gasket materials for the noted contaminants.
CONTAMINANT
GASKET MATERIAL REQUIRED
Petroleum (diesel, gasoline)
Nitrile Rubber
Other contaminants
As recommended by the pipe manufacturer
D Lubricant for rubber-gasketed joints: Water soluble, non -toxic, non -
objectionable in taste and odor imparted to fluid, non -supporting of bacteria
growth, having no deteriorating effect on PVC or rubber gaskets.
E. PVC gravity sanitary sewer pipe shall be in accordance with the provisions in
the following table:
WALL
CONSTRUCTION
MANUFACTURER
PRODUCT
OPTIONS
ASTM
DESIGNATION
SDR
STIFFNESS
(MIN.)
(MAX.)/
DIAMETER
SIZE
RANGE
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
included
Only
Bid
Schedule
when
in
the
F949
F794
F794
N/A
N/A
N/A
/ 50
/ 46
/ 46
psi
psi
psi
12"
12"
21"
to
to
to
36"
48"
48"
4/00 02530-3
CITY OF PEARLAND
GRAVITY SANITARY SEWERS
F. When solid wall PVC pipe 18 inches to 27 inches in diameter is required in
SDR 26, provide pipe conforming to ASTM F679, except provide wall thickness
as required for SDR 26 and pipe strength of 115 psi.
G. For sewers up to 12-inch-diameter crossing over waterlines, or crossing under
waterlines with less than 2 feet separation, provide minimum 150 psi pressure -
rated pipe conforming to ASTM D 2241 with suitable PVC adapter couplings.
H. Joints: Spigot and integral wall section bell with solid cross section elastometric
or rubber ring gasket conforming to requirements of ASTM D 3212 and ASTM
F 477, or ASTM
I. D 3139 and ASTM F 477, shall be provided. Gaskets shall be factory -
assembled and securely bonded in place to prevent displacement. The
manufacturer shall test a sample from each batch conforming to requirements
ASTM D2444.
J. Fittings: Provide PVC gravity sewer sanitary bends, tee, or wye fittings for new
sanitary sewer construction. PVC pipe fittings shall be full-bodied, either
injection molded or factory fabricated. Saddle -type tee or wye fittings are not
acceptable.
2.03 VITRIFIED CLAY PIPE (VCP)
A. Vitrified clay pipe for direct burial shall conform to ASTM C 700 requirements
for extra strength clay pipe and shall be used only when listed in the Bid
Schedule.
•
B. Approved manufacturers of extra strength clay pipe are Mission Clay Products
Corporation and the Dickey Company.
C. Joints for extra strength vitrified clay shall conform to ASTM C425.
1. For clay pipe 21 inches in diameter and larger, conform to requirements for
compression joints for bell -and -spigot pipe.
2. For clay pipe 18 inches in diameter and smaller, conform to requirements for
compression couplings fot plain -end pipe.
D. Joints for jacking, sliplining, and microtunneling pipe shall conform to ASTM
C1208.
E Furnish when no contaminant is identified, rubber or polyurethane elastomer
gasket material conforming to standards listed above.
F. Pipe to be installed in potentially contaminated areas, especially where free
product
4/00
02530-4
CITY OF PEARLAND
GRAVITY SANITARY SEWERS
G. is found near the elevation of the proposed sewer, shall have the following
gasket material for the noted contaminants:
CONTAMINANT
GASKET MATERIAL REQUIRED
Petroleum (diesel, gasoline)
Nitrile Rubber
Other contaminants
As recommended by the pipe manufacturer
H. The PVC collar material for compression couplings of plain -end pipe shall
conform to requirements of ASTM D 1784, Class 12454-B.
I. Couplings for microtunneling and other pipe jacking methods shall be made
with Type 316 stainless steel sleeve couplings that utilize elastomerte sealing
gaskets as the sole means to maintain joint watertightness. The joints shall have
the same outside diameter as the pipe so when the pipes are assembled, the
joints are flush with the pipe outside surface.
2.04 HIGH DENSITY POLYETHYLENE (HDPE) SOLID AND PROFILE
WALL PIPE
A. Provide HDPE pipe as follows and only when listed in the Bid Schedule:
WALL
CONSTRUCTION
MANUFACTURER
PRODUCT
OPTIONS
ASTM
DESIGNATION
PIPE
STIFFNESS
(MIN)
DIAMETER
RANGE
(INCHES)
Solid
Wall
Drisco
Drisco
Quail
Poly
Plexco
Pipe
Pipe
1000
8600
Approved
F714
115
psi
8
to 10
46
psi
12
to 48
B. Solid wall pipe shall be produced with plain end construction for heat joining
(butt fusion) conforming to ASTM D2657. Utilize controlled temperatures and
pressures for joining to produce a fused leak -free joint.
C. Pipe and Fittings: High density, high molecular weight polyethylene pipe
material meeting the requirements of Type III, Class C, Category 5, Grade P34,
as defined in ASTM D1248. Material meeting the requirements of cell
classification in accordance with ASTM D3350 are also suitable for making
pipe products under these specifications.
D. Gaskets
1. Use gaskets meeting requirement of ASTM F477. Use gasket molded into a
circular form or extruded to the proper section and then spliced into circular
4/00
02530-5
CITY OF PEARLAND
GRAVITY SANITARY SEWERS
form. When no contaminant is identified, use gaskets of a properly cured,
high-grade elastomeric compound The basic polymer shall be natural
rubber, synthetic elastomer, or a blend of both
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. Use a lubricant for assembly of gasketed joints which has no
detrimental effect on the gasket or on the pipe, in accordance with
manufacturer's recommendations.
F. Furnish pipe and fittings that are homogeneous throughout and free from visible
cracks, holes, foreign inclusions, or other injurious defects. Provide pipe as
uniform as commercially practical in color, opacity, density, and other physical
properties.
2.05 CENTRIFUGALLY CAST FIBERGLASS PIPE
A. Preapproved manufacturer for centrifugally cast fiberglass pipe is Hobas Pipe
USA, Inc.
B Materials:
1. Resin Systems. The manufacturer shall use only polyester resin systems
with a proven history of performance in this particular application. The
historical data shall have been collected from applications of a composite
material of similar construction and composition as the proposed product.
2. Glass Reinforcements: The reinforcing glass fibers used to manufacture the
components shall be of highest quality commercial grade glass filaments
with binder and sizing compatible with impregnating resins.
3. Fillers: Silica sand or other suitable materials may be used.
4. Additives: Resin additives, such as pigments dyes, and other coloring
agents, if used, shall in no way be detrimental to the performance of the
product nor shall they impair visual inspection of the finished products.
5. Rubber Gaskets: Supply from an approved gasket manufacturer in
accordance with ASTM F 477, when no contaminant is identified and
suitable for the service intended. Gaskets shall either be affixed to the pipe
by means of a suitable adhesive or shall be installed in such a manner so as
to prevent the gasket from rolling out of the pre-cut groove in the pipe or
sleeve coupling. When pipe is to be installed in potentially contaminated
areas, especially where free product is found near the elevation of the
4/00
02530-6
CITY OF PEARLAND
GRAVITY SANITARY SEWERS
proposed sewer, provide the following gasket materials for the noted
contaminants.
CONTAMINANT
GASKET MATERIAL REQUIRED
Petroleum (diesel, gasoline)
Nitrile Rubber
Other contaminants
As recommended by the pipe manufacturer
6. The internal liner resin shall be suitable for service as sewer pipe, and shall
be highly resistant to exposure to sulfuric acid as produced by biological
activity from hydrogen sulfide gases. Pipe shall meet or exceed
requirements of ASTM D 3681.
C. Pipes
1. Furnish pipes in the diameters specified and within the tolerances specified
below.
2. Manufacture pipe by the centrifugal casting process to result in a dense,
nonporous, corrosion -resistant, consistent composite structure to meet the
operating conditions as shown on the Drawings.
3. Do not use stiffening ribs or rings.
D. Couplings: Unless otherwise specified, the pipe shall be field connected with
fiberglass sleeve couplings that utilize elastomeric sealing gaskets as the sole
means to maintain joint watertightness. The joints must meet the performance
requirements of ASTM D 4161.
E Fittings: Flanges, elbows, reducers, tees, and other fittings shall be capable of
withstanding operating conditions when installed. They may be contact molded
or manufactured from mitered sections of pipe joined by glass fiber reinforced
overlays.
F. Manhole Connections Provide a water stop flange (wall pipe) for connection to
a cast -in -place manhole base or other structure.
G. Grout Ports: Provide grout ports in the wall of pipe when required. Provide
plugs of 316 stainless steel or other corrosion -resistant material compatible with
the pipe. Grout port plugs shall be designed and installed to meet the test
pressure of the pipe.
H. Dimensions:
1. Diameters: The actual outside diameter of the pipes shall be in accordance
with Table 3 of ASTM D 3262 for gravity sewers, or ASTM D 3754 for
force mains.
4/00 02530-7
CITY OF PEARLAND
GRAVITY SANITARY SEWERS
2. Lengths: The pipe standard length will be approximately 20 feet. A
maximum of 10 percent of the lengths, excluding special order pipes, may
be supplied in random lengths.
3. Wall Thickness: The minimum average wall thickness shall be the stated
design thickness. The minimum single point thickness shall not be less than
90 percent of the stated design thickness.
4. End Squareness: Pipe ends shall be square to the pipe axis.
5. Tolerance of Fittings: The tolerance of the angle of an elbow and the angle
between the main and leg of a wye or tee shall be plus or minus 2 degrees.
The tolerance on the laying length of a fitting shall be plus or minus 2
inches.
I. Stiffness Classes:
1. Stiffness class of FRP pipe shall satisfy design requirements, but shall not be
less than 46 psi, when used in direct bury operation; 36 psi, when installed
within a primary tunnel liner.
2. Stiffness class of FRP in a pipe jacking operation shall be governed either by
the ring deflection limitations or by a pipe design providing longitudinal
strength required by the jacking method and shall satisfy design
requirements stated below. Submit design calculations as required in
Paragraph 1.05, Submittals.
a. Pipe stress calculations based on jacking loads shall be performed to
conform with Section 02441 - Microtunneling and Pipe Jacked
Tunnels.
b. Ring deflection calculations shall conform with design requirements
of 30 TAC Chapter 317.20 pertaining to flexible pipe used in gravity
sewers. The pipe deflection calculations shall ensure that predicted
deflection will be less than 5 percent under long-term loading
conditions (soil prism load) for the highest density of soil overburden
and surcharge loads. Deflection on calculations shall be prepared
using long-term (drained) values for soil parameters contained in the
geotechnical investigation report for the Project, or other site -specific
data obtained by the Contractor as approved by the Engineer.
J. Testing:
1. Pipes shall be tested in accordance with ASTM D 3262 or ASTM D 3754, as
applicable, except that the factory hydrostatic pressure testing is not
required.
2. Joints: Coupling joints shall be qualified per the tests of Section 7 of ASTM
D 4161.
K. Packing, handling, and shipping should be done in accordance with the
manufacturer's recommendations.
4/00 02530-8
CITY OF PEARLAND
GRAVITY SANITARY SEWERS
L Installation:
1. Install pipe and fittings in accordance with requirements of this Section.
2. The manufacturer must supply a suitable qualified field service
representative to be present periodically during the installation of pipe.
3. Pipe Bedding: Conform to requirements of Section 02318 - Excavation and
Backfill for Utilities.
4. Pipe Handling: Use textile slings.
5. Jointing:
a. Clean ends of pipe and coupling components.
b. Check pipe ends and couplings for damage. Correct any damage
found.
c. Coupling grooves must be completely free of dirt.
d. Apply joint lubricant to pipe ends and rubber seals of coupling. Use
only lubricants approved by the pipe manufacturer.
e. Use suitable auxiliary equipment, such as a wire rope puller, to pull
joints together.
f. Do not exceed forces recommended by the manufacturer for coupling
pipe. If excessive force is required, remove coupling, determine
source of problem, and correct it.
g. In the process of jointing the pipe, do not allow the deflection angle
to exceed the deflection permitted by the manufacturer.
6. If pressure grouting of the pipe is conducted as part of a pipe jacked tunnel
installation, seal the grout holes with liner resin to a thickness equal to the
pipe liner thickness, or with a threaded plug for that purpose.
7. Tests: Confoiui to requirements of this Section.
2.06 INSPECTIONS
A. The Engineer reserves the right to inspect pipes or witness pipe manufacturing.
Such inspection shall in no way relieve the manufacturer of the responsibilities
to provide products that comply with the applicable standards and these
Specifications.
B. Manufacturer's Notification to Customer. Should the Engineer wish to witness
the manufacture of specific pipes, the manufacturer shall provide the Engineer
with adequate advance notice of when and where the production of those
specific pipes will take place.
C. Failure to Inspect. Approval of the products or tests is not implied by the
Engineer's decision not to inspect the manufacturing, testing, or finished pipes.
4/00 02530-9
CITY OF PEARLAND
GRAVITY SANITARY SEWERS
2.07 TEST METHODS
A. Conditioning Conditioning of samples prior to and during tests are subject to
approval by the Engineer. When referee tests are required, condition the
specimens in accordance with Procedure A in ASTM D618 at 73.4 degrees F
plus or minus 3.6 degrees F (23 degrees C plus or minus 2 degrees C) and 50
percent relative humidity plus or minus 5 percent relative humidity for not less
than 40 hours prior to test Conduct tests under the same conditions of
temperature and humidity unless otherwise specified.
B. Flattening. Flatten three specimens of pipe, prepared in accordance with
Paragraph 2.05A in a suitable press until the internal diameter has been reduced
to 40 percent of the original inside diameter of the pipe. The rate of loading
shall be uniform and at 2-inches per minute. The test specimens, when
examined under normal light and with the unaided eye, shall show no evidence
of splitting, cracking, breaking, or separation of the pipe walls or bracing
profiles.
C. Joint Tightness. Test for joint tightness in accordance with ASTM D3212,
except replace the shear load transfer bars and supports with 6-inch-wide
support blocks that can be either flat or contoured to conform to the pipe's outer
contour.
D. Purpose of Tests. The flattening and the joint tightness tests are not intended to
be routine quality control tests, but rather to qualify pipe to a specified level of
performance.
2.08 MARKING
Mark each standard and random length of pipe in compliance with these Specifications
with the following information:
A. Pipe size
B. Pipe class
C. Production code
D Material designation
3.0 EXECUTION
3.01 PREPARATION
A. Prepare traffic control plans and set up street detours and barricades in
preparation for excavation if construction will affect traffic. Conform to
requirements of Section 01570 - Traffic Control and Regulation.
4/00
02530-10
CITY OF PEARLAND
GRAVITY SANITARY SEWERS
B. Provide barricades, flashing warning lights, and warning signs for excavations.
Confoini to requirements of Section 01555 - Traffic Control and Regulation.
Maintain barricades and warning lights where work is in progress or where
traffic is affected by the work.
C. Perform work in accordance with OSHA standards. Employ a trench safety
system as specified in Section 01570 - Trench Safety System for excavations
over 5 feet deep.
D. Immediately notify the agency or company owning any utility line which is
damaged, broken or disturbed. Obtain approval from the Engineer and agency
or utility company for any repairs or relocations, either temporary or permanent.
E. Remove old pavements and structures including sidewalks and driveways in
accordance with requirements of Section 02076 - Removing Existing Pavements
and Structures.
F. Install and operate dewatering and surface water control measures in accordance
with Section 01564 - Control of Ground Water and Surface Water.
G. Do not allow sand, debris or runoff to enter sewer system.
3.02 DIVERSION PUMPING
A. Install and operate required bulkheads, plugs, piping, and diversion pumping
equipment to maintain sewage flow and to prevent backup or overflow. Obtain
approval for diversion pumping equipment and procedures from the Engineer.
B. Design piping, joints and accessories to withstand twice the maximum system
pressure or 50 psi, whichever is greater.
C. No sewage shall be diverted into any area outside of the sanitary sewer.
D. In the event of accidental spill or overflow, immediately stop the overflow and
take action to clean up and disinfect spillage. Promptly notify the Engineer so
that required reporting can be made to the Texas Natural Resources
Conservation Commission and the Environmental Protection Agency by the
Engineer.
3.03 INSPECTION AND TESTING
A. Acceptance testing of sanitary sewers including:
1. Visual inspection of sewer pipes
2. Mandrel testing for flexible sewer pipes.
3. Leakage testing of sewer pipes.
4/00 02530-11
CITY OF PEARLAND
GRAVITY SANITARY SEWERS
4 Leakage testing of manholes.
B. All tests listed in this Section are not necessarily required on this Project.
Required tests are named in other Sections which refer to this Section for testing
criteria and procedures.
C. References:
1. ASTM C 828 - Standard Test Method for Low Pressure Air Test of Vitrified
Clay Pipe Lines.
2. ASTM C 924 - Standard Practice for Testing Concrete Pipe Sewer Lines by
Low -Pressure Air Test Method.
3. ASTM D 3034 - Standard Specification for Type PSM Polyethylene (Vinyl
Chloride) (PVC) Sewer Pipe and Fittings.
4. ASTM F 794 - Specification for Polyvinyl Chloride Large -Diameter Ribbed
Gravity Sewer Pipe and Fittings Based on Controlled Inside Diameter
5. ASTM F 1417 - Standard Test Method for Installation Acceptance of Plastic
Gravity Sewer Lines Using Low Pressure Air.
6. 30 TAC 317.2 - Design Criteria for Sewage Systems.
7. Uni-Bell UNI-B-3 Polyvinyl Chloride (PVC) Pressure Pipe (Complying with
AWWA C 900).
D. Performance Requirements:
1. Gravity flow sanitary sewers are required to have a straight alignment and
uniform grade between manholes.
2. Flexible pipe including"semi-rigid" pipe, is required to show no more than
5 percent deflection. Test pipe no sooner than 30 days after backfilling of a
line segment but prior to final acceptance using a standard mandrel to verify
that installed pipe is within specified deflection tolerances.
3. Maximum allowable leakage for Infiltration or Exfiltration
a. The total exfiltration, as determined by a hydrostatic head test, shall
not exceed 50 gallons per inch diameter per mile of pipe per 24 hours
at a minimum test head of 2 feet above the crown of the pipe at the
upstream manhole or 2 feet above the groundwater elevation,
whichever is greater.
b. When pipes are installed more than 2 feet below the groundwater
level, an infiltration test shall be used in lieu of the exfiltration test.
The total infiltration shall not exceed 50 gallons per inch diameter
per mile of pipe per 24 hours. Groundwater elevation must be at
least 2 feet above the crown of the pipe at the upstream manhole.
c. Refer to Table 2530-1, Water Test Allowable Leakage, at the end of
the Section, for measuring leakage in sewers. Perform leakage
testing to verify that leakage criteria are met.
4. Perform air testing in accordance with requirements of this Section and the
Texas Natural Resources Conservation Commission requirements. Refer to
4/00
02530-12
CITY OF PEARLAND
GRAVITY SANITARY SEWERS
Table 02530-2, Time Allowed For Pressure Loss From 3.5 psig to 2.5 psig,
Table 02530-3, Minimum Testing Times for Low Pressure Air Test, and
Table 02530-4, Vacuum Test Time Table, at the end of this Section.
E Gravity Sanitary Sewer Quality Assurance:
1. Repair, correct, and retest manholes or sections of pipe which fail to meet
specified requirements when tested.
2. Provide testing reports and video tape of television inspection as directed by
Engineer.
3. Upon completion of tape reviews by Engineer, Contractor will be notified
regarding final acceptance of the sewer segment.
F. Sequencing and Scheduling:
1. Perform testing as work progresses. Schedule testing so that no more than
1000 linear feet of installed sewer remains untested at any one time.
2. Coordinate testing schedules with Engineer. Perform testing under
observation of Engineer.
G. Deflection Mandrel:
1. Mandrel Sizing. The rigid mandrel shall have an outside diameter (O.D.)
equal to 95 percent of the inside diameter (I.D.) of the pipe. The inside
diameter of the pipe, for the purpose of determining the outside diameter of
the mandrel, shall be the average outside diameter minus two minimum wall
thicknesses for O.D. controlled pipe and the average inside diameter for I.D.
controlled pipe, dimensions shall be per appropriate standard. Statistical or
other "tolerance packages" shall not be considered in mandrel sizing.
2. Mandrel Design. The rigid mandrel shall be constructed of a metal or a rigid
plastic material that can withstand 200 psi without being deformed. The
mandrel shall have nine or more "runners" or 'legs' as long as the total
number of legs is an odd number. The barrel section of the mandrel shall
have a length of at least 75 percent of the inside diameter of the pipe. The
rigid mandrel shall not have adjustable or collapsible legs which would
allow a reduction in mandrel diameter during testing. A proving ring shall
be provided and used for modifying each size mandrel.
3. Proving Ring. Furnish a "proving ring' with each mandrel. Fabricate the
ring of %2 inch thick 3-inch-wide bar steel to a diameter 0.02 inches larger
than approved mandrel diameter.
4. Mandrel Dimensions (5 percent allowance). Average inside diameter and
minimum mandrel diameter are specified in Table 02530-5, Pipe vs.
Mandrel Diameter, at the end of this Section. Mandrels for higher strength,
thicker wall pipe or other pipe not listed in the table may be used when
approved by the Engineer.
4/00 02530-13
CITY OF PEARLAND
GRAVITY SANITARY SEWERS
H. Exfiltration Test
1. Water Meter: Obtain a transient water meter from the City for use when
water for testing will be taken from the City system. Conform to City
requirements for water meter use.
2. Test Equipment:
a. Pipe plugs.
b. Pipe risers where the manhole cone is less than 2 feet above highest
point in pipe or service lead.
I. Infiltration Test - Test Equipment:
1. Calibrated 90 degree V-notch weir.
2. Pipe plugs.
Low Pressure Air Test
1. Minimum Requirement for Equipment:
a. Control panel.
b Low-pressure air supply connected to control panel.
c. Pneumatic plugs: Acceptable size for diameter of pipe to be tested;
capable of withstanding internal test pressure without leaking or
requiring external bracing.
d. Air hoses from control panel to:
i. Air supply.
ii. Pneumatic plugs.
Sealed line for pressuring.
iv. Sealed line for monitoring internal pressure.
2. Testing Pneumatic Plugs: Place a pneumatic plug in each end of a length of
pipe on the ground. Pressurize plugs to 25 psig; then pressurize sealed pipe
to 5 psig. Plugs are acceptable if they remain in place against the test
pressure without external aids.
K. Ground -Water Determination Equipment: Pipe probe or small diameter casing
for ground water elevation determination.
L Visual Inspection: Check pipe alignment visually by flashing a light between
structures. Verify if alignment is true and no pipes are misplaced. In case of
misalignment or damaged pipe, remove and re -lay or replace pipe segment.
M. Mandrel Testing:
1. Perform deflection testing on flexible and semi -rigid pipe to confirm pipe
has no more than 5 percent deflection. Mandrel testing shall conform to
ASTM D 3034. Perform testing no sooner than 30 days after backfilling of
line segment, but prior to final acceptance testing of the line segment.
4/00
02530-14
CITY OF PEARLAND
GRAVITY SANITARY SEWERS
2. Pull the approved mandrel by hand through sewer sections. Replace any
section of sewer not passing the mandrel. Mandrel testing is not required for
stubs.
3. Retest repaired or replaced sewer sections.
N. Leakage Testing:
1. Test Options:
a. Test gravity sanitary sewer pipes for leakage by either exfiltration or
infiltration methods, as appropriate, or with low pressure air testing.
b. Test new or rehabilitated sanitary sewer manholes with water or low
pressure air. Manholes tested with low pressure air shall undergo a
physical inspection prior to testing.
c Leakage testing shall be performed after backfilling of a line segment,
and prior to tie-in of service connections.
d. If no installed piezometer is within 500 feet of the sewer segment,
Contractor shall provide a temporary piezometer for this purpose.
2. Compensating for Ground Water Pressure:
a. Where ground water exists, install a pipe nipple at the same time sewer
line is placed. Use a 1/2-inch capped pipe nipple approximately 10
inches long. Make the installation through manhole wall on top of the
sewer line where line enters manhole.
b. Immediately before performing line acceptance test, remove cap, clear
pipe nipple with air pressure, and connect a clear plastic tube to nipple.
Support tube vertically and allow water to rise in the tube. After water
stops rising, measure height in feet of water over invert of the pipe.
Divide this height by 2.3 feet/psi to determine the ground water pressure
to be used in line testing.
3. Exfiitration test:
a. Determine ground water elevation.
b. Plug sewer in downstream manhole.
c. Plug incoming pipes in upstream manhole.
d. Install riser pipe in outgoing pipe of upstream manhole if highest point in
service lead (house service) is less than 2 feet below bottom of manhole
cone.
e. Fill sewer pipe and manhole or pipe riser, if used, with water to a point
2-1/2 feet above highest point in sewer pipe, house lead, or ground water
table, whichever is highest.
f. Allow water to stabilize for one to two hours. Take water level reading
to determine drop of water surface, in inches, over a one -hour period,
and calculate water loss (1 inch of water in 4 feet diameter manhole
equals 8.22 gallons) or measure the quantity of water required to keep
water at same level Loss shall not exceed that calculated from
allowable leakage according to Table 02530-1 at the end of this Section.
4. Infiltration test: Ground water elevation must be not less than 2.0 feet above
highest point of sewer pipe or service lead (house service).
4/00 02530-15
CITY OF PEARLAND
GRAVITY SANITARY SEWERS
a. Determine ground water elevation.
b. Plug incoming pipes in upstream manhole.
c. Insert calibrated 90 degree V-notch weir in pipe on downstream
manhole.
d. Allow water to rise and flow over weir until it stabilizes.
e. Take five readings of accumulated volume over a period of 2 hours and
use average for infiltration. The average must not exceed that calculated
for 2 hours from allowable leakage according to the Table 02530-1 at the
end of this Section.
5 Low Air Pressure Test: When using this test conform to ASTM C 828,
ASTM C 924, or ASTM F 1417, as applicable, with holding time not less
than that listed in Table 02530-2.
a. Air testing for sections of pipe shall be limited to lines less than 36-inch
average inside diameter.
b Lines 36-inch average inside diameter and larger shall be tested at each
joint. The minimum time allowable for the pressure to drop from 3.5
pounds per square inch gauge to 2.5 pounds per square inch during a
joint test shall be 10 seconds, regardless of pipe size.
c. For pipe sections less than 36-inch average inside diameter:
i. Determine ground water level.
ii. Plug both ends of pipe. For concrete pipe flood pipe and allow 2
hours to saturate concrete. Then drain and plug concrete pipe.
iii. After a manhole -to -manhole section of sanitary sewer main has
been sliplined and prior to any service lines being connected to
new liner, plug liner at each manhole with pneumatic plugs.
iv. Pressurize pipe to 4.0 psig. Increase pressure 1.0 psi for each 2.3
feet of ground water over highest point in system. Allow
pressure to stabilize for 2 to 4 minutes. Adjust pressure to start at
3.5 psig (plus adjustment for ground water table). See Table
02530-2 at the end of this Section.
v. To determine air loss, measure the time interval for pressure to
drop to 2.5 psig. The time must exceed that listed in the Table
02530-2 at the end of this Section for pipe diameter and length.
For sliplining, use diameter of carrier pipe.
6. Retest: Any section of pipe which fails to meet requirements shall be
repaired and retested.
O. Test Criteria Tables:
1 Exfiltration and Infiltration Water Tests: Refer to Table 02530-1, Water
Test Allowable Leakage, at the end of this Section.
2 Low Pressure Air Test:
a. Times in Table 02530-2, Time Allowed For Pressure Loss From 3.5
psig to 2.5 psig, at the end of this Section, are based on the equation
from Texas Natural Resources and Conservation Commission
(TNRCC) Design Criteria 317.2(a)(4)(B).
4/00
02530-16
CITY OF PEARLAND
GRAVITY SANITARY SEWERS
T = 0.0850(D)(K)/(Q)
where:
T = time for pressure to drop 1.0 pounds per square inch
gauge in seconds
K = 0.000419 DL, but not less than 1.0
D = average inside diameter in inches
L = length of line of same pipe size in feet
Q = rate of loss, 0.0015 ft3/min./sq. ft. internal surface
b. Since a K value of less than 1.0 shall not be used, there are minimum
testing times for each pipe diameter as given in Table 02732-3,
Minimum Testing Times for Low Pressure Air Test.
Notes:
1. When two sizes of pipe are involved, the time shall be computed by the ratio of lengths involved.
2. Lines with a 27-inch average inside diameter and larger may be air tested at each joint.
3. Lines with an average inside diameter greater than 36 inches must be air tested for leakage at
each joint
4. If the joint test is used, a visual inspection of the joint shall be performed immediately after
testing
5. For joint test, the pipe is to be pressurized to 3.5 psi greater than the pressure exerted by
groundwater above the pipe. Once the pressure has stabilized, the minimum times allowable for
the pressure to drop from 3.5 pounds per square inch gauge to 2 5 pounds per square inch gauge
shall be 10 seconds.
P Leakage Testing for Manholes:
1. After completion of manhole construction, wall sealing, or rehabilitation, but
prior to backfilling, test manholes for water tightness using hydrostatic or
vacuum testing procedures.
2. Plug influent and effluent lines, including service lines, with suitably -sized
pneumatic or mechanical plugs Ensure plugs are properly rated for
pressures required for test; follow manufacturer's safety and installation
recommendations. Place plugs a minimum of 6 inches outside of manhole
walls. Brace inverts to prevent lines from being dislodged if lines entering
manhole have not been backfilled.
3. Vacuum testing:
a. Install vacuum tester head assembly at top access point of manhole and
adjust for proper seal on straight top section of manhole structure.
Following manufacturer's instructions and safety precautions, inflate
sealing element to the recommended maximum inflation pressure; do not
over -inflate.
b. Evacuate manhole with vacuum pump to 10 inches mercury (Hg),
disconnect pump, and monitor vacuum for the time period specified in
Table 02530-4, Vacuum Test Time Table.
4/00 02530-17
CITY OF PEARLAND
GRAVITY SANITARY SEWERS
c. If the drop in vacuum exceeds 1 inch Hg over the specified time period
tabulated above, locate leaks, complete repairs necessary to seal manhole
and repeat test procedure until satisfactory results are obtained.
4. Hydrostatic exfiltration testing shall be performed as follows:
a. Seal wastewater lines coming into the manhole with an internal pipe
plug. Then fill the manhole with water and maintain it full for at least
one hour.
b. The maximum leakage for hydrostatic testing shall be 0.025 gallons per
foot diameter per foot of manhole depth per hour.
c. If water loss exceeds amount tabulated above, locate leaks, complete
repairs necessary to seal manhole and repeat test procedure until
satisfactory results are obtained.
Table 02530-1
WATER TEST ALLOWABLE LEAKAGE
DIAMETER OF RISER OR
STACK IN INCHES
1
2
2.5
3
4
5
6
8
VOLUME PER INCH OF
DEPTH
ALLOWANCE LEAKAGE*
INCH
0.7854
3.1416
4.9087
7.0686
12.5664
19.6350
28.2743
50.2655
GALLONS
. 0034
. 0136
. 0212
. 0306
. 0306
. 0544
. 1224
. 2176
PIPE SIZE IN INCHES
6
8
13
12
15
18
21
24
27
30
36
42
GALLONS/MINUTE PER
100 FT.
0.0039
0.0053
0.0066
0.0079
0.0099
0.0118
0.0138
0.0158
0.0177
0.0197
0.0237
0.0276
For other diameters, multiply square of diameters by value for 1"
diameter.
Equivalent to 50 gallons per inch of inside
diameter per mle per 24 hours.
* Allowable leakage rate shall be reduced to 10 gallons per inch of inside diameter per mile per 24
hours, when sewer is identified as located within the 25-year flood plain.
4/00
02530-18
CITY OF PEARLAND
GRAVITY SANITARY SEWERS
Table 02530-2
ACCEPTANCE TESTING FOR SANITARY SEWERS
TIME
ALLOWED
PRESSURE
LOSS
FROM
3.5
PSIG
2.5 PSIG
FOR
TO
Pipe
Min.
Lengt
Time
Dia
Time
h for
for
Specification Time for Length
(L)
Shown
(min:sec)
(rnin:s
Min.
Longer
m.
(in)
ec)
Time
Length
(ft)
(sec)
100 ft
150 ft
200 ft
250 ft
300 ft
350 ft
400 ft
450 ft
500 ft
550 ft
600 ft
6
5:40
398
0.8548
5:40
5:40
5:40
5:40
5:40
5:42
6:25
7:07
7:50
8:33
8
7:33
298
1.5196
7:33
7:33
7:33
7:36
8:52
10:08
11:24
12:40
13:56
15:12
10
9:27
239
2.3743
9:27
9:27
9:54
11:52
13:51
15:50
17:48
19:47
21:46
23:45
12
11:20
199
3.4190
11:20
11:20
14:15
17:06
19:57
22:48
25:39
28:30
31:20
34:11
15
14:10
159
5.3423
14:10
17:48
22:16
26:43
31:10
35:37
40:04
44:31
48:58
53:25
18
17:00
133
7.6928
o o CO4 c .0
0tnc;Jr? cc0
[� Oi N N
19:14
25:39
32:03
38:28
44:52
51:17
57:42
64:06
70:31
76:56
21
19:50
114
10.4708
26:11
34:54
43:38
52:21
61:05
69:48
78:32
87:15
95:59
104:42
24
22:40
99
13.6762
34:11
45:35
56:59
68:23
79:47
91;10
102:34
113:58
125:22
136:46
27
25:30
88
17.3089
43:16
57:42
72:07
86:33
100:58
115:24
129:49
144:14
158:40
173:05
30
28:20
80
21.3690
53:25
71:14
89:02
106:51
124:39
142:28
160:16
178:05
195:53
213:41
33
31:10
72
25.8565
64:38
86:11
107:44
129:17
150:50
172:23
193:55
215:28
237:01
258:34
Table 02530-3
MINIMUM TESTING TIMES FOR LOW PRESSURE AIR TEST
DIAMETER
(INCHES)
PIPE
MINIMUM
(SECONDS)
TIME
LENGTH
MINIMUM
TIME
(FEET)
FOR
TIME
LENGTH
(SECONDS)
FOR
LONGER
0
855
(L)
6
340
398
1
520
(L)
8
454
298
2.374
(L)
10
567
239
3
419
(L)
12
680
199
5.342
(L)
15
850
159
7 693
(L)
18
1020
133
10.471
(L)
21
1190
114
13.676(L)
24
1360
100
17.309
(L)
27
1530
88
21.369
(L)
30
1700
80
25.856
(L)
33
1870
72
4/00
02530-19
CITY OF PEARLAND
GRAVITY SANITARY SEWERS
Table 02530-4
VACUUM TEST TIME TABLE
DEPTH
IN
FEET
TIME
SECONDS
BY
PIPE
IN
DIAMETER
48"
60"
72"
4
10
13
16
8
20
26
32
12
30
39
48
16
40
52
64
20
50
65
80
24
60
78
96
*
5.0
6.5
8.0
*Add
(The
values
T
times
listed
for
each
above
additional
have
2-foot
been extrapolated
depth.
from
ASTM
C 924-85)
Table 02530-5
PIPE VS. MANDREL DIAMETER
Nominal Average Minimum Mandrel
Material and Size I D Diameter
Wall Construction (Inches) (Inches) (Inches)
PVC -Solid (SDR 26) 6 5.764 5.476
8 7.715 7.329
10 9.646 9.162
PVC -Solid (SDR 35)
PVC -Truss
PVC -Profile (ASTM F 794)
4/00
12 11.737 11.150
15 14.374 13.655
18 17.629 16.748
21 20.783 19.744
24 23.381 22.120
27 26.351 25.033
8 7.750 7.363
10 9.750 9.263
12 11.790 11.201
15 14.770 14.032
12 11.740 11.153
15 14.370 13.652
18 17.650 16.768
21 20.750 19.713
24 23.500 22.325
27 26.500 25.175
30 29.500 28.025
36 35.500 33.725
42 41.500 39 425
48 47.500 45.125
02530-20
CITY OF PEARLAND
GRAVITY SANITARY SEWERS
Table 02530-5 (Continued)
PIPE VS MANDREL DIAMETER
Material and
Wall Construction
HDPE-Profile
Fiberglass -Centrifugally Cast
(Class SN 46)
Nominal
Size
(Inches)
18
21
24
27
30
36
42
48
54
60
12
18
20
24
30
36
42
48
54
60
3.06 BACKFILL AND SITE CLEANUP
Average
I.D.
(Inches)
18.000
21.000
24.000
27.000
30.000
36.000
42.000
48.000
54.000
60.000
12.85
18.66
20.68
24.72
30.68
36.74
42.70
48.76
54.82
60.38
Minimum Mandrel
Diameter
(Inches)
17.100
19.950
22.800
25.650
28.500
34.200
39.900
45.600
51.300
57.000
11.822
17.727
19.646
23.484
29.146
34.903
40.565
46.322
52.079
57.361
A. Backfill and compact soil in accordance with Section 02318 - Excavation and
Backfill for Utilities.
B. Backfill the trench in specified lifts only after pipe installation is approved by
the Engineer.
C. Repair and replace removed or damaged pavement, curbs, gutters, and sidewalks
as specified in Section 02980 - Pavement Repair and Resurfacing.
D. Provide hydromulch seeding in areas of commercial, industrial or undeveloped
land use over the surface of ground disturbed during construction and not paved
or not designated to be paved. Grade surface at a uniform slope to natural grade
as indicated on the Drawings. Provide a minimum of 4 inches of topsoil as
specified in Section 02910 - Topsoil and apply hydromulch according to
requirements of Section 02921 - Hydromulch Seeding.
E. Provide sodding in areas of residential land use over the surface of ground
disturbed during construction and not paved or not designated to be paved.
disturbed areas in accordance with Section 02922 - Sodding. Grade surface at a
uniform slope to natural grade as indicated on the Drawings. Provide a
minimum of 4 inches of topsoil per Section 02910 - Topsoil.
4/00 02530-21
CITY OF PEARLAND
GRAVITY SANITARY SEWERS
F. Conform to requirements of Section 01562- Waste Material Disposal.
END OF SECTION
4/00
02530-22
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
each abandoned connection. No separate payment will be made for
abandonment of service connection unless excavation is required. No separate
payment will be made for excavation of sanitary sewer services within the new
or replacement sewer trench.
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
only one abandoned service connection will be allowed when a second
abandoned connection is within 4 feet of the first.
1.03 PERFORMANCE REQUIREMENTS
A. Accurately locate in the field all proposed service stubs along the new sanitary
sewer main.
B. Accurately locate in the field existing service connections and proposed service
stubs along the alignment of the new parallel or replacement sewer main.
1.04 SUBMITTALS
A. Submittals shall conform to requirements of Section 01350 - Submittals.
B. Submit product data for each pipe product, fitting, coupling and adapter.
C. Show reconnected services on record drawings. Give the exact distance from
each service connection to the nearest downstream manhole.
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.
4/00 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 angering or tunneling, or where the
n ew 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
n eoprene 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
o f 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 downstream sewers as applicable. Provide for compliance with
requirements of Paragraph 3.01E
3.04 EXCAVATION AND BACKFILL
A Excavate in accordance with Section 02318 - Excavation and Backfill for
Utilities.
B. Perform work in accordance with OSHA standards. Employ a Trench Safety
System as specified in Section 01570 - 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
PART 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
I2454?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)
Nitrite 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
Cl 10); at point of manufacture, submit manufacturer's written certification.
2.03 BENDS AND FITTINGS FOR PVC PRESSURE PIPE
A. Bends and Fittings: ANSI A21.10, ductile iron; ANSI A21 11 single rubber
gasket push -on type Joint; minimum 150 psi pressure rating.
B. Coatings and Linings: Conform to requirements of Section 02634 - Ductile -Iron
Pipe and Fittings.
2.04 GRAVITY SANITARY SEWER PIPE
A. PVC gravity sanitary sewer pipe shall be in accordance with the provisions in
the following table:
WALL
CONSTRUCTION
MANUFACTURER
PRODUCT
OPTIONS
ASTM
DESIGNATION
SDR
STIFFNESS
(MAx.)/
(MIN.)
DIAMETER
RANGE
SIZE
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
Included
Only
Bid
Schedule
when
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"
in
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. Finings: 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'
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
CONCRETE MANHOLES AND ACCESSORIES
SECTION 02542
CONCRETE MANHOLES AND ACCESSORIES
1.0 GENERAL
1.01 SECTION INCLUDES
A. Cast -in -Place and Precast Concrete manholes for sanitary and storm sewers.
B. Iron castings for manhole frames and covers, inlet frames and grates, catch basin
frames and grates, meter vault frames and covers, adjustment rings and
extensions.
C. Ring grates.
1.02 UNIT PRICES
A. Measurement and payment for normal depth manholes, up to 8 feet deep, is on a
unit price basis for each manhole installed. Depth is measured from top of
cover to sewer invert.
B. Measurement and payment for shallow depth manholes if listed in the Bid
Schedule is on a unit price basis for each manhole installed. Shallow manholes
have a depth of 4 feet or less measured from the top of cover to sewer invert.
C. Measurement and payment for extra depth manholes is on a unit price basis per
vertical foot for each foot of depth greater than 8 feet. Depth is measured from
top of cover to sewer invert.
D. Measurement and payment for normal depth corrosion resistant manholes, up to
8 feet deep, is on a unit price basis for each manhole installed. Depth is
measured from top of cover to sewer invert.
E. Measurement and payment for extra depth corrosion resistant manholes is on a
unit price basis per vertical foot for each foot of depth greater than 8 feet.
Depth is measured from top of cover to sewer invert.
F. Measurement and payment for normal depth standard manhole drops up to 3
feet deep is on a unit price basis for each drop installed. Depth is measured
from the invert of the T-fitting to the sewer invert. Standard manhole drops
include both internal and external drops.
4/00 02542-1
CITY OF PEARLAND
CONCRETE MANHOLES AND ACCESSORIES
G. Measurement and payment for extra depth manhole drops is on a unit price basis
per vertical foot for each foot of depth greater than 3 feet. Depth is measured
from the invert of the T-fitting to the sewer invert. Standard manhole drops
include both internal and external drops.
H. Refer to Section 01200 - Measurement and Payment for unit price procedures.
1.03 SUBMITTALS
A. Conform to requirements of Section 01350 - Submittals.
B. Submit proposed design mix and test data for each type and strength of concrete.
C. Submit manufacturer's data and details of following items for approval:
1. Frames, grates, rings, and covers.
2. Materials to be used in fabricating drop connections.
3. Materials to be used for pipe connections at manhole walls.
4. Materials to be used for stubs and stub plugs.
5. Plugs to be used for sanitary sewer hydrostatic testing.
6. Shop drawings of manhole sections and base units and construction
details, including reinforcement, jointing methods, materials and
dimensions.
7. Certification from manufacturer that precast manhole design is in full
accordance with ASTM C 478 and design criteria as established in
paragraph 2.01 E of this specification.
8. Materials and procedures for corrosion -resistant liner and coatings, if
required.
9. Manufacturer's data for pre -mix (bag) concrete, if used for channel
inverts and benches.
D. Provide shop drawings for fabrication and erection of casting assemblies.
Include plans, elevations, sections and connection details. Show anchorage and
accessory items. Include setting drawings for location and installation of
castings and anchorage devices.
2.0 PRODUCTS
2.01 CAST -IN -PLACE CONCRETE
A. Conform to requirements of Section 03300 - Cast -in -Place Concrete.
B. Manholes - Class A concrete with minimum compressive strength of 4000 psi
unless otherwise indicated on Drawings or approved by the Engineer for use on
extra depth units.
4/00 02542-2
CITY OF PEARLAND
CONCRETE MANHOLES AND ACCESSORIES
2.02 REINFORCING STEEL
Conform to requirements of Section 03300 - Cast -in -Place Concrete.
2.03 PRECAST CONCRETE MANHOLES
A. Use manhole sections and base sections conforming to ASTM C 478. Use base
riser section with integral floors, unless shown otherwise. Provide adjustment
rings which are standard components of the manufacturer of the manhole
sections meeting material requirements of ASTM C 478. Mark date of
manufacture and name or trademark of manufacturer on inside of barrel.
B. Construct barrels for precast manholes from 48-inch diameter standard
reinforced concrete manhole sections unless otherwise indicated on Drawings.
Use various lengths of manhole sections in combination to provide the correct
height with the fewest joints. Wall sections shall be designed for depth as
shown and loading conditions as described in paragraph 2.01 E, but shall not be
less than 5 inches thick. Base section shall have a minimum thickness of 12
inches under the invert.
C. Provide cone tops to receive cast iron frames and covers, unless indicated
otherwise. Use tops designed to support an H-20 loading.
D. Where the Drawings indicate that manholes larger than 48-inch diameter are
required, precast base sections of the required diameter shall be provided with
flat slab top precast sections used to transition to 48-inch diameter manhole
access riser sections. Transition can be concentric or eccentric. The transition
shall be located to provide a minimum of 7-foot head clearance from the top of
bench to underside of transition.
E. Design Loading Criteria. The manhole walls, transition slabs, cone tops, and
manhole base slab shall be designed by the manufacturer to the requirements of
ASTM C 478 for the depth as shown on Drawings and the following design
criteria:
1. AASHTO H-20 loading applied to the manhole cover and transmitted down
to the transition and base slabs.
2. Unit soil weight of 120 pcf located above all portions of the manhole,
including base slab projections.
3. Lateral soil pressure based on saturated soil conditions producing an at -rest
equivalent fluid pressure of 100 pcf, with soil pressure acting on empty
manhole
4. Internal liquid pressure based on a unit weight of 63 pcf, with manhole filled
with liquid from invert to cover, with no balancing external soil pressure.
5. Dead load of manhole sections fully supported by the transition and base
slabs.
4/00 02542-3
CITY OF PEARLAND
CONCRETE MANHOLES AND ACCESSORIES
6. Design additional reinforcing steel to transfer stresses at openings.
7. The minimum clear distance between any two wall penetrations shall be 12
inches or half the diameter of the smaller penetration, whichever is greater.
F. Form joints between sections with o-ring gaskets conforming with ASTM C
443.
G. Do not incorporate manhole steps in manhole sections.
H. Do not use brick masonry in construction of sanitary sewer manholes.
2.04 MORTAR
Conform to requirements of ASTM C 270, Type S using Portland cement.
2.05 MISCELLANEOUS METALS
Provide cast-iron frames, grates, rings, and covers conforming to requirements of this
Section and the City of Pearland Standard Details.
2.06 DROP CONNECTIONS AND STUBS
Drop connections and stubs shall conform to the same pipe material requirements used
in the main pipe, unless otherwise indicated on the Drawings.
2.07 PIPE CONNECTIONS
A. Use resilient connectors conforming to requirements of ASTM C 923. Metallic
mechanical devices as defined in ASTM C 923 shall be made of the following
materials:
1. External clamps: Type 304 stainless steel
2. Internal, expandable clamps on standard manholes:Type 304 stainless
steel, 11 gage minimum.
3. Internal, expandable clamps on corrosion -resistant manholes:
a. Type 316 stainless steel, 11 gage minimum , or
b. Type 304 stainless steel, 11 gage minimum, coated with
minimum 16 mil fusion -bonded epoxy conforming to AWWA C
213.
4. All precast openings shall be fully circular, 360° openings.
B. Where rigid joints between pipe and a cast -in -place manhole base are specified
or shown on the Drawings, use polyethylene -isoprene waterstop meeting the
physical property requirements of ASTM C 923, Press -Seal WS Series, or equal.
4/00 02542-4
CITY OF PEARLAND
CONCRETE MANHOLES AND ACCESSORIES
C. Storm sewer pipe connections:
1. Connections acceptable for sanitary sewers.
2. Line pipe grouted in place with mortar.
2.08 SEALANT MATERIALS
Sealing materials between precast concrete adjustment ring and manhole cover frame
shall be Adeka Ultraseal P201, or approved equal.
2.09 CORROSION RESISTANT MANHOLE MATERIALS
A. Where corrosion -resistant manholes or PVC -lined manholes are indicated on the
Drawings, provide PVC liner for precast cylindrical manhole section, base
sections, and cone sections.
B. Seal internal PVC liner at pipe penetrations using manufacturer's recommended
methods.
C. Sealants containing urethane are prohibited.
2.10 BACKFILL MATERIALS
Backfill materials shall conform to the requirements of Section 02318 - Excavation and
Backfill for Utilities.
2.11 NON -SHRINK GROUT
For non -shrink grout, use prepackaged, inorganic, flowable, non -gas -liberating non-
metallic, cement -based grout requiring only the addition of water. It shall meet the
requirements of ASTM C 1107 and shall have a minimum 28-day compressive strength
of 7000 psi.
2.12 CASTINGS
A. Castings for frames, grates rings and covers shall conform to City of Pearland
Standard Details and shall be ASTM A48, Class 30. Provide locking covers if
indicated on Drawings.
B. Castings shall be capable of withstanding the application of an AASHTO H-20
loading without permanent deformation.
C. Fabricate castings to conform to the shapes, dimensions, and with wording or
logos shown on the Dra\\ ings.
4/00 02542-5
CITY OF PEARLAND
CONCRETE MANHOLES AND ACCESSORIES
D. Castings shall be clean, free from blowholes and other surface imperfections.
Cast holes in covers shall be clean and symmetrical, free of plugs
2.13 BEARING SURFACES
Machine bearing surfaces between covers or grates and their respective frames so that
even bearing is provided for any position in which the casting may be seated in the
frame.
2.14 SPECIAL FRAMES AND COVERS
Where indicated on the Drawings, provide watertight manhole frames and covers with a
minimum of four bolts and a gasket designed to seal cover to frame. Supply watertight
manhole covers and frames, Model R-1916 manufactured by Neenah Foundry
Company, Model V-2420 by Vulcan Foundry, or approval equal. Refer to Section
02603, "Frames, Grates, Rings and Covers" Paragraph 2.03.
2.15 FABRICATED RING GRATES
A. Ring grates shall be fabricated from reinforcing steel conforming to ASTM-
A615
B. Welds connecting the bars shall conform to AWS D12.1.
2.16 INFLOW PREVENTERS
Provide stainless steel inflow preventers on all sanitary sewer manholes.
3.0 EXECUTION
3.01 EXAMINATION
A. Verify lines and grades are correct.
B. Determine if the subgrade, when scarified and recompacted, can be compacted
to 95 percent of maximum Standard Proctor Density according to ASTM D 698
prior to placement of foundation material and base section. If it cannot be
compacted to that density, the subgrade shall be moisture conditioned until that
density can be reached or shall be treated as an unstable subgrade.
C. Do not build sanitary or storm sewer manholes in ditches, swales, or drainage
paths unless approved by the Engineer.
3.02 CAST -IN -PLACE MANHOLES
4/00 02542-6
CITY OF PEARLAND
CONCRETE MANHOLES AND ACCESSORIES
A. Construct manholes to dimensions shown on Drawings. Commence
construction as soon as possible after pipes are laid.
B. Unstable Subgrade Treatment: When unstable subgrade is encountered the
subgrade will be examined by the Engineer to determine if the subgrade has
heaved upwards after being excavated If heaving has not occurred, the
subgrade shall be over -excavated to allow for a 24-inch thick layer of crushed
stone vs rapped in filter fabric as the foundation material under the manhole base.
If there is evidence of heaving, a pile -supported concrete foundation, as
detailed on the Drawings, shall be provided under the manhole base, when
indicated by the Engineer.
C. Cast manhole foundations and walls monolithically. A cold joint with approved
water stop will be allowed when the manhole flow line depth exceeds 12 feet.
No other joints will be allowed unless shown on Drawings or approN ed by the
Engineer.
D. Place, finish and cure concrete for manholes following the procedures given in
Section 03300 - Cast -in -Place Concrete, for concrete containing microsilica
admixtures.
3.03 PLACEMENT OF PRECAST MANHOLES
A. Install precast manholes to conform to locations and dimensions shown on
Drawings.
B. Place manholes at points of change of alignment, grade, size, pipe intersections,
and end of sewer.
3.04 MANHOLE BASE SECTIONS AND FOUNDATIONS
A. Place precast base on 12-inch-thick (minimum) foundation of cement stabilized
sand or a concrete foundation slab. Compact cement -sand in accordance with
requirements of Section 02318 - Excavation and Backfill for Utilities.
B. Unstable Subgrade Treatment: When unstable subgrade is encountered, the
subgrade will be examined by the Engineer to determine if the subgrade has
heaved upwards after being excavated If heaving has not occurred, the
subgrade shall be over -excavated to allow for a 24-inch thick layer of crushed
stone wrapped in filter fabric as the foundation material under the manhole base.
If there is evidence of heaving a pile -supported concrete foundation, as
detailed on the Drawings, shall be provided under the manhole base, when
indicated by the Engineer.
3.05 PRECAST. MANHOLE SECTIONS
4/00 02542-7
CITY OF PEARLAND
CONCRETE MANHOLES AND ACCESSORIES
A. Install sections, joints, and gaskets in accordance with manufacturer's printed
recommendations.
B. Install precast or steel adjustment rings above tops of cones or flat -top sections
as required to adjust the finished elevation and to support manhole frame.
C. Seal any lifting holes with non -shrink grout.
D. Where PVC liners are required, seal joints between sections in accordance with
manufacturers recommendations.
3.06 PIPE CONNECTIONS AT MANHOLE
A. Install approved resilient connectors at each pipe entering and exiting sanitary
sewer manholes in accordance with manufacturer's instructions.
B. Ensure that no concrete, cement stabilized sand, fill, or other rigid material is
allowed to enter the space between the pipe and the edge of the wall opening at
and around the resilient connector on either the interior or exterior of the
manhole.. If necessary, fill the space with a compressible material to guarantee
the full flexibility provided by the resilient connector. All pipe openings shall
be fully circular, 360° openings.
C. Where a new manhole is to be constructed on an existing sewer, install a
waterstop gasket around the existing pipe at the center of the cast -in -place wall.
Join ends of split waterstop material at the pipe springline using an adhesive
recommended and supplied by the waterstop manufacturer.
D. Do not construct joints on sanitary sewer pipe within wall sections of manholes.
Use approved connection material.
E Construct pipe stubs with resilient connectors for future connections at locations
and with material indicated on Drawings. Install approved stub plugs at interior
of manhole.
F. Test connection for watertight seal before backfilling.
3.07 INVERTS FOR SANITARY SEWERS
A. Construct invert channels to provide a smooth flow transition waterway with no
disruption of flow at pipe -manhole connections. Conform to following criteria:
1. Slope of invert bench: 1 inch per foot minimum; 1-1/2 inch per foot
maximum.
2. Depth of bench to invert:
a. Pipes smaller than 15-inches: one-half largest pipe diameter
4/00 02542-8
CITY OF PEARLAND
CONCRETE MANHOLES AND ACCESSORIES
b. Pipes 15 to 24-inches: three -fourths the largest pipe diameter
c. Pipes larger than 24-inches: equal to the largest pipe diameter
3. Invert slope through manhole: 0.10-foot drop across manhole with smooth
transition of invert through manhole, unless otherwise indicated on
Drawings.
B. Form invert channels with class A concrete if not integral with manhole base.
For direction changes of mains, construct channels tangent to mains with
maximum possible radius of curvature. Provide curves for side inlets and
smooth invert fillets for flow transition between pipe inverts.
3.08 DROP CONNECTIONS FOR SANITARY SEWERS
A. Construct drop connections with same materials used in main pipe unless
otherwise indicated on Drawings or approved by the Engineer Install a drop
connection with a sewer line enters a manhole higher than 30-inches above the
invert of the manhole.
B. Encase drop assembly with class A concrete to form a solid mass Extend
concrete outside of bells a minimum of 4 inches. Cast base of encasement
monolithically with manhole base and ensure concrete bonds to exterior
manhole wall.
C. Terminate encasement of blind drops a minimum of 5 inches below top of bell
and not less than 12 inches above top of next lower bell. Install approved plug
at bell.
3.09 MANHOLE FRAME AND ADJUSTMENT RINGS
A. Combine precast concrete adjustment rings so that the elevation of the installed
casting cover is 3/8 inch below the pavement surface. Seal between adjustment
ring and the manhole top with non -shrink grout; do not use mortar between
adjustment rings. Apply a latex -based bonding agent to concrete surfaces to be
joined with non -shrink grout. Set the cast iron frame on the adjustment ring in a
bed of approved sealant. The sealant bed shall consist of two beads of sealant,
each bead having minimum dimensions of 1/2-inch and 3/4-inch wide.
B. For manholes in unpaved areas, top of frame shall be set a minimum of 6 inches
above existing ground line unless otherwise indicated on Drawings. In unpaved
areas, encase the manhole frame in mortar or non -shrink grout placed flush with
the face of the manhole ring and the top edge of the frame. Provide a rounded
corner around the perimeter.
3.10 BACKFILL
4/00 02542-9
CITY OF PEARLAND
CONCRETE MANHOLES AND ACCESSORIES
A. Place and compact backfill materials in the area of excavation surrounding
manholes in accordance with requirements of Section 02318 - Excavation and
Backfill for Utilities. Use embedment zone backfill material, as specified for
the adjacent utilities, from manhole foundation up to an elevation 12 inches over
each pipe connected to the manhole. Provide trench zone backfill, as specified
for the adjacent utilities, above the embedment zone backfill.
B. Where rigid joints are used for connecting existing sewers to the manhole,
backfill under the existing sewer up to the springline of the pipe with Class B
concrete or flowable fill.
C. In unpaved areas, provide positive drainage away from manhole frame to natural
grade. Provide a minimum of 4 inches of topsoil conforming to requirements of
Section 02910 - Topsoil. Seed in accordance with Section 02921 - Hydromulch
Seeding. If shown on Drawings, sod disturbed areas in accordance with Section
02922 - Sodding.
3.11 FIELD QUALITY CONTROL
Conduct leakage testing of manholes in accordance with requirements of Section 02530
- Gravity Sanitary Sewers.
3.12 PROTECTION
Protect manholes from damage until subsequent work has been accepted. Repair or
replace damaged elements of manholes at no additional cost to the Owner.
END OF SECTION
4/00 02542-10
CITY OF PEARLAND
FRAMES, GRATES, RINGS, AND COVERS
Section 02603
FRAMES, GRATES, RINGS, AND COVERS
PART1 GENERAL
1.01 SECTION INCLUDES
A. Iron castings for manhole frames and covers, inlet frames and grates, catch basin
frames and grates, meter vault frames and covers, adjustment rings and
extensions.
B. Ring grates.
1.02 UNIT PRICES
No payment will be made for frames, grates, rings, covers, and seals under this Section.
Include payment in unit price for related item.
1.03 SUBMITTALS
A. Submit product data in accordance with Section 01350 - Submittals.
B. Provide copies of manufacturer's specifications, load tables, dimension
diagrams, anchor details, and installation instructions. Manufacturer shall be
East Jordan Iron Works, Inc. or approved equal.
C. Provide shop drawings for fabrication and erection of casting assemblies.
Include plans, elevations, sections and connection details. Show anchorage and
accessory items. Include setting drawings for location and installation of
castings and anchorage devices.
PART2 PRODUCTS
2.01 CASTINGS
A. Castings for frames grates, rings and covers shall conform to ASTM A48, Class
35B and AASHTO M306. Provide locking covers if indicated on Drawings.
Provide stainless steel inflow preventers on all sanitary sewer manholes.
B. Castings shall be capable of withstanding the application of an AASHTO H-20
loading without permanent deformation.
C. Fabricate castings to conform to the shapes, dimensions, and with wording and
logos shown on the Drawings.
4/00 02603-1
CITY OF PEARLAND
FRAMES, GRATES, RINGS, AND COVERS
D. Castings shall be 75% post -consumer recycled material, clean, free from
blowholes and other surface imperfections. Cast holes in covers shall be clean
and symmetrical, free of plugs.
2.02 BEARING SURFACES
Machine bearing surfaces between covers or grates and their respective frames so that
even bearing is provided for any position in which the casting may be seated in the
frame.
2.03 SPECIAL FRAMES AND COVERS
Where indicated on the Drawings, provide inflow preventers and watertight manhole
frames and covers with a minimum of four bolts and a gasket designed to seal cover to
frame. Supply watertight manhole covers and frames, Model R-1916 manufactured by
Neenah Foundry Company, Model V-2420 by Vulcan Foundry, or approval equal.
Inflow preventers shall be vented stainless steel as manufactured by Kola, Inc., or
approved equal.
2.04 FABRICATED RING GRATES
A. Ring grates shall be fabricated from reinforcing steel conforming to ASTM
A615.
B. Welds connecting the bars shall conform to AWS D12.1.
PART3 EXECUTION
3.01 INSTALLATION
A. Install castings according to approved shop drawings, instructions given in
related specifications, and applicable directions from the manufacturer's printed
materials.
B. Set castings accurately at required locations to proper alignment and elevation.
Keep castings plumb, level, true and free of rack. Measure location accurately
from established lines and grades.. Brace or anchor frames temporarily in
formwork until permanently set.
C. Ring grates shall be fabricated in accordance with drawings and shall be set in
mortar in the mouth of the pipe bell.
END OF SECTION
4/00 . 02603-2
CITY OF PEARLAND
FRAMES, GRATES, RINGS, AND COVERS
Section 02603
FRAMES, GRATES, RINGS, AND COVERS
PART1 GENERAL
1.01 SECTION INCLUDES
A. Iron castings for manhole frames and covers, inlet frames and grates, catch basin
frames and grates, meter vault frames and covers, adjustment rings and
extensions.
B. Ring grates.
1.02 UNIT PRICES
No payment will be made for frames, grates, rings, covers, and seals under this Section.
Include payment in unit price for related item.
1.03 SUBMITTALS
A. Submit product data in accordance with Section 01350 - Submittals.
B. Provide copies of manufacturer's specifications, load tables, dimension
diagrams, anchor details, and installation instructions. Manufacturer shall be
East Jordan Iron Works, Inc. or approved equal.
C. Provide shop drawings for fabrication and erection of casting assemblies.
Include plans, elevations, sections and connection details. Show anchorage and
accessory items. Include setting drawings for location and installation of
castings and anchorage devices.
PART2 PRODUCTS
2.01 CASTINGS
A. Castings for frames, grates, rings and covers shall conform to ASTM A48, Class
35B and AASHTO M306. Provide locking covers if indicated on Drawings.
Provide stainless steel inflow preventers on all sanitary sewer manholes.
B Castings shall be capable of withstanding the application of an AASHTO H-20
loading without peinianent deformation.
C. Fabricate castings to conform to the shapes, dimensions, and with wording and
logos shown on the Drawings.
4/00 02603-1
CITY OF PEARLAND
FRAMES, GRATES, RINGS, AND COVERS
D. Castings shall be 75% post -consumer recycled material, clean, free from
blowholes and other surface imperfections. Cast holes in covers shall be clean
and symmetrical, free of plugs.
2.02 BEARING SURFACES
Machine bearing surfaces between covers or grates and their respective frames so that
even bearing is provided for any position in which the casting may be seated in the
frame.
2.03 SPECIAL FRAMES AND COVERS
Where indicated on the Drawings, provide inflow preventers and watertight manhole
frames and covers with a minimum of four bolts and a gasket designed to seal cover to
frame. Supply watertight manhole covers and frames, Model R-1916 manufactured by
Neenah Foundry Company, Model V-2420 by Vulcan Foundry, or approval equal.
2.04 FABRICATED RING GRATES
A. Ring grates shall be fabricated from reinforcing steel conforming to ASTM
A615.
B. Welds connecting the bars shall conform to AWS D12.1.
PART3 EXECUTION
3.01 INSTALLATION
A. Install castings according to approved shop drawings, instructions given in
related specifications, and applicable directions from the manufacturer's printed
materials.
B. Set castings accurately at required locations to proper alignment and elevation.
Keep castings plumb, level, true and free of rack. Measure location accurately
from established lines and grades. Brace or anchor frames temporarily in
formwork until permanently set.
C. Ring grates shall be fabncated in accordance with drawings and shall be set in
mortar in the mouth of the pipe bell.
END OF SECTION
4/00 02603-2
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 ata 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
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 confoun 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 charactenstics 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-101-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 Load 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
O to 10
No. 4
45 to 75
No. 40
60 to 85
•
2.02 CEMENT STABILIZED BASE COURSE
A. Cement: ASTM C150 Type I; bulk or sacked.
B. Water: Clean; clear; and free from oil, acids, alkali, or vegetable matter.
4/00 02710-2
CITY OF PEARLAND
BASE COURSE FOR PAVEMENT
C. Crushed Stone. material retained on the No. 40 Sieve meeting the following
requirements:
1. Durable particles of crusher -run broken limestone obtained from an
approved source.
2 Los Angeles abrasion test percent of wear not to exceed 40 when tested
in accordance with ASTM C131.
D. Gravel: Durable particles of bankrun gravel or processed material.
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
O
to 10
O
to 5
-
O
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.
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 Percent Crushed Concrete Retained
1-3/4 inch 0 to 10
No. 4 45 to 75
No. 40 55 to 80; classified as "Soil Binder."
1. Obtain prior permission from Engineer for use of additives to meet above
requirements.
H. Asphaltic Seal Cure:
1. Use following as Contractor's option to curing by sprinkling, at no
additional cost or time.
2. Cut -back asphalt. MC30 following Section 02742.
3. Emulsified petroleum resin: EPR-1 Prime following Section 02742.
I. Material Mix and Mixing Equipment:
1. Design mix for minimum compressive strength of 650 psi at 7 days
following Tex-120-E unconfined compressive strength
2. Cement Ratio: Follow Paragraph 1.04 A. Increase cement content in
one percent steps up to 8 percent maximum if compressive strength of
design mix samples and field samples of installed product fail above test.
3. Mix following Paragraph 1.04 A, with 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 uniformly mixed product.
2.04 HOT MIX ASPHALT BASE COURSE
A. Coarse Aggregate. Gravel or crushed stone, or combination thereof that is
retained on No. 10 sieve, uniform in quality throughout and free from dirt,
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 C 131.
B. Fine Aggregate: Sand or stone screenings, or combination thereof, passing No.
10 sieve. Aggregate shall conform to ASTM C33 except for gradation. Use
sand composed of sound, durable stone particles free from loams or other
injurious foreign matter. Furnish screenings of same or similar material as
specified for coarse aggregate. Plasticity index of that part of fine aggregate
passing No. 40 sieve shall be not more than 6 when tested by Tex-106-E. Sand
equivalent shall have a minimum value of 45 when tested by Tex-203-F.
C. Composite Aggregate: Conform to the grading 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.
MAX.
AC-20
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
-
Flash
Point,
C
C ,
450
-
450
-
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 cms
per min., cms
70
-
50
Spot
tests
Negative
for
all
grades
1.
Material
shall
not
be cracked.
2. Engineer will designate grade of asphalt to use after design tests have been made. Use only one grade
of asphalt after grade is determined by test design for project.
E. Mixing Plant: Weight-batching or drum mix plant with capacity for producing
continuously mixtures meeting specifications. Plant shall have satisfactory
conveyors, power units, aggregate handling equipment, hot aggregate screens
and bins, and dust collectors. Provide equipment to supply materials adequately
in accordance with rated capacity of plant and produce finished material within
specified tolerances. Following equipment is essential:
1. Cold aggregate bins and proportioning device
2. Dryer
3. Screens
4. Aggregate weight box and batching scales
5. Mixer
6. Asphalt storage and heating devices
7. Asphalt measuring devices
8. Truck scales
F. Bins: Separate aggregate into minimum of four bins to produce consistently
uniform grading and asphalt content in completed mix.
4/00 02710-6
CITY OF PEARLAND
BASE COURSE FOR PAVEMENT
G. Mir 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 firm 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 is laid against existing asphalt, existing
asphalt/concrete shall be saw cut full depth to provide straight smooth joint.
M. In restricted areas where use of paver is impractical, spread and finish asphalt by
mechanical compactor. Use wood or steel forms, rigidly supported to assure
correct grade and cross section. Carefully place materials to avoid segregation
of mix. Do not broadcast material. Remove any lumps that do not break down
readily. Place asphalt courses in same sequence as if placed by machine.
3.03 COMPACTION
A. Start compaction as soon as possible but not more than 60 minutes from start of
moist mixing. Compact loose mixture with approved tamping rollers until entire
depth is uniformly compacted. Do not allow 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 pnce 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 Emits 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:
AC-10
AC-20
Test
Min.
Max.
Min.
Max.
Viscosity,
stokes
140°
1000
200
2000
400
+
+
Viscosity,
stokes
275°
1.9
_
2.5
_
Penetration,
77°,
100
85
-
55
-
g, 5 sec.
Flash
Point,
C.O.C.,
450
-
450
-
F.
Solubility
in
99.0
-
99.0
-
trichloroethylene,
percent
on
residues
Tests
tests:
from
thin
film
oven
stokes
Viscosity,
140°
-
3000
-
6000
cros
Ductility,
per
77°,
cms
5
70
-
50
-
min.,
Spot
tests
Negative
grades
for all
•
1. Material sna►i not ue cracxed.
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:
4/00
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
02742-1
CITY OF PEARLAND
PRIME COAT
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
MC-70
Min. Max.
55
MC-30 MC-70
Min. Max. Min. Max.
120 250
100*
99
All Negative
120 250
100*
99
* 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:
PROPERTIES
MIN
MAX
Fural
Viscosity
at 77
F, sec
14
40
Residue
by
Evaporation,
%
by weight
60
-
Sieve
Test, %
-
0.1
Particle
Charge
Test
Positive
Tests
on
the
Distilation
Residue:
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
PART3 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
Pnme Coat Type
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 PEARLAND
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 conform 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
TACK COAT
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
2.02 EMULSION
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.
Furol Viscosity at 77 F, sec. 30 100
Residue by Distillation, % 60
Oil Portion of Distillate, % 2
Sieve Test, % --- 0.1
Miscibility (Standard Test) Passing Passing
Cement Mixing, % 2.0
Storage Stability, 1 Day, % 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.
PART3 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.
2. 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
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. Bermuda* Extra -fancy, treated, lawn type common bermuda (Cynodon
dactylon). Deliver in original, unopened container showing weight,
analysis, name of vender, and germination test results.
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:
Type
Hulled Common Bermuda Grass 98/88
Unhulled Common Bermuda Grass 98/88
Hulled Common Bermuda Grass 98/88
Hulled Common Bermuda Grass 98/88
Unhulled Common Bermuda Grass 98/88
Annual Rye Grass (Gulf)
Application
Rate
Pounds/Ac
40
40
40
40
40
30
Planting Date
Jan I to Mar 31
Apr 1 to Sep 30
Oct 1 to Dec 31
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
1.0 GENERAL
1.01 SECTION INCLUDES
SECTION 02922
SODDING
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
4/00 02922-1
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.
4/00
02922-2
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 immediately before
sodding.
C. Do not start work until conditions are satisfactory. Do not start work during
inclement or impending inclement weather.
D. Rake areas to be sodded smooth, free from unsightly variations, bumps, ridges
or depressions.
E. Spread 2-inch (+1-1")layer of bank sand over areas to be sodded prior to
planting of sod.
F. Apply fertilizer at a rate of 25 lbs/1000 SF. Apply after raking soil surface and
not more than 48 hours prior to laying sod. Mix thoroughly into upper 2 inches
of soil. Lightly water to aid in dissipation of fertilizer.
3.02 APPLICATION
A. Lay sod with closely fitted joints leaving no voids and with ends of sod strips
staggered. Sod shall be laid within 24 hours of harvesting.
B. After sod is laid, irrigate thoroughly to secure 6-inch minimum penetration into
soil below sod.
C. Tamp and roll sod with approved equipment to eliminate minor irregularities
and to form close contact with soil bed immediately after planting and watering.
Submit type of tamping and rolling equipment to be used to the Engineer for
approval, prior to construction.
3.03 MAINTENANCE
A. Watering:
1. Water lawn areas once a day with minimum 1/2 inch water for the first 3
weeks after area is sodded.
2. After 3-week period, water twice a week with 3/4 inch of water each
time unless comparable amount has been provided by rain.
3. Make weekly inspections to determine moisture content of soil unless
soil is in frozen condition.
02922-3
4/00
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
4/00
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.
4/00 02931-1
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.
4/00
02931-2
CITY OF PEARLAND
LANDSCAPE AND TREE PLANTING
1.09 ACCEPTANCE AND APPROVAL
A. There will be no partial acceptance of grasses.
B. Upon Contractor's request, final approval will be made within 15 working days
of date of notice to the Engineer if contracted work has been satisfactorily
completed.
C. Final approval of grasses will be given when the following conditions are met:
1. There are no bare spots larger than 9 inches square.
2. The total area of bare spots does not exceed 5 percent of the entire grass
area.
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.
4/00 02931-3
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. Establishment period refers to a period of 45 days after installation during which
time 5 percent of the construction costs will be withheld.
4/00
02931-4
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 agncultural 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
Sands,
Loamy Sands
pH
Sandy
Loam
Clay
Loam,
Clay
5.1
>6.0
<5.0
-
6.0
50
100
0
125
75
0
175
100
0
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.
4/00
02931-6
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 FIagging 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.
4/00 02931-7
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 formed tops.
F. Regardless of sample selection, a plant may be rejected at the site by the
Engineer.
2.07 NURSERY STOCK
A. Deciduous Trees. Provide trees which are straight and symmetrical and have a
persistently preferred main leader. The crown must be in good overall
proportion to the entire height of the tree. Where a clump is specified, a plant
having a minimum of three stems originating from a common base at the ground
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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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 Bermuda seed that is extra -fancy, treated, lawn
type. Deliver in original, unopened container showing weight, analysis, name of
vendor and germination test results. Wet, moldy, or otherwise damaged seed
will not be accepted.
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 chimp 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.
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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.
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 firm and compact throughout the planting
operations.
3.0 EXECUTION
3.01 SITE PREPARATION
A. Schedule work so that planting can proceed rapidly as portions of site become
available. Plant trees after final grades are established and prior to planting of
lawns, unless otherwise approved by Engineer in writing If planting of trees
occurs after seeding work protect law n 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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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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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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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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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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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:
1 Extend 18 inches beyond outside trench or trench slopes for utilities and
appurtenant structures excavation or for pavement removed to construct
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.
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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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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 peiuiit
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
4/00 02980-3
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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CITY OF PEARLAND
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 35OR - Environmental Engineering Concrete Structures.
I. ANSI/ASTM Dl 190 - 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.
O. ASTM C494 - Chemicals Admixtures for Concrete.
1.05 SUBMITTALS
A. Submit under provisions of Section 01350.
B Shop Drawings:
4/00
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
03300-2
CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
information, including dimensions. Provide sufficient detail for
placement of reinforcement without use of Contract Drawings.
Infoiiiiation 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. Perform 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
A. Joint Filler Type C: ASTM D1752; Premolded sponge rubber, fully
compressible with recovery rate of minimum 95 percent.
B. Sealant: ASTM D 1190; 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 noinual 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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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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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,
u nless 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 470' maximum on centers, or,
where liners and flutes are impregnated with waterproofing, with
adequate stapling.
J. Circular Forms:
1. Foiin round -section members with paper or fiber tubes, constructed of
laminated plies using water-resistant adhesive with wax -impregnated
e xterior 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
e mbedding 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
e mbedded 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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N. Coating for Plastic Foul's: 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.
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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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
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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E. Latex Bonding Agent: Non-redispersable latex base liquid confoiiiiing to
ASTM C1059. When used in water and wastewater treatment structures,
bonding agent shall be suitable for use under continuously submerged
conditions. Conformance and suitability certification by manufacturer is
required.
F. Bonding Grout: Prepare bonding grout by mixing approximately one part
cement to one part fine sand meeting ASTM C144 but with 100 percent passing
No. 30 mesh sieve. Mix with water to consistency of thick cream. At
Contractor's option, a commercially -prepared bonding agent used in accordance
with manufacturer's recommendations and instructions may be used. When used
in water and wastewater treatment structures, bonding agent shall be suitable for
use under continuously submerged conditions. Conformance and suitability
certification by manufacturer is required. Submit manufacturer's technical
information on proposed bonding agent.
G. Patching Mortar:
1. Make patching mortar of same materials and of approximately same
proportions as concrete, except omit coarse aggregate. Substitute white
Portland cement for part of gray Portland cement on exposed concrete in
order to match color of surrounding concrete. Determine color by
making trial patch. Use minimum amount of mixing water required for
handling and placing. Mix patching mortar in advance and allow to
stand. Mix frequently with trowel until it has reached stiffest
consistency that will permit placing. Do not add water.
2. Proprietary compounds for adhesion or specially formulated
cementitious repair mortars may be used in lieu of or in addition to
foregoing patching materials provided that properties of bond and
compressive strength meet or exceed the foregoing and color of
surrounding concrete can be matched where required. Use such
compounds according to manufacturer's recommendations. When used
in water and wastewater treatment structures, material shall be suitable
for use under continuously submerged conditions. Conformance and
suitability certification by manufacturer is required.
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 C88 I , Type V.
I. Non -shrink Grout: See Section 03600 - Structural Grout.
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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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3.0 EXECUTION
3.01 EXAMINATION
A. 'Verify requirements for concrete cover over reinforcement.
B. Verify that anchors, seats, plates, reinforcement and other items to be cast into
concrete are accurately placed, positioned securely, and will not cause hardship
in placing concrete.
3.02 PREPARATION
A. Prepare previously placed concrete by cleaning with steel brush and applying
bonding agent in accordance with manufacturer's instructions.
B. In locations where new concrete is dowelled to existing work, drill holes in
existing concrete, insert steel dowels and pack solid with non?shrink grout.
3.03 PREPARATION OF SURFACES FOR CONCRETING
A. Earth Surfaces:
1. Under interior slabs on grade, install vapor barrier Lap Joints at least 6
inches and seal watertight with tape, or sealant applied between
overlapping edges and ends. repair vapor barrier damaged during
placement of reinforcing and inserts with vapor barrier material; lap over
damaged areas at least 6 inches and seal watertight.
2. Other Earth Surfaces: Thoroughly wet by sprinkling 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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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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1. 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 foinis for easy removal without damage to concrete surfaces.
3. Make formwork sufficiently tight to prevent leakage of cement paste
during concrete placement. Solidly butt joints and provide backup
material at joints as required to prevent leakage and fins. Provide
gaskets for wall forms to prevent concrete paste leakage at their base.
4. Place chamfer strips in forms to bevel edges and corners permanently
exposed to view, except top edges of walls, and slabs which are indicated
o n Drawings to be tooled. Do not bevel edges of formed joints and
interior corners unless indicated on Drawings. Form beveled edges for
✓ ertical 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
o r supports to rest on reinforcing steel.
7. Use smooth forms on formed concrete surfaces required to have smooth
form finish or rubbed finish.
8. Rough forms may be used on formed concrete surfaces indicated to have
rough form finish.
B. Forms for Surfaces Requiring Smooth Form Finish:
1. Drill forms to suit ties used and to prevent leakage of concrete mortar
around tie holes. Uniformly space form ties and align in horizontal and
✓ ertical rows. Install taper ties, if used, with the large end on the wet
face of the wall.
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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 O1B, 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.
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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 fowls.
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 Canon Foil is:
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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3.06 INSTALLATION OF REINFORCEMENT
A. Placement Tolerances: Place reinforcement within tolerances of Table 03210A
at the end of this Section. Bend tie wire away from forms to maintain the
specified concrete coverage.
B. Interferences: Maintain 2-inch clearance from embedded items. Where
reinforcing interferes with location of other reinforcing steel, conduit or
embedded items, bars may be moved within specified tolerances or one bar
diameter, whichever is greater. Where greater movement of bars is required to
avoid interference, notify the Engineer. Do not cut reinforcement to install
inserts, conduit, mechanical openings or other items without approval of the
Engineer.
C. Concrete Cover: Provide clear cover measured from reinforcement to face of
concrete as listed in Table 03210B at the end of this Section, unless otherwise
indicated on Drawings.
D. Placement in Forms: Use spacers, chairs, wire ties and other accessory items
necessary to assemble, space and support reinforcing properly. Provide
accessories of sufficient number, size and strength to prevent deflection or
displacement of reinforcement due to construction loads or concrete placement.
Use appropriate accessories to position and support bolts, anchors and other
embedded items. Tie reinforcing bars at each intersection and to accessories.
Blocking reinforcement with concrete or masonry is prohibited.
E. Placement for Concrete on Ground: Support bar and wire reinforcement on
chairs with sheet metal bases or precast concrete blocks spaced at approximately
3 feet on centers each way. Use minimum of one support for each 9 square feet.
Tie supports to reinforcing bars and wires.
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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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,
u nless noted otherwise.
Welded Wire Fabric: Install wire fabric in as long lengths as practicable.
Unless otherwise indicated on Drawings, lap adjoining pieces at least 6 inches
o r 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
o therwise 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.
4/00 03300-19
CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
TABLE 03210A
REINFORCEMENT PLACEMEN
PLACEMENT
TOLERANCE
INCHES
IN
Clear
Distance -
To
formed
soffit:
-1/4
To
other
formed
surfaces:
±1/4
Minimum
spacing
between
bars:
-1/4
Clear
distance
from
unformed
surface
to top
reinforcement
-
Members
8 inches
deep
or
less:
±1/4
Members
than
8 inches
deep
but
less than
24
inches
deep:
-1/4,
+1/2
more
Members
24
inches
deep
or
greater:
-1/4,
+1
reduced):
of
bars
(but
the
required
number
of
bars shall
not
be
±2
Uniform
spacing
Uniform
stirrups
spacing
ties shall
of
stirrups
and
be reduced):
ties
(but
the
required
number
of
±1
and
not
Longitudinal
locations
of
bends
and
ends
of
reinforcement
-
General:
±2
Discontinuous
ends
of
±1/2
members:
Length
of
bar
laps:
-1-1/2
length
-
Embedded
For
bar sizes
No.
3 through
11:
-1
For
bar sizes
No.
14
and
18:
-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:
1-1/2
2
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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:
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:
1
I-1/2
2
2
Footings and Base Slabs -
At formed surfaces and bottoms bearing on concrete work mat.
At unformed surfaces and bottoms in contact with earth:
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 ws 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
4/00 03300-21
CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
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. Unifoi,nly 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.
4/00 03300-22
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 massy 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 elim nated.
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:
1. No form facing material is required on rough form finish surfaces.
2. Patch tie holes and defects. Chip. off fins exceeding 1/4 inch in height.
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.
4/00
03300-24
CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
C. Smooth Form Finish:
1. Form facing shall produce smooth, hard, uniform texture on concrete.
Use plywood linings or foi,iis in as large sheets as practicable, and with
smooth, even edges and close joints.
2. Patch tie holes and defects. Rub fins and joint marks with wooden
blocks to leave smooth, unmarred finished surface.
3. Provide smooth form finish on the wet face of formed surfaces of water -
holding structures, and of other formed surfaces not concealed from view
by earth in completed structure, except where otherwise indicated on
Drawings. Walls that will be exposed after future construction, at
locations indicated on Drawings shall have smooth form finish. Smooth
form finish on exterior face of exterior walls shall extend below final top
of ground elevation. Exterior face of all perimeter grade beams shall
have smooth form finish for full depth of grade beam.
D. Rubbed Finish:
1. Use plywood linings or forms in as large sheets as practicable, and with
smooth, even edges and close joints.
2. Remove forms as soon as practicable, repair defects, wet surfaces, and
rub with No. 16 carborundum stone or similar abrasive. Continue
rubbing sufficiently to bring surface paste, remove form marks and fins,
and produce smooth, dense surface of uniform color and texture. Do not
use cement paste other than that drawn from concrete itself. Spread
paste uniformly over surface with brush. Allow paste to reset, then wash
surface with clean water.
3. Use rubbed finish at locations indicated on Drawings, except where
rubbed finish is indicated for a wall which will be containing a liquid,
use spray -applied coating.
E Spray -applied Coating: At Contractor's option, in lieu of rubbed finish, spray -
applied coating may be applied after defects have been repaired and fins
removed. Remove form oil, 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 unformed 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.
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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
Formwork.
4/00 03300-27
CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
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/FL17 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/FL17 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.
4/00 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
unifoiinly 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
intenor concrete floors in accordance with manufacturer's instructions.
4/00 03300-30
CITY OF PEARLAND
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 performed by an
independent testing laboratory. Perform the test on the concrete covering
reinforcing steel on the inside of the pipe or structure. Alkalinity tests are to be
in accordance with Encyclopedia of Industrial Chemical Analysis, Vol. 15, Page
230, Interscience Publishers Division, John Wiley and Sons.
3.23 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
express direction of Engineer for each individual area.
3.25 CURING
A. Comply with ACI 308. Cure by preventing loss of moisture, rapid temperature
change and mechanical injury for a period of 7 curing days when Type II or IP
cement has been used and for 3 curing days when Type III cement has been
used. Start curing as soon as free water has disappeared from the concrete
surface after placing and finishing. A curing day is any calendar day in which
the temperature is above 50 degrees F for at least 19 hours. Colder days may be
counted if air temperature adjacent to concrete is maintained above 50 degrees
F. In continued cold weather, when artificial heat is not provided, removal of
forms and shoring may be permitted at the end of calendar days equal to twice
the required number of curing days. However, leave soffit forms and shores in
place until concrete has reached the specified 28-day strength, unless directed
otherwise by the Engineer.
B. Cure formed surfaces not requiring rub -finished surface by leaving forms in
place for the full curing period. Keep wood forms wet during the curing period.
Add water as needed for other types of forms. Or, at Contractor's option, forms
may be removed after 2 days and curing compound applied.
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 formed
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 unifoini coating of
approved curing compound, applied at the rate of coverage
recommended by manufacturer or as directed by the Engineer. Do not
apply less than 1 gallon per 180 square feet of area. Provide satisfactory
means to properly control and check rate of application of the compound.
2. Thoroughly agitate the compound during use and apply by means of -
approved mechanical power pressure sprayers equipped with atomizing
nozzles. For application on small miscellaneous items, hand -powered
spray equipment may be used. Prevent loss of compound between
nozzle and concrete surface during spraying operations.
3. Do not apply compound to a dry surface. If concrete surface has become
dry, thoroughly moisten surface immediately prior to application. At
locations where coating shows discontinuities, pinholes or other defects,
or if rain falls on a newly coated surface before film has 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 forms on sloping surfaces of concrete as soon as concrete
has attained sufficient stiffness to prevent sagging. Loosen wood forms
for wall openings as soon as this can be accomplished without damage to
concrete. Leave formwork for water -retaining structures in place for at
least 2 days. Formwork for non -water -retaining columns, walls, sides of
beams and other formwork components not supporting weight of
concrete may be removed after 12 hours, provided concrete has hardened
sufficiently to resist damage from removal operations, and provided
removal of forms will not disturb members supporting weight of
concrete.
3. Forms and shoring supporting weight of concrete or construction loads:
Leave in place until concrete has reached minimum strength specified for
removal of forms and shoring. Do not remove such forms in less than 4
days.
B. Circular Paper or Spiral Tube Forms. Follow manufacturer's directions for form
removal. Take necessary precautions to prevent damage to concrete surface.
When removal is done before completion of 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 permitted, plan operations in advance and obtain the
Engineer's approval of such operations. While reshoring is under way, keep live
load off new construction. Do not permit concrete in any beam, slab, column or
other structural member to be subjected to combined dead and construction
loads in excess of loads permitted for developed concrete strength at time of
reshoring.
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**
VARIATION
FROM
VARIATION IN
FOR
ANY
I 0-FOOT
LENGTH
FOR
ANY
20-
FOOT
LENG
TH OR
ANY
BAY
MAXI
MUM
FOR
ENTIR
E
DIMEN
SION
PLUMB OR
SPECIFIED
BATTER
Lines And Surfaces of
Columns, Piers, Walls
And Arrises
1/4"
1"
Exposed Corner Columns,
Control Joint Grooves,
And Other Conspicuous
Lines
1/4"
1/2"
4/00
03300-35
CITY OF PEARLAND
CAST -IN -PLACE CONCRETE
LEVEL
SPECIFIED
GRADE
OR
(Measured
Slab
Beam
Removal
Soffits,
Soffits,
of
Before
Shores)
Ceilings,
And
Arrises
1/4"
3/8"
3/41'
Exposed
Parapets,
Grooves
Conspicuous
Lintels,
Horizontal
And
Lines
Other
Sills,
---
1/4"
1/2"
DIMENSIONS
DRAWING
Position
Building
Walls,
And
of
Lines,
Linear
Columns,
Partitions
---
1/2"
1"
Size
Sleeves,
And
And
Wall
Floor
Location
Openings
Openings
of
---
---
+1/4"
Cross
Beams,
Section
Slabs,
of
And
Columns,
Walls
---
---
+1/2",
1/4"
-
Footings* in
Plan
---
---
+2", -
1/2"
Footing
Eccentricity
of
Error
Misplacement
(The
in
Lesser
Direction
Of)
or
---
---
2%
WIDTH
OR
OF
2"
Footing
Decrease
Thickness
---
--
5%
Footing
Increase
Thickness
---
---
LIMIT
NO
Step
Stairs
Rise in
Flight
of
---
--
+1/8"
Step
Stairs
Tread
in
Flight
of
---
---
+1/4"
Consecutive Step
Rise
---
---
+1/16"
Consecutive Step
Tread
---
---
+1/8"
*Footing
dimensions
reinforcing
**
Includes
tolerances
structures.
only,
steel,
water
not
dowel,
apply
to
and
'positioning
wastewater
to
or
concrete
of
process
vertical
items
embedded
TABLE 03100B
TOLERANCES FOR FORMED SURFACES
CONCRETE IN BRIDGES WHARVES AND MARINE STRUCTURES
VARIATION
FROM
VARIATION
IN
MAXIMUM
PLUMB
BATTER
OR
SPECIFIED
SURFACES
OF
COLUMNS,
PIERS
AND
WALLS
1/2" in 10'
LEVEL
GRADE
OR
SPECIFIED
TOP
SURFACES
OF
SLABS
See Section 03345
TOP
SURFACES
OF
CURBS
AND
RAILINGS
3/16" in 10'
4/00
03300-36
CITY OF PEARLAND
DRAWING
DIMENSIONS
3.30 PROTECTION
4/00
CAST -IN -PLACE CONCRETE
CROSS SECTION OF COLUMNS, CAPS, WALLS,
BEAMS AND SIMILAR MEMBERS
THICKNESS OF DECK SLABS
SIZE AND LOCATION OF SLAB AND WALL
OPENINGS
FOOTINGS IN PLAN
FOOTING MISPLACEMENT OR ECCENTRICITY IN
DIRECTION OF ERROR (THE LESSER OF)
FOOTING THICKNESS DECREASE
FOOTING THICKNESS INCREASE
STEP RISE IN FLIGHT OF STAIRS
STEP TREAD IN FLIGHT OF STAIRS
CONSECUTIVE STEP RISE
CONSECUTIVE STEP TREAD
+1/2", -1/4"
+1/4", - 1/8"
+ 1/2"
+2", -1/2"
2% of WIDTH OR
2"
5"/"
NO LIMIT
+ 1/8"
+ 1/4"
+1/16"
+ 1/8"
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
03300-37
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