R-98-06-25-10A3 - 6/25/19981
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CONTRACT DOCUMENTS
FOR
WILDERNESS WAY
DRAINAGE IMPROVEMENTS
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PREPARED FOR:
1 CITY OF ROUND ROCK
2008 ENTERPRISE DRIVE
ROUND ROCK, Texas 78664
1 July, 1998
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RLA PROJECT NO. 13572
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1 HEJL, LEE -& ASSOCIATES, INC.
Consulting Engineers & Planners
2207 Hancock Drive Austin, Texas 78756
1 (512) 467 -9793
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Section
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Series No.
TABLE OF CONTENTS
Description Page
Notice to Bidders NB -1
Bid Documents BD -1
Post Bid Documents PBD -1
General Conditions GC -1
Special Conditions SC -1
Teclmical Specifications TS -1
Technical Specifications TSS -1
Supplement
Description
120 Channel Excavation
130 Borrow
132 Embankment
201 Subgrade Preparation
210 Flexible Base
220 Sprinkling for Dust Control
230 Rolling (Flat Wheel)
301 Asphalts, Oils and Emulsions
306 Prime Coat
340 Hot Mix Asphaltic Concrete Pavement
401 Structural Excavation and Backfill
403 Concrete for Structures
406 Reinforcing Steel
408 Concrete Joint Materials
409 Membrane Curing
411 Surface Finishes for Concrete
430 Concrete Curb and Gutter
503 Frames, Grates, Rings and Covers
504 Adjusting Structures
506 Manholes
509 Trench Safety Systems
510 Pipe
591 Riprap for Slope Protection
601 Salvaging and Placing Topsoil
602 Sodding for Erosion Control
606 Fertilizer
610 Preservation of Trees and Other Vegetation
626 Grass -Lined Swale
633 Landgrading
641 Stabilized Construction Entrance
642 Silt Fence
701 Fencing
702 Removing and Relocating Existing Fences
703 Fencing for Excavations
801 Construction Detours
803 Signs and Traffic Handling
824 Traffic Signs
table.msdspec
NOTICE TO BIDDERS
Sealed bids addressed to the Purchasing Agent, City of Round Rock, 221 East
Main Street, Round Rock, Texas 78664, for furnishing all labor, material and equipment
and performing all work required for the project titled City of Round Rock Wilderness
Way Drains _ge Improvements project includes approximately 350 L.F. 36" RCP
drainage pipe, 400 L.F. 30" RCP drainage pipe, manholes, inlets, headwall and
miscellaneous other items.
City of Round Rock Wilderness Way Drainage Improvements will be received until 2:00
p.m.. June 2. 1998 then publicly opened and read aloud at the City Hall Council
Chambers at the same address. Bid envelopes should state date and time of bid and
"BID FOR CITY OF ROUND ROCK WILDERNESS WAY DRAINAGE
IMPROVEMENTS ". No bids may be withdrawn after the scheduled opening time.
Any bids received after scheduled bid opening time will be returned unopened.
Bids must be submitted on City of Round Rock bid forms and must be
accompanied by an acceptable bid security as outlined in the Instructions to Bidders,
payable to the City of Round Rock, Texas equal to five percent (5 %) of the total bid
amount. Plans, Bid Forms, Specifications, and Instructions to Bidders may be obtained
from Hejl, Lee & Associates, Inc., 2207 Hancock Drive, Austin, Texas (512 -467 -9793)
beginning May 13. 1998 for a non - refundable charge of $50.00 per set.
In case of ambiguity, duplication, or obscurity in the bids, the City of Round Rock
reserves the right to construe the meaning thereof. The City of Round Rock further
reserves the right to reject any or all bids and waive any informalities and irregularities
in the bids received.
The successful bidder will be expected to execute the standard contract prepared
by the City of Round Rock, and to furnish performance and payment bonds as described
in the bid documents Contractors and subcontractors shall pay to laborers, workmen,
and mechanics the prevailing wage rates as determined by the City of Round Rock.
Publish Dates: 5/10, 5/17, 5/24/98 5/11, 5/18, 5/25/98
,Austin American Statesman: Round Rock Leader:
NB-1
INSTRUCTIONS TO BIDDERS
1. Prior to submitting any proposal, bidders are required to read the plans,
specifications, proposal, contract and bond forms carefully; to inform themselves
by their independent research, test and investigation of the difficulties to be
encountered and judge for themselves of the accessibility of the work and all
attending circumstances affecting the cost of doing the work and the time required
for its completion and obtain all information required to make an intelligent
proposal.
2. Should the bidder fmd discrepancies in, or omissions from the plans,
specifications, or other documents, or should he be in doubt as to their meaning,
he should notify at once the Engineer and obtain clarification or addendum prior
to submitting any bid.
3. It shall be the responsibility of the bidder to see that his bid is received at the place
and time named in the Notice to Bidders. Bids received after closing time will be
returned unopened.
4. Bids shall be submitted in sealed envelopes plainly marked "Sealed Bid" and
showing the name of the project, the job number if applicable, and the opening
date and time.
5. Bids shall be submitted on proposal forms furnished by the City of Round Rock.
6. All proposals shall be accompanied by a certified cashier's check upon a National
or State bank in an amount not less than five percent (5 %) of the total maximum
bid price, payable without recourse to the City of Round Rock, or a bid bond in
the same amount from a reliable surety company, as a guarantee that the bidder
will enter into a contract and execute performance and payment bonds, as
stipulated by item 11 below, within ten (10) days after notice of award of contract
to him. Proposal guarantees must be submitted in the same sealed envelope with
the proposal. Proposals submitted without check or bid bonds will not be
considered.
7. All bid securities will be returned to the respective bidders within twenty-five (25)
days after bids are opened, except those which the owner elects to hold until the
successful bidder has executed the contract. Thereafter, all remaining securities,
including security of the successful bidder, will be returned within sixty (60) days.
biddoc.msdspec BD -
8. Until the award of the contract, the City of Round Rock reserves the right to reject
any and all proposals and to waive technicalities; to advertise for new proposals;
or to do the work otherwise when the best interest of the City of Round Rock will
be thereby promoted.
9. In case of ambiguity or lack of clarity in the statement of prices in the bids, the
City of Round Rock reserves the right to consider the most favorable analysis
thereof, or to reject the bid. Unreasonable (or unbalanced) prices submitted in a
bid may result in rejection of such bid or other bids.
10. Award of the contract, if awarded, will be made within sixty (60) days after
opening of the proposals, and no bidder may withdraw his proposal within said
sixty (60) day period of time unless a prior award is made.
11. Within ten (10) days after written notification of award of the contract, the
successful bidder must furnish a performance bond and a payment bond in the
amount of one - hundred percent (100 %) of the total contract price. If the total
contract price is $25,000.00 or less, the performance and payment bonds will not
be required. Said performance bond and payment bond shall be from an approved
surety company holding a permit from the State of Texas, with approval prior to
bid opening, indicating it is authorized and admitted to write surety bonds in this
state. In the event the bond exceeds $100,000.00, the surety must also (1) hold
a certificate of authority from the United States secretary of the treasury to qualify
as a surety on obligations permitted or required under federal law; or (2) have
obtained reinsurance for any liability in excess of $100,000.00 from a reinsurer
that is authorized and admitted as a reinsurer in this state and is the holder of a
certificate of authority from the United States secretary of the treasury to qualify
as a surety or reinsurer on obligations permitted or required under federal law.
In determining whether the surety or reinsurer holds a valid certificate of
authority, the City may rely on the list of companies holding certificates of
authority as published in the Federal Register covering the date on which the bond
is to be executed.
12. If the total contract price is less than $25,000.00 the performance and payment
bond requirement will be waived by the City of Round Rock. Payment will be
made following completion of the work.
13. Failure to execute the construction contract within ten (10) days of written
notification of award or failure to furnish the performance bond, or letter of credit
biddoc.mstispec BD -
if applicable, and payment bond as required by item 11 above, shall be just cause
for the annulment of the award. In case of the annulment of the award, the
proposal guarantee shall become the property of the City of Round Rock, not as
a penalty, but as a liquidated damage.
14. No contract shall be binding upon the City of Round Rock until it has been signed
by its Mayor after having been duly authorized to do so by the City Council.
15. The Contractor shall not commence work under this contract until he has furnished
certification of all insurance required and such has been approved by the City of
Round Rock, nor shall the contractor allow any subcontractor to commence work
on his subcontract until proof of all similar insurance that is required of the
subcontractor has been furnished and approved. The certificate of insurance
form included in the contract documents must be used by the Contractor's
insurer to furnish proof of insurance.
16. Any quantities given in any portion of the contract documents, including the plans,
are estimates only, and the actual amount of work required may differ somewhat
from the estimates. The basis for the payment shall be the actual amount of work
done and /or material furnished.
17. Bids shall be submitted on a separated contract basis. No Texas sales tax shall be
included in the prices bid for materials consumed or incorporated into the finished
product under this contract. This contract is issued by an organization which is
qualified for exemption pursuant to the provisions of Section 151.309(5) of the
Texas Tax Code. The City of Round Rock will issue an exemption certificate to
the Contractor. The Contractor must then issue a resale certificate to the material
supplier for materials purchased. The Contractor must have a valid sales tax
permit in order to issue a resale certificate.
In obtaining consumable materials, the Contractor will issue a resale certificate in lieu of
payment of sales tax, and the following conditions shall be observed;
1) The contract will transfer title of consumable, but not incorporate, materials
to the City of Round Rock at the time and point of receipt by the
Contractor;
2) The Contractor will be paid for these consumable materials by the City of
Round Rock as soon as practicable. Payment will not be made directly but
considered subsidiary to the pertinent bid item. The Contractor's monthly
estimate will state that the estimate includes consumables that were received
during the month covered by the estimate; and
biddoc.mst / spec BD -
3) The designated representative of the City of Round Rock must be notified
as soon as possible of the receipt of these materials so that an inspection can
be made by the representative. Where practical, the materials will be
labeled as the property of the City of Round Rock.
18. No conditional bids will be accepted.
19. If the bidder's insurance company is authorized, pursuant to its agreement with
bidder, to arrange for the replacement of a Loss, rather than by making a cash
payment directly to the City of Round Rock, the insurance company must furnish
or have furnished by bidder, a performance bond in accordance with Section
2253.021(b), Texas Government Code, and a payment bond in accordance with
Section 2253.021(c).
biddoc.mstispec BD-4
BID BOND
C.0 Carlton Construction
KNOW ALL _tiLcV BY =ESE PRESENTS 7'dAT of Austin,Inc.
as
PR. CIPALand Universal Surety of America a< SURL1Y.
are held and firmly bound tmt0 the City of Round Rock
_
hereinafter referred to as the "OWNER'', in the pea:1 su..
of Fire percent (5%) of the total amount of the bid of the PRLNCIPAL submitted to the
OWNER, for the work described below: for the payment of which. sum in lawful money
of the United States of America. well and truly to be made, we bind ourselves, our he?:s,
executors. adrrinistatcrs, successor and assi�s• ioirdv and severally. firmly by these
presents. In no case shall the liability of the SURETY hereunder exceed the sum of
5 52 of the Greatest Amount Bid
The CONDITIONS OF THIS OBLIGATION ARE SUCH. THAT whereas, said
PRINCIPAL has submitted the above mentioned bid to the OWNER. for construction
for the work under the "SPECIFICATIONS FOR CONS fR' CTION OF
Wilderness Way Drainage Improvements for which
bids are to be opened at the office of the OWNER on June 2, 1998
NOW THEREFORE. if the PRINCIPAL is awarded the cennret, and within the time and
manner required under the heading "Instrucdcns to Bidders ', a:t:.r the prescribed form=
are presented to him for sinature, znters into a written agreement_ substsatiaily in the
form contained in the Specifications, in accordance with the bid and files the town bonds
with the OWNER, one to guarantee faithful pe:for:nance and the other to guarantee
payment for labor and materials, then this oblisadan shall be null and void, otherwise,
it shall be and remain in full force and effect.
In the event suit is brought upon this bond by the OWNER and judgement is recovered.
said SURETY sb211 pay all costs incurred by the OWtiMR in such suit. including a
reasonable attorney's fee to be fixed by the Cou-r.
In WITNESS WHEREOF, we have hereunto set our hands and seals this day of
June 2 1998
C..0 Carlton Construction of Austin,Inc. Universal Surety of America
Princ - I 1 Surety:
By 'LAC( j , / By: C G /mil
tt eal)
DUPLICATE
ORIGINAL
BD
Bond $TX 426166400
(Sell) C.A. McClure
Attorney —In —Fact
UNIVERSAL SURETY OF AMERICA
P.O. BOX 1068 •Houston, Texas 77251 -1068
GENERAL POWER OF ATTORNEY - CERTIFIED COPY
Agency [Namaum
9000615
Southern American Insurance
Know All Men by These Presents, That UNIVERSAL SURETY OF AMERICA. a corporation duly organized and existing under the laws of
the State of Texas, and having its pricipal office in Houston, Texas, does by these presents make, constitute and appoint
Gregory Scott Parrish
C.A. McClure
GPM
TX 4261664 00
Kenneth L. Meyer
of Houston and State of Texas its true and lawful Attorney(s )-in -Fact, with full power and authority hereby
conferred in its name, place and stead, to execute, acknowledge and deliver
Bonds not to exceed 51,900,000.00 unless such is accompanied by letter of
authority by the President, Secretary or Executive Vice President
of Universal Surety of America
and to bind the Company thereby as fully and to the same extent as if such bonds were signed by the President, sealed with the corporate seal of the
Company and duly attested by its Secretary, hereby ratifying and confirming all that the said Atorney(s) - - Fact may do within the stated
limitations, and such authority is to continue in force until 3r31/1949 . Said appointment is made under and by authority of the
following resolution adopted by the Board of Directors of Universal Surety of America at a meeting held on the 11th day of July, 1984.
`'Be It Resolved, that the President, and any Vice President, Secretary or any Assistant Secretary shall be and is hereby vested with full power
and authority to appoint any one or more suitable persons as Auomey(s) -in -Fact to represent and act for and on behalf of the Company."
"RESOLVED that the signature of any officer of the corporation, and the seal of the corporation may be affixed or printed by facsimilie to any
power of attorney of the corporation, and that such printed facsimilie signature and seal shall be valid and binding upon the corporation"
In Wimeas Whereof, Universal Surety of America has caused these presents to be signed by its President, John Knox, Jr. and its
corporate seal to be hereto affixed this 30th day of September, A.D., 1996.
0 .:;,., UNIVERSAL SURETY OF AMERICA
ss:
%
State of Texas 4.:11 1 JI" ��}
\iA /I� \•
County of Harris °*�'� Jo x, Jr. President
On this 30th day of September, In the year 1996, before me, Rhonda Kay Wilke, a notary public, ppe0raottally appeared John Knox,
Jr., personally known to me to be the person who executed the within instrument as President , on bphatf of the corporation herein
named and acknowledged to me that the corporation executed It.
DUPLICATE
ORIGINAL
Naar/ Public
I. the undersigned Secretary of Universal Surety of America, hereby certify brat the above and foregoing is a full, true and correct copy of the
Original Power of Attorney issued by said Company, and do hereby further certify that the said Power of Attorney is still in effect.
GIVEN under my band and the seal of said company, at Houston. Texas. this 2nd day o fJune 19 98
9 11 1 6 7 1°2 Secretary
Any bffiilrment issued in excess of the penalty stated above is totally void and without any validity.
For verification of the authority of this power you may telephone (713) 722.4600. 1651 - 17001050
The undersigned, as Secretary of State of Texas, hereby certifies that the attached Articles
of Incorporation for the above named corporation have been received in this office and are
found to conform to law.
ACCORDINGLY, the undersigned, as Secretary of State, and by virtue of the authority
vested in the Secretary by law, hereby issues this Certificate of Incorporation.
Issuance of this Certificate of Incorporation does not authorize the use of a corporate name
in this state in violation of the rights of another under the federal Trademark Act of 1946,
the Texas trademark law, the Assumed Business or Professional Name Act, or the common
law.
Dated:
Effective
fof exa 5
SECRETARY OF STATE
CERTIFICATE OF INCORPORATION
OF
C.C. CARLTON CONSTRUCTION OF AUSTIN, INC.
CHARTER NO. 1307354
April 5, 1994
April 5, 1994
v
Secretary of State
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(Sal)
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STATEMENT OF CHANGE OF REGISTERED OFFICE OR
REGISTERED AGENT, OR BOTH, BY A TEXAS DOMESTIC
CORPORATION
1. The same of the corporation is C. C. CARLTON CONSTRUCTION OF AUSTIN, INC.
2. The address, inrIticiIng street and number, of its present registered office as shown in the
records of the Secretary of State of Texas prior to filing this statement is 123 East 7th Street
Austin, Travis County, Texas 7870L
3. The address, inchuling street and mamba, to which its registered office is to be changed is
612 Brazos, Suite 210, Austin, Travis County, Texas 78701.
4. The name of its present registered agent, as shown in the records of the Secretary of State of
the State of Texas, prior to filing this statement is C. Craig Carlton.
S. The name of its registered agent remains as C. Craig Carlton.
6. The address elks registered office and the address of the bum office of its registered
agent, as changed, will be identical
7. Such change was authorized by its Board of Directors at a validly held meeting an
l s� fr , 1996.
STATE OF TEXAS
COUNTY OF TRAVIS
(®LY J. MIXON
YY MOM WIPES
Apd 18. MOO
Angtlia H. Lundquist,
Secretary
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This instrument was acknowledged before me an November , 1996, by C. Craig Carlton and
Angelica H. Lundquist in the capacities stated
I1 a PROPOSAL BIDDING SHEET
JOB NAME: Wilderness Way Drainage Improvements
JOB LOCATION: Round Rock, Williamson County, Texas
1 OWNER: City of Round Rock, Texas
It DATE:
Gentlemen:
Pursuant to the foregoing Notice to Bidders and Instructions to Bidders, the undersigned bidder
hereby proposes to do all the work, to furnish all necessary superintendence, labor, machinery,
equipment, tools, materials, insurance and miscellaneous items, to complete all the work on which he
bids as provided by the attached supplemental specifications, and as shown on the plans for the
construction of drainage improvements and binds himself an acceptance of this proposal to execute
a contract and bond for completing said project within the time stated, for the following prices, to wit:
it Bid Item Description Unit
Items Ouantitv Unit and Written Unit Price . 'ce Amount
1. 350
2. 400
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3.
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BASE BID
L.F. 36" CL III RCP, Complete
in Place.
L.F. 30" CL III RCP, Complete
in Place.
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biddoc.mst/spec BD-6
75, o0
$ 2i el Z5D. 00
for S ?v ivLtnrr t dollars
and z D cents. $ - 73. D0 $ 2 00
' EA. 20' Curb Inlet, Complete
in Place.
for4 vt 4-inau5r;nljdollars
and 7.' terl cents. $ S t la'X).00 $ r7tMD.
1
Item Description Unit
Quantity Unit and Written Unit Price ce Amount
1 EA. 10' Curb Inlet, Complete
in Place.
2
1
1
for Pln
and 2 Yo cents.
EA. Storm Sewer Manhole, Complete
in Place.
forAwe i k, i4yr ia
and q vi , cents. $ W $ 1 -LL wD, vo
400 L.F. Trench Safety System, Complete
in Place.
for DO Q dollars
and 7.P.vu cents. $ t, 00 $
EA. Connect Existing 21" RCP to
Proposed Curb Inlet, Complete
in Place.
for Lve V1iktnriurrt dollars
and 7 tv0 cents.
EA. Connect Existing 18" RCP
Proposed Curb Inlet, Cor
in Place.
for }iv e Irliundw
and Zer
biddoc.msdspec BD-7
$ l)DO D$ 2x,00
$ r
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Bid Item Description Unit
I tem Ouantity Unit and Written Unit Price ce Amount
9. 1
10. 200
11. 990
12. 72
13. 10
L.S. Concrete Headwall with Energy
Dissipators, Complete in Place.
for e 6„04 s
and cents. $z}, 3D0,bD $ 4, 2W. Ob
L.F. 4' Mortared Rip Rap Channel,
Complete in Place.
for r dollars
and ' QXD cents.
L.F. Manproof Chainlink Construction
Security Fence, Complete in Place.
for {-iv,. dollars
and 7 e.ro cents- $ 5.00 $ 95D. D0
L.F.
L.F.
biddoc.msdspec BD
Asphalt, Curb & Gutter Repair,
Complete in Place.
for 1-.q dollars
and Z Lr 12. cents.
Concrete Encasement for WWL,
Complete in Place.
for_olajugaadollars
and Z. L.r0 cents.
$ . $(C, coo .0o
$ ID. b0 $`720.00
$ loa.D $ I, Doo,ao
1 Bid Item Description Unit
Item Ouantitv Unit and Written Unit Price Price Amount
1 14. 90 L.F. Silt Fence, Complete in Place.
for 4-e Jr\ dollars
and 2.t), cents. $ ID, DD $c](yj,pD
1
15. 45 L.F. Rock Berm, Complete in Place.
for -O \ ;v dollars
1 and z ero cents. $ ? , OD $1, 350 , CO
1 16. 150 L.F. Tree Protection, Complete in Place.
for ,i dollars
and ze cents. $1 D.00 $1 1 5CD ,DO
1 17. 1 L.S. Traffic Safety & Barricades, ,
Complete in Place.
1 for n , {dollars
and 7 4_,v cents. $ , CCU CO $ WD, 00
1
1 18. 1 L.S. Permanent Erosion Control,
Complete in Place.
1
1 19. 1 L.S. Clean-Up & Restoration,
• Complete in Place.
I fori;l ettllars
1 and cents. $,500,( $
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biddoc.msdspec BD -9
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for4;lit Vlunctliiollars
and 7 ? v n cents. $ $ 1 5 CD . OD
TOTAL BASE BID (Items 1 tnru 19):
'STATEMENT OF SEPARATE CHARGES:
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Bid Item Description Unit
,Item Ouantity Unit and Written Unit Price Price Amount
ALTERNATIVE BID #1
20. 200
1
''TOTAL ALTERNATIVE BID #1:
' STATEMENT OF SEPARATE CHARGES:
MateriaLs:
All Other Charges:
Total:
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a ' � A, i � u •u�
Materials: $ 38 /00.0.0
All Other Charges: $ 0 0 O O. 00)
Total: $ / _00
•
L.F. Rock Cut Channel With Vertical
Side Slopes, Complete in Place.
for Y1o6und ltraiNdollars
and Ze v cents. $ (51) .1)0 $ ?D, Lbo • O D
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biddoc•mst/spec BD -10
$ 3U ��X�-
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If this proposal is accepted, the undersigned agrees to execute the contract and provide necessary bonds
and insurance certification as per the Instructions to Bidders and commence work within ten (10) days
after written Notice to Proceed. The undersigned further agrees to complete the work in full within
ninety (90) calendar days after the date of the written Notice- to-Proceed.
The tmdersigned certifies that the bid prices contained in the proposal have been carefully checked and
are submitted as correct and final. The Owner reserves the right to reject any or all bids and may
waive any informalities.
Title for
t�eSi�l
t e- z - G'�
Date
biddoc.mst/spec BD-11
((I Z. Prfl 7i ; , 5U-c z, 0
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Address
(1i ic f Z- 4-7r� — 4 z. z
Name of Firm Te . I
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$ , if Contractor is a
Corporation ,
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CONTRACT AWARDED FOR BASE BID ONLY. ALTERNATIVE BID ITEM #1 NOT
AWARDED AS A PART OF THIS CONTRACT.
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I / Le 7/7/95
Contract. Name Signatu Date
C. C. Co.,' • n C �a P 1 k rljac .
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ACKNOWLEDGED BY:
3.0 POST BID DOCUMENTS
THE STATE OF TEXAS
COUNTY OF WILLIAMSON
AGREEMENT
THIS AGREEMENT, made and entered into this 0 ,9_5 . day of
n , 1998, by and between (Owner) City of Round Rock, Texas of the
Sta of Texas, acting through Charles Culpepper, Mayor, thereunto duly authorized so
to do, hereinafter termed OWNER, and (Contractor) C.C. Carlton Construction of
Austin, Inc. of Austin, Texas, County of Travis, and State of Texas, hereinafter termed
CONTRACTOR.
WITNESSETH: That for and in consideration of the payments and agreements
hereinafter mentioned, to be made and performed by OWNER, and under the conditions
expressed in the bond bearing even date herewith, CONTRACTOR hereby agrees with
the said OWNER to commence and complete the construction of certain improvements
described as follows:
Wilderness Way Drainage Improvements
Further described as the work covered by this specification consists of furnishing all the
materials, supplies, machinery, equipment, tools, supervision, labor, insurance, and other
accessories and services necessary to complete the said construction, in accordance with
the conditions and prices stated in the Proposal attached hereof, and in accordance with
the Notice to Contractors, Instructions to Bidders, General Conditions of Agreement,
Special Conditions, Technical Specifications, Plans, and other drawings and printed or
written explanatory material thereof, and the Specifications and Addenda therefor, as
prepared by Hejl, Lee & Associates, Inc. , herein entitled the ENGINEER, each of
which has been identified by the CONTRACTOR'S written Proposal, the General
Conditions of the Agreement, and the Performance, Payment, and Maintenance Bonds
hereof, and collectively evidence and constitute the entire contract.
The CONTRACTOR hereby agrees to commence work within ten (10) calendar days
after the date written notice to do so have been given to him, and to complete the same
within ninety (90) calendar days after the date of the written Notice to Proceed, subject
to such extensions of time as are provided by the General and Special Conditions.
1md.matspw roaster
PBD -1
The OWNER agrees to pay the CONTRACTOR in current funds the price or prices
shown in the Proposal, which forms a part of this Contract, such payments to be subject
to the General and Special Conditions of the Contract.
IN WITNESS WHEREOF, the parties to these presents have executed this Agreement
in the year and day first above written.
CITY OF ' OUND ROCK XAS C.C. CARLTON CONSTRUCTION OF AUSTIN. INC.
(0
ATTEST:
Charles Cul
Mayor
dL$I.4IA '
/ City Secretary
Corporate Seal
pastbid.mst/spee master
(CONTRACTOR)
ATTEST:
Secretary, if Contractor is*
Corporation or otherwise registered
with the Secretary of State
(The following to be executed if the Contractor is a Corporation.)
7 0 , certify that I am the Secretary of the Corporation
named as Contractorhet'ein; that 14c i Ton :,) ,�" v , who signed this Contract
on behalf of the Contractor was then y; ' _ (official title) of said
Corporation, that said Contract was duly signed for and in behalf of said Corporation,
that said Corporation by authority of its governing body, and is within the scope of its
corporate powers.
Signed:
PBD -2
1
Bond No. TX 4261851 00
' PERFORMANCE BOND
THE STATE OF TEXAS
1 COUNTY OF WILLIAMSON
KNOW ALL MEN BY THESE PRESENTS: That ofCAustin, IRconstruction
City of Austin of d
County of of
I Travis and Stale of
Texas , as Principal, and gYiXmePcasure ty authorized under the taw
of the State of Texas to act as surety on bonds for principals, are held and firmly bound
unto THE CITY OF ROUND ROCK, TEXAS, (Owner), in the penal sum of Ninety Eight
' Thousand One Hundred Seventy & .00 dollars ($ 98, 170.00 ) for the payment
whereof, well and truly to be trade the said Principal and Surety bind themselves, and
1 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 2 5 r h day of ,rune 1998 to which
the contract is hereby referred to and made a part hereof as fully and to the same extent
' as if copied at length herein consisting of:
I Wilderness Way Drainage Improvements
NOW, THEREFORE, THE CONDITIONS OF THIS OBLIGATION IS SUCH, that if
I 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
I performed, including but not limited to, the repair of any and all defects in said work
occasioned by and resulting from defects in materials furnished by or workmanship of,
' the Principal in performing the work covered by said Contract and occurring within a
period of twelve (12) months from the date of the contract Completion Certificate and all
other covenants and conditions, according to the true intent and meaning of said Contract
1 and the Plans and Specifications hereto annexed, then this obligation shall be void;
otherwise to remain in full force and effect;
I PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of
Chapter 2253, Texas Government code, as amended, and all liabilities on this bond shall
be determined in accordance with the provisions of said Chapter 2253 to the same extent
as if it were copied at length herein_
1
"°"°'°.ma's mascr PBD -3
1
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r
' PERFORMANCE BOND (continued)
Surety, for .value received, stipulates and agrees that no change, extension of time,
alteration or addition to the term of the contract, or to the work performed thereunder,
or the plans, specifications, or drawings accompanying the same, shall in anywise affect
its obligation on this bond, and it does hereby waive notice of any such change, extension
of time, alteration or addition to the terms of the contract, or to the work to be performed
thereunder.
IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this
instrument this 9th day of July
19 98
2. C r1 inn r + of Au tin, Inc_ Universal Surety of America
Principal Surma
By: By: G . c, � (.� `�
Ang ica H. Lundqui Sec. C.A. McClure
' Corporate Secretary Attorney -in -Fact
Title Title
fi12 Rtazr, , Ste_ 710 13823 Schmidt Rd.
Address Address
Resident Agent of Surety:
Austin, Texas 78701
Cypress, TX 77429
C.A. McClure DUPLICATE
' Fruited Name ORIGINAL
13823 Schmidt Rd.
'
Address
I Cypress, TX 77429
City, State & Zip Code
' 4 .a. y _
Signature
1
p eLbi&mv /sp,, mauv
1
1
PBD-4
THE STATE OF TEXAS
COUNTY OF WIL.LIA'ylSON
PAYMENT BOND
Bond No. TX 4261851 00
KNOW ALL MEN BY THESE PRESENTS: That of C Austin to ln o onstruc[ ion
City of Austin' C ounty , of the
of Travis and State of
_ Texas as Principal, and 2t ure Takithorized under the laws of the
State of Texas CO act as Surety on Bonds for Principals, are held and firmly bound unto
THE CITY OF ROUND ROCK, ( OWNER), and all subcontractors, workers, laborers,
mechanics and suppliers as their interest may appear, all of whom shall have the right to
sue upon this bond, in the penal sum of Ninety Eight Thousand One Hundred Seventy
and no/100 Dollars ($ 98, 170.00
whereof, well and truly be made the said Principal and Surety bind themselves and their
heirs, administrators, executors, successors, and assigns. jointly and severall b these
presents:
WHEREAS, the Principal has entered into a certain written contract with the Owner,
dated the 75th day of ,T>>nP , 1998, to which
Contract is hereby referred to and made a pan hereof as fully and CO the same extent as
if copied at length herein consisting of:
Wilderness Way Drainage Improvements
NOW, THEREFORE, THE CONDITION OF THIS OBLIGATION IS SUCH, that if the
said Principal shall well and truly pay all subcontractors, workers, laborers, mechanics,
and suppliers, all monies to then owing by said Principals for subcontracts, work, labor,
equipment, supplies and materials done and furnished for the construction of the
improvements of said Contract, then this obligation shall be and become null and void;
otherwise to remain in full force and effect.
PROVIDED, HOWEVER, that this bond is executed pursuant to the provisions of
Chapter 2253, Texas Government code, as amended, and all liabilities on this bond shall
be determined in accordance with the provisions of said Chapter 2253 to the same extent
as if it were copied at length herein.
aod.wu spec mmmr
PBD -5
PAYMENT BOND (continued)
Surety, for value received, stipulates and agrees that no change, extension of time.
alteration or addition to the terms of the contract, or to the work performed thereunder,
or the plans, specifications or drawings accompanying the same shall in anywise affect
it's 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.
IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this
Instrument this - 9th day of July 19 98
C r r.ar1tnn rnnet of ai Inc Universal Suret of America
Principal Surety
BY: (:.4„,- ,.C:J.— crS se By: C C, arc
ui�t - Sec. CZ
AngeYica H. Lund
4 C.A. McClure
coroorate Secretary
Title
612 Brazos, Ste. 210
13823 Schmidt Rd.
Address
Austin, Texas 78701
Resident Agent of Surety:
C.A. McClure
Printed Name
13823 Schmidt Rd.
Address
Cypress, TX 77429
City, State & Zip Code
Signature
w+mm msysys MICA'
/ 7c G
PBD-6
Title
Address
Attorney -in -Fact
Cypress, TX 77429
O U PLYG A T E
OR%Oih` A,L
UNIVERSAL SURETY OF AMERICA
P.O. BOX 1068 •Houston, Texas 7725 1 -1 068
GENERAL POWER OF ATTORNEY - CERTIFIED COPY
Agency Infometon
9000615
Southern American Insurance
Know All Men by These Presents, That UNIVERSAL SURETY OF AMERICA, a corporation duly organized and existing under the laws of
the State of Texas, and having its pricipal office in 1 touston, Texas, does by these presents make, constitute and appoint
Gregory S. Parrish
®UPLIG :: E
ORIGINA
CA. McClure
Terri L. Cesnik
of Houston and State of Texas its true and lawful Attomey(s) -in -Fact, with full power and authority hereby
conferred in its name, place and stead, to execute, acknowledge and deliver
Bonds not to exceed $1,000.000.00 unless such is accompanied by letter of
authority signed by the President, Secretary or Executive Vice President
of Universal Surety of America.
and to bind the Company thereby as fully and to the same extent as if such bonds were signed by the President, sealed with the corporate seal of the
Company and duly attested by its Secretary, hereby ratifying and confirming all that the said Attomey(s) -in -Fact may do within the staled
limitations. and such authority is to continue in force until 6/30/2000 . Said appointment is made under and by authority of the
following resolution adopted by the Board of Directors of Universal Surety of America at a meeting held on the 1 It day of July, 1984.
"Be It Resolved, that the President, and any Vice President. Secretary or any Assistant Secretary shall be and is hereby vested with full power
and authority to appoint any one or more suitable persons as Attorney(s)-in-Fact to represent and act for and on behalf of the Company."
"RESOLVED that the signature of any officer of the corporation, and the seal of the corporation may be affixed or printed by facsimilie to any
power of attorney of the corporation. and that such printed facsimilie signature and seal shall be valid and binding upon the corporation."
In Witness Whereof, Universal Surety of America has caused these presents to be signed by Its President, Jack McReynolds and Its
corporate seal to be hereto affixed this 2nd day of January, A.D., 1998.
UNIVERSAL SURETY OF AMERIC
State of Texas
ss:
1%.., Z.' : % Jack McReynolds President
County of Harris _ '
On this 2nd day of January, In the year 1998, before me, Estela Lelia, a notary public, personally appeared Jack McReynolds,
personally known to me to be the person who executed the within Instrument as President , on behalf of the corporation herein named
and acknowledged to me that the corporation executed It
GPAS
TX 4261851 00
Kenneth L. Meyer
GIVEN under my hand and the seal of said company, at Houston, Texas, this 9 th day o f July 19 98
Any instrument issued in excess of the penalty stated above is totally void and without any validity.
For verification of the authority of this power you may telephone (713) 722.4600.
I, the undersigned Secretary of Universal Surety of America, hereby certify that the above and foregoing is a full, true and correct copy of the
Original Power of Attorney issued by said Company, and do hereby further certify that the said Power of Attorney is still in effect.
1851- 19001050
CER PICATE OF LIABILITY INSURANCI
PRODvcEs.
' insurance Network of Texas
143 East Austin Street
Giddings, Texas 7E492
QYSUREO
•C,.C. C,arlton_ Construction of Austin. Inc.
THIS 18 W CERTIFY THAT its Waxed beret d above >s Wound by the Campsites lined above with respect to ttta box:Sacs
episzatiaumt heceEaaBar described, for die types ahem= and to ancordasea with the pravisioas of the eandand poiicise used
by the atnapea e , Gad farther hereinafter deaatibed- Exceptlaaa to the poliaiae are :total below.
CO TOT or XNBURANCE POLICY
LTA NIA
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C163092716 4 -8 -98 4 -8 -99 xp AGO' 32,000,000.00
raa30trAL&AOV, Retort 3 1 ,000, 000.00
UPI 1 ,000, 000.00
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PBD-7
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WARRANTY BOND
BOND NUMBER AMOUNT
KNOW ALL MEN BY THESE PRESENTS,
That we,
(hereinafter called the "Principal ") as
Principal, and the a Corporation duly organized
under the laws of the State of and duly licensed to
transact business in the State of (hereinafter called the
"Surety "), as Surety, are held and firmly bound unto THE CITY OF ROUND ROCK,
TEXAS (hereinafter called the "Obligee "), in the sum of
dollars ($ ) for the
payment of which sum well and truly to be made, we, the said Principal and the said
Surety, bind ourselves, our heirs, executors, administrators, successors and assigns,
jointly and severally, firmly, by these presents.
Sealed with our seals and dated this
hundred and
WHEREAS, the said Principal has heretofore entered into a contract with
Dated , 19 , for construction of:
WHEREAS, the said Principal is required to guarantee the construction of all
improvements installed under said contract, against defects in materials or workmanship,
which may develop during the period of year(s) from the date of
acceptance of the project above described, by Owner:
The City of Round Rock, Texas
NOW, THEREFORE, THE CONDITIONS OF THE OBLIGATIONS IS SUCH, that if
said Principal shall faithfully carry out and perform the said guarantee, and shall, on due
notice, repair and make good at its own expense any and all defects in materials or
workmanship in the said work which may develop during the period of
year(s) from the date of acceptance of the project above described, by Owner:
The City of Round Rock, Texas
postbiamsuspeo master
PBD -9
day of , A.D. nineteen
WARRANTY BOND (continued)
OR shall pay over, make good and reimburse to the said Obligee all loss and damage
which said Obligee may sustain by reason of failure or default of said Principal so to do,
then this obligation shall be null and void; otherwise shall remain in full force and effect.
Principal Surety
By: By:
Title Title
Address Address
Resident Agent of Surety:
Printed Name
Address
City, State & Zip Code
Signature
postbid.mstispra masrer
PBD -10
4.0 GENERAL CONDITIONS
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General Conditions of Agreement
Contents
1. Definition of Terms
1.01 - Owner, Contractor and Engineer
1.02 - Contract Documents
1.03 - Subcontractor
1.04 - Sub - Subcontractor
1.05 - Written Notice
1.06 - Work
1.07 - Extra Work
1.08 - Working Day
1.09 - Calendar Day
1.10 - Substantially Completed
2. Responsibilities of the Engineer and the Contractor
2.01 - Owner - Engineer Relationship
2.02 - Professional Inspection by Engineer
2.03 - Payments for Work
2.04 - Initial Determinations
2.05 - Objections
2.06 - Lines and Grades
2.07 - Contractor's Duty and Superintendence
2.08 - Contractor's Understanding
2.09 - Character of Workers
2.10 - Contractor's Buildings
2.11 - Sanitation
2.12 - Shop Drawings
2.13 - Preliminary Approval
2.14 - Defects and Their Remedies
2.15 - Changes and Alterations
2.16 - Inspectors
genscodamaispec
GC -1
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3. General Obligations and Responsibilities
3.01 - Keeping of Plans and Specifications Accessible
3.02 - Ownership of Drawings
3.03 - Adequacy of Design
3.04 - Right of Entry
3.05 - Collateral Contracts
3.06 - Discrepancies and Omissions
3.07 - Equipment, Materials and Construction Plant
3.08 - Damages
3.09 - Protection Against Accident to Employees and the Public
3.10 - Performance and Payment Bonds
3.11 - Losses from Natural Causes
3.12 - Protection of Adjoining Property
3.13 - Protection Against Claims of Subcontractors, etc.
3.14 - Protection Against Royalties or Patented Invention
3.15 - Laws and Ordinances
3.16 - Assignment and Subletting
3.17 - Indemnification
3.18 - Insurance
3.19 - Final Clean -Up
3.20 - Guarantee Against Defective Work
3.21 - Testing of Materials
3.22 - Wage Rates
4. Prosecution and Progress
4.01 - Time and Order of Completion
4.02 - Extension of Time
4.03 - Hindrances and Delays
5. Measurement and Payment
5.01 - Quantities and Measurements
5.02 - Estimated Quantities
5.03 - Price of Work
5.04 - Partial Payments
5.05 - Use of Completed Portions
5.06 - Final Completion and Acceptance
5.07 - Final Payment
5.08 - Payments Withheld
5.09 - Delayed Payments
GC -2
6. Extra Work and Claims
6.01 Change Orders
6.02 Minor Changes
6.03 Extra Work
6.04 Time of Filing Claims
6.05 Continuing Performance
6.06 Arbitration
7. Abandonment of Contract
7.01 Abandonment by Contractor
7.02 Abandonment by Owner
8. Subcontractors
8.01 Award of Subcontracts for Portions of Work
8.02 Subcontractual Relations
8.03 Payments to Subcontractors
9. Separate Contracts
9.01 Owner's Right to Award Separate Contracts
9.02 Mutual Responsibility of Contractors
9.03 Cutting and Patching Under Separate contracts
10. Protection of Persons and Property
10.01 Safety Precautions and Programs
10.02 Safety of Persons and Property
10.03 Location and Protection of Utilities
georaad.metlepec
GC -3
1. Definition of Terms
1.01 Owner, Contractor and Engineer
1.02 Contract Documents
gencandmattepee
General Conditions of Agreement
The Owner, the Contractor and the Engineer and those persons or organization identified
as such in the Agreement and are referred to throughout the contract Documents as if
singular in number and masculine in gender. The term Engineer means the Engineer or
his duly authorized representative. The Engineer shall be understood to be the Engineer
of the Owner, and nothing contained in the Contract Documents shall create any
contractual or agency relationship between the Engineer and the Contractor.
The Contract Documents shall consist of the Notice to Contractors, Instructions to
Bidders, Proposal, Signed Agreement, Performance and Payment Bonds (when required),
Special Bonds (when required), General Conditions of the Agreement, Construction
Specifications, Plans and all modifications thereof incorporated in any of documents
before the execution of the agreement.
The Contract Documents are complementary, and what is called for by any one shall be
as binding as if called for by all. In case of conflict between any of Contract documents,
priority of interpretation shall be in the following order: Signed Agreement, Performance
and Payment Bonds, Special Bonds (if any), Proposal, Special Conditions of Agreement,
Notice to Contractors, Technical Specifications, Plans, and General Conditions of
Agreement.
1.03 Subcontractor
The term Subcontractor, as employed herein, includes only those having a direct contract
with the Contractor and it includes one who furnishes material worked to special design
according to the plans or specifications of this work, but does not include one who
merely furnishes material not so worked.
1.04 Sub - subcontractor
The term Sub - Subcontractor means one who has a direct or indirect contract with a sub-
contractor to perform any of the work at the site and includes one who furnishes material
worked to a special design according to the plans or specifications of this work, but does
not include one who merely furnishes material not so worked.
GC-4
1.05 Written Notice
1.06 Work
gomooa.m
Written notice shall be deemed to have been duly served if delivered in person to the
individual or to an officer of the corporation for whom it is intended, or if delivered at
or sent by registered mail to the last business address known to him who gives the notice.
The Contractor shall provide and pay for all materials, machinery, equipment, tools,
superintendence, labor, services, insurance, and all water, light, power, fuel,
transportation and other facilities 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 a good quality. The Contractor
shall, if required, furnish satisfactory evidence as to the kind and quality of materials.
Materials or work described in words which so applied have a well known technical or
trade meaning shall be held to refer to such recognized standards.
1.07 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 or 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 not covered by the Contractor's Proposal,
except as provided under "Changes and Alteration," herein.
1.08 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.
1.09 Calendar Day
"Calendar Day" is any day of the week or month, no days being excepted.
1.10 Substantially Completed
By the term "substantially completed" is meant that the structure has been made suitable
for use or occupancy or the facility is in condition to serve its intended purpose, but still
may require miner miscellaneous work and adjustment.
GC -5
2. Responsibilities of the Engineer and the Contractor
2.01 Owner - Engineer Relationship
The Engineer will be the Owner's representative during construction. The duties,
responsibilities and limitations of authority of the Engineer as the Owner's representative
during construction are as set forth in the Contract Documents and shall not be extended
or limited without written consent of the Owner and Engineer. The Engineer will advise
and consult with the Owner, and all of Owner's instructions to the Contractor shall be
issued through the Engineer.
2.02 Professional Inspection by Engineer
The Engineer shall make periodic visits to the site to familiarize himself generally with
the progress of the executed work and to determine if such work generally meets the
essential performance and design features and the technical and functional engineering
requirements of the Contract Documents; provided and except, however, that the
Engineer shall not be responsible for making any detailed, exhaustive, comprehensive or
continuous on -site inspection of the quality or quantity of the work or 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
thereto or in connection therewith. Notwithstanding any other provision of this
agreement or any other Contract Document, the Engineer shall not be in any way
responsible or liable for any acts, errors, omissions or negligence of the Contractor, any
Subcontractor or any of the Contractor's or Subcontractor's agents, servants or
employees or any other person, firm or corporation performing or attempting to perform
any of the work.
2.03 Payments for Work
The Engineer shall review Contractor's applications for payment and supporting data,
determine the amount owed to the Contractor and recommend, in writing, payment to
Contractor in such amounts; such recommendation of payment to Contractor constitutes
a representation to the Owner of Engineer's professional judgement that the work has
progressed to the point indicated to the best of his knowledge, information and belief,
but such recommendation of an application for payment to Contractor shall not be
deemed as a representation by Engineer that Engineer has made any examination to
determine how or for what purpose Contractor has used the moneys paid on account of
the Contract price.
GC -6
2.04 initial Determinations
The Engineer initially shall determine 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 and the Engineer's decision shall be
rendered in writing within a reasonable time, which shall not be construed to be Tess than
ten (10) days. Appeal to arbitration upon mutual agreement may be taken as if his
decision had been rendered against the party appealing.
2.05 Objections
In the event the Engineer renders any decision which, in the opinion of either party
hereto, is not in accordance with the meaning and intent of this contract, either party may
file with the Engineer within thirty (30) days his written objection to the decision, and
by such action may reserve the right to submit the question so raised to arbitration as
hereinafter provided.
2.06 Lines and Grades
Unless otherwise specified, all lines and grades shall be furnished by the Engineer or his
representative. Whenever necessary, construction work shall be suspended to permit
performance of this work, but such suspension will be as brief as practicable and the
Contractor shall be allowed no extra compensation therefor. The contractor shall give
the Engineer ample notice of the time and place where lines and grades will be needed.
All stakes, marks, etc., shall be carefully preserved by the Contractor, and in case of
careless destruction or removal by him or his employees, such stakes, marks, etc., shall
be replaced at the Contractor's expense.
2.07 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 English -
speaking superintendent and any necessary assistants to supervise and direct the work.
The superintendent shall represent the Contractor in his absence and all directions given
to him shall be as binding as if given to the Contractor.
The Contractor is and at all times shall remain an independent contractor, solely
responsible for the manner and method of completing his work under this contract, with
full power and authority to select the means, method and manner of performing such
work, so long as such methods do not adversely affect the completed improvements, the
Owner and Engineer being interested only in the result obtained and conformity of such
completed improvements to the plans, specifications and contract.
Likewise, the Contractor shall be solely responsible for the safety of himself, his
GC -7
1
' employees and other persons, as well as for the protection and safety of the
improvements being erected and the property of himself or any other person, as a result
of his operations hereunder. Engineering construction drawings and specifications as
' well as any additional information concerning the work to be performed passing from or
through the Engineer shall not be interpreted as requiring or allowing Contractor to
deviate from the plans and specifications, the intent of such drawings, specifications and
1 any other such information being to define with specificity the agreement of the parties
as to the work the Contractor is to perform. Contractor shall be fully and completely
liable, at his own expense, for design, construction, installation and use, or non -use of
1 all items and methods incident to performance of the contract, and for all loss, damage
or injury incident thereto, either to person or property, including, without limitation, the
adequacy of all temporary supports, shoring, bracing, scaffolding, machinery or
equipment, safety precautions or devices, and similar items or devices used by him
during construction.
1 Any review of work in process, or any visit or observation during construction, or any
clarification of plans and specifications, by the Engineer or Owner, or any agent,
1 employee, or representative of either of them, whether through personal observation on
the project site or by means of approval of shop drawings for temporary construction or
construction processes, or by other means or method, 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 constituting the contract,
or for the purpose of enabling Contractor to more fully understand the plans and
1 specifications so that the completed construction work will conform thereto, and shall in
no way relieve the Contractor from full and complete responsibility for the proper
performance of his work on the project, including but not limited to 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. Deviation by
the Contractor from plans and specifications that may have been in evidence during any
1 such visitation or observation by the Engineer, or any of his representatives, 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.
2.08 Contractor's Understanding
' I 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
1 equipment and facilities needed preliminary to and during the prosecution of the work,
the general and local conditions, and all other matters which can in any way effect the
' work under this contract. The Contractor agrees that he will make no claim against the
Owner or the Engineer if, in the prosecution of the work, he fmds that the actual site or
subsurface conditions encountered do not conform to those indicated by excavation, test
' excavation, test procedures, borings, explorations or other subsurface excavations. No
gamonduisllspec GC -8
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1
verbal agreement or conversation with any officer, agent or employee of the Owner or
Engineer either before or after the execution of this contract, shall affect or modify any
of the terms or obligations herein contained.
2.09 Character of Workers
The Contractor agrees to employ only orderly and competent workers, skillful in the
performance of the type of work required under this contract, to do the work; and agrees
that whenever the Engineer shall inform him in writing that any workers on the work
are, in his opinion, incompetent, unfaithful or disorderly, or refuse instructions from the
Engineer in the absence of the Superintendent, such worker shall be discharged from the
work and shall not again be employed on the work without the Engineer's written
consent. No illegal alien may be employed by any Contractor for work on this project,
and a penalty of $500.00 per day will be assessed for each day and for each illegal alien
who works for the Contractor at this project.
2.10 Contractor's Buildings
geosoad.mst/wee
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.
2.11 Sanitation
Necessary sanitary conveniences for the use of laborers on the work, 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.
2.12 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, four (4) checked copies, unless
otherwise specified, of all shop and /or setting drawings and schedules required for the
work of the various trades, and the Engineer shall pass upon them with reasonable
promptness, making desired corrections. The Contractor shall make any corrections
required by the Engineer, file with him two (2) corrected copies and furnish such other
copies as may be needed. The Engineer's review 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 submission, 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
GC -9
saaocuLmstispea
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 general
conformity of said shop drawings or schedules to result in finished improvements in
conformity with the plans and specifications, and shall not relieve the Contractor of his
duty as an independent contractor as previously set forth, it being expressly understood
and agreed that the Engineer does not assume any duty to pass upon the propriety or
adequacy of such drawings or schedules, or any means or methods reflected thereby, in
relation to the safety of either person or property during Contractor's performance
hereunder.
2.13 Preliminary Approval
The Engineer shall not have the power to waive the obligations of this contract for the
furnishing by the Contractor of good material, and of his performing good work as
herein described, and in full accordance with the plans and specifications. No failure or
omission of the Engineer to discover, object to or condemn any defective work or
material shall release the Contractor from the obligations to fully and properly perform
the contract, including without limitations, the obligation to at once tear out, remove and
properly replace the same at any time prior to final acceptance upon the discovery of said
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 event the
material has been once accepted by the Engineer, such acceptance shall be binding on the
Owner, unless it can be clearly shown that such material furnished does not meet the
specifications for this work.
Any questioned work may be ordered taken up or removed for re- examination, by the
Engineer, prior to final acceptance, and if found not in accordance with the plans and /or
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.
2.14 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, specifications, or the intent
thereof, the Contractor shall after receipt of written notice thereof from the Engineer,
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forthwith remove such material and rebuild or otherwise remedy such work so that it
shall be in full accordance with this contract.
2.15 Changes and Alterations
saacona.mauspm
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 the
construction, without affecting the validity of this contract and the accompanying
Performance and Payment Bonds.
If such changes or alterations diminish the quantity of the work to be done, they shall not
constitute the basis for a claim for damages, or anticipated profits on the work that may
be dispensed with, except as provided for unit price items under Section 5 "Measurement
and Payment ". 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 provided for unit price items under Section 5 "Measurement and Payment "; otherwise,
such additional work shall be paid for as provided under 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 recompense the
Contractor for any material or labor so used, and for any actual loss occasioned by such
change, due to actual expense incurred in preparation for the work as originally planned.
2.16 Inspectors
The Engineer may provide one (or more) field inspectors at the work site for the Limited
purpose of observing the work in progress and reporting back to the Engineer on the
extent, nature, manner and performance of the work so that the Engineer may more
effectively perform his duties hereunder. Such inspectors may also communicate between
Engineer and Contractor their respective reports, opinions, questions, answers and
clarifications concerning the plans, specifications and work but shall not be deemed the
agent of the Contractor for all purposes in communicating such matters.
Such inspector may confer with the Contractor or Contractor's superintendent concerning
the prosecution of the work and its conformity with the plans and specifications but shall
never be, in whole or part, responsible for, charged with, nor shall he assume, any
authority or responsibility for the means, methods or manner of completing the work or
of the superintendence of the work or of the Contractor's employees. It is expressly
understood and agreed that any such inspector is not authorized by the Engineer or
Owner to independently act for either or answer on behalf of either, any inquiries of the
Contractor concerning the plans, specifications or work. No inspector's opinion; advice;
interpretation of the plans or specifications of this contract; apparent or express approval
of the means, methods or manner of Contractor's performance of work in progress or
GC -11
completed; or discovery or failure to discover or object to defective work of materials
shall release Contractor from his duty to complete all work in strict accordance with the
plans and specifications or stop the Owner or Engineer from requiring that all work be
fully and properly performed including, if necessary, removal of defective or otherwise
unacceptable work and the re -doing of such work.
3. General Obligations and Responsibilities
3.01 Keeping of Plans and Specifications Accessible
The Engineer shall furnish the Contractor with an adequate and reasonable number of
copies of all plans and specifications without expense to him and the Contractor shall
keep one (1) copy of the same constantly accessible on the work. with the latest revisions
noted thereon.
3.02 Ownership of Drawings
All drawings, specifications and copies thereof furnished by the Engineer shall not be
reused on other work, and, with the exception of the signed contract sets, are to be
returned to him on request, at the completion of the work. All models are the property
of the Owner.
3.03 Adequacy of Design
It is understood that the Owner believes it has employed competent engineers and
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 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 said requirements of the Contract Documents, approved
modification thereof and all approved additions and alterations thereto.
3.04 Right of Entry
The Owner reserves the right to enter the property or location of which the works herein
contracted for are to be constructed or installed, by such agent or agents as he may elect,
for the purpose of inspecting the work, or for the purpose of constructing or installing
such collateral work as said Owner may desire.
3.05 Collateral Contracts
GC -12
geacond.msthlee
The Owner agrees to provide by separate contract or otherwise, all labor and material
essential to the completion of the work specifically excluded from this contract, in such
manner as not to delay the progress of the work, or damage said Contractor, except
where such delays are specifically mentioned elsewhere in the Contract Documents. The
Owner will attempt to coordinate the collateral work of utility companies regulated by
City franchises, but the City shall not be responsible for delays or other damages to the
Contractor which may result from their acts or omissions.
3.06 Discrepancies and Omissions
The Contractor shall provide written notice to the Engineer of any omissions or
discrepancies found in the contract. 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 construction, and in the event of any discrepancies
between the separate contract documents, the priority of interpretation defined under
"Contract Documents" shall govern. In the event that there is still any doubt as to the
meaning and intent of any portion of the contract, specifications or drawings, the
Engineer shall define which is intended to apply to the work.
3.07 Equipment, Materials and Construction Plant
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.
3.08 Damages
In the event the Contractor is damaged in the course of completion of the work by the
act, neglect, omission, mistake or default of the Owner or Engineer, 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.
3.09 Protection Against Accident to Employees and the Public
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 safety laws and building and construction codes. All
machinery and equipment and other physical hazards shall be guarded in accordance with
GC -13
1
the "Manual of Accident Prevention in Construction" of the Associated General
Contractors of America except where incompatible with Federal, State, or Municipal
laws or regulations. The Contractor shall provide such machinery guards, safe
1 walkways, ladders, bridges, gangplanks, and other safety devices. The safety
precautions actually taken and their adequacy shall be the sole responsibility of the
Contractor, acting at his discretion as an independent contractor.
In the event there is an accident involving injury to any individual on or near the work,
the Contractor shall immediately notify the Owner and Engineer of the event and shall
' be responsible for recording the location of the event and the circumstances surrounding
the event through photographs, interviewing witnesses, obtaining of medical reports and
other documentation that defines the event. Copies of such documentation shall be
provided to the Owner and the Engineer for their records.
3.10 Performance and Payment Bonds
Unless otherwise specified, it is further agreed by the Parties to the Contract that the
' Contractor will execute separate performance and payment bonds, each in the sum of one
hundred (100 %) percent of the total contract price, in standard forms for this purpose,
guaranteeing faithful performance of the work and the fulfillment of any guarantee
' required, and further guaranteeing payment to all persons supplying labor and materials
or furnishing him any equipment in the execution of the Contract. If the contract price
is $25,000.00 or less no payment or performance bond shall be required. It is agreed
that the Contract shall not be in effect until such performance and payment bond are
furnished and approved by the Owner.
1 Unless otherwise specified, the cost of the premium for the performance and payment
bonds shall be included in the price bid by the Contractor for the work under this
Contract, and no extra payment for such bonds will be made by the Owner.
1 Unless otherwise approved in writing by the Owner, the surety company underwriting
the bonds shall be licensed to write such bonds in the State of Texas.
3.11 Losses from Natural Causes
' Unless otherwise specified, all loss or damage to the Contractor arising out of the nature
of the work to be done, or from the action of the elements, or from any unforeseen
circumstance in the prosecution of the same, 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.
3.12 Protection of Adjoining Property
' The said Contractor shall take proper means to protect the adjacent or adjoining property
eemscmd.msU GC -14
1
1
gencond.maligee
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 regardless of whether
or not it is caused in part by a party indemnified hereunder, but any such indemnity shall
not apply to any claim of any kind arising solely out of the existence or character of the
work.
3.13 Protection Against Claims of Subcontractors, Laborers, Materialmen and
Furnishers of Machinery, Equipment and Supplies
The Contractor agrees that he will indemnify and save the Owner and Engineer harmless
from all claims growing out 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, 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 Contractor 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,
but in no event shall the provisions of this sentence be construed to impose any obligation
upon the Owner by either the Contractor or his Surety.
3.14 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 letter patent or copyright by suitable
legal agreement with the patentee or owner. The contractor shall defend all suits or
claims for infringement of any patent or copyright rights and shall indemnify and save
the Owner and 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 Contractor shall indemnify and save Owner harmless form any loss on account
thereof. If the material or process specified or required by the Owner is known by the
Contractor to be an infringement, the Contractor shall be responsible for such loss unless
he promptly gives such information to the Owner.
GC -15
3.15 Laws and Ordinances
The Contractor shall at all times observe and comply with all Federal, State and local
laws, ordinance and regulations, which in any manner affect the contract or the work,
and shall indemnify and save harmless the Owner and Engineer against any claim arising
from the violation of any such laws, ordinances, and regulations whether by the
Contractor or his employees, except where such violations are called for by the
provisions of the Contract Documents. If the Contractor observes that the plans and
specifications are at variance therewith, he shall promptly notify the Engineer in writing,
and any necessary changes shall be prepared 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. In case the Owner is a body politic and corporate, the law
from which it derives its powers, insofar as the same regulates the objects for which, or
the manner in which, or the conditions under which the Owner may enter into contract,
shall be controlling, and shall be considered as part of this contract, to the same effect
as though embodied herein.
3.16 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. 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 full obligations to the Owner, as provided by
this Agreement.
3.17 Indemnification
The Contractor shall defend, indemnify and hold harmless the Owner and the Engineer
and their respective officers, agents and employees, from and against all damages,
claims, losses, demands, suits, judgements and costs, including reasonable attorneys' fees
and expenses, arising out of or resulting from the performance of the work, provided that
any such damages, claim, loss, demand, suit, judgment, cost or expense:
1. Is attributable to bodily injury, sickness, disease or death to any person including
Contractor's employees and any Subcontractor's employees and any Sub -
Subcontractor's employees or to injury to or destruction of tangible property
including Contractor's property (other than the work itself) and the property of
any Subcontractor of Sub - Subcontractor including the loss of use resulting
GC -16
therefrom; and,
2. Is caused in whole or in part by any intentional or negligent act or omission of
the Contractor, any Subcontractor, any Sub - subcontractor or anyone directly or
indirectly employed by any one of them or anyone for whose acts any of them
may be liable, regardless of whether or not it is caused in part by a party
indemnified hereunder.
The obligation of the Contractor under this Paragraph shall not extend to the liability of
the Engineer, his agents or employees arising out of the preparation of maps, plans,
reports, surveys, Change Orders, designs or specifications, or the approval of maps,
plans, reports, surveys, Change Orders, designs or specifications or the issuance of or
the failure to give directions or instructions by the Engineer, his agents or employees,
provided such is the sole cause of the injury or damage.
In any and all claims against the Owner or the Engineer or any of their agents or
employees by any employee of the Contractor, any Subcontractor, any Sub -
Subcontractor, anyone directly or indirectly employed by any of them or anyone for
whose acts any of them may be liable, the indemnification obligation under Paragraph
3.17 shall not be limited in any way by any limitation on the amount or type of damages,
compensation or benefits payable by or for the Contractor or any Subcontractor or Sub -
Subcontractor under workmen's compensation acts, disability benefit acts or other
employee benefit acts.
3.18 Insurance
The Contractor shall carry insurance as follows for the duration of this contract.
A. Statutory Workmen's Compensation.
Definitions:
Certificate of coverage ( "certificate ") - A copy of a certificate of insurance, a
certificate of authority to self - insure issued by the Texas Workers' Compensation
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
GC -17
e®nd.methwec
all persons or entities performing all 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.
The Contractor shall provide coverage, based on proper reporting of classification
codes and payroll amounts and filing of any coverage agreements, that meets the
statutory requirements of Texas Labor Code, Section 401.011(44) for all
employees of the Contractor providing services on the project, for the duration
of the project. This coverage shall include the following terms:
(a) Employer's Liability limits of $100,000.00 for each accident is
required.
(b) "Texas Waiver of Our Right to Recover From Others"
Endorsement WC 42 03 04 shall be included in this policy.
( c) Texas must appear in Item 3A of the Worker's Compensation
coverage or Item 3C must contain the following: Ass States except those
listed in 3A and the States of NV, ND, OH, WA, WV, and WY.
The Contractor must provide a certificate of coverage to the governmental entity
prior to being awarded the contract.
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.
The Contractor shall obtain from each person providing services on a project, and
provide to the governmental entity:
(a) a certificate of coverage, prior to that person beginning work on
the project, so the governmental entity will have on file certificates of
coverage showing coverage for all persons providing services on the
project; and
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geomadmisUspec
(b) no later than seven calendar 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.
The Contractor shall retain all required certificates of coverage for the duration
of the project and for one year thereafter.
The Contractor shall notify the governmental entity in writing by certified mail
or personal delivery, within 10 calendar days after the Contractor knew or should
have known, or any change that materially affects the provision of coverage of
any person providing services on the project.
The Contractor shall post on each project site a notice, in the text, form and
manner prescribed by the Texas Workers' 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.
The Contractor shall contractually require each person with whom it contracts to
provide services on project, to:
(a) provide coverage, based on proper reporting of classification codes
and payroll amounts of filing of any coverage agreements, that 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;
(b) 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;
( c) 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;
(d) obtain from each other person with whom it contracts, and provide
to the Contractor:
(1) a certificate of coverage, prior to the other person
beginning work on the project; and
(2) a new certificate of coverage showing 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
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duration of the project;
(e) retain all required certificates of coverage on file for the duration
of the project and for one year thereafter;
(f) notify the governmental entity in writing by certified mail or
personal delivery, within 10 calendar 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
(g) contractually require each person with whom it contracts, to
perform as required by paragraphs (a) - (g), with the certificates of
coverage to be provided to the person for whom they are providing
sery ices.
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 workers' compensation coverage for the duration of the project, that
the coverage 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.
The Contractor's failure to comply with any of these provisions is a breach of
contract by the contractor that entitles the governmental entity to declare the
contract void if the Contractor does not remedy the breach within ten calendar
days after the receipt of notice of breach from the governmental entity.
B. Comprehensive General Liability Insurance with minimum Bodily Injury limits
of $300,000 for each occurrence including like coverage for acts and omissions
of Subcontractors and contractual liability coverage.
C. Property Damage Insurance with minimum limits of $50,000 for each occurrence
including like coverage for acts and omissions of Subcontractors and contractual
liability coverage.
D. Automobile Liability Insurance for all owned, non - owned, and hired vehicles with
minimum limits for Bodily Injury of $100,000 for each person and $300,000 for
each occurrence and Property Damage minimum limits of $50,000 for each
occurrence. Contractor shall require subcontractors to provide Automobile
Liability Insurance with same minimum limits.
GC -20
The Contractor shall not commence work at the site under this contract until he has
obtained all required insurance and until such insurance has been approved by the Owner
and Engineer. The Contractor shall not allow any Subcontractors to commence work
until all insurance required has been obtained and approved. Approval of the insurance
by the Owner and Engineer shall not relieve or decrease the liability of the contractor
hereunder.
The required insurance must be written by a company licensed to do business in Texas
at the time the policy is issued. In addition, the company must be acceptable to the
Owner and all insurance (other than Workmen's compensation) shall be endorsed to
include the Owner as an additional insured thereunder.
The Contractor shall not cause any insurance to be cancelled nor permit any insurance
to lapse. All insurance certificates shall include a clause to the effect that the policy shall
not be cancelled or reduced, restricted or limited until ten (10) days after the Owner has
received written notice as evidenced by return receipt of registered or certified letter.
Certificates of Insurance shall contain transcripts from the proper office of the insurer,
evidencing in particular those insured, the extent of the insurance, the location and the
operations to which the insurance applies, the expiration date, and the above mentioned
notice of cancellation clause.
3.19 Final Clean -up
3.20 Guarantee Against Defective Work
Upon the completion of the work and before acceptance and final payment will be made,
the Contractor shall clean and remove from the site of the work, surplus and discarded
materials, temporary structures and debris of every kind. He shall leave the site of the
work in a neat and orderly condition at least equal to that which originally existed.
Surplus and waste materials removed from the site of the work shall be disposed of at
locations satisfactory to the Engineer.
In the event Contractor fails or refuses to clean and remove surplus materials and debris
as above provided, the Owner or Engineer may do so, or cause same to be done, at the
Contractor's expense and the reasonable cost thereof shall be deducted from the final
payment.
The contractor warrants the materials and workmanship and that the work is in
conformance with the plans and specifications included in this contract for a period of
one year from the date of acceptance of the project. Said warranty binds the
contractor to correct any work that does not conform with such plans and specifications
or any defects in workmanship or materials furnished under this con tract which may be
discovered within the said one year period. The Contractor shall at his own expense
correct such defect within thirty days after receiving written notice of such defect from
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the Owner or Engineer by repairing same to the condition called for in the contract
documents and plans and specifications. Should the Contractor fail or refuse to repair
such defect within the said thirty day period or to provide acceptable assurances that such
repair work will be completed within a reasonable time thereafter, the Owner may repair
or cause to be repaired any such defect at the Contractor's expense.
3.21 Testing of Materials
Unless otherwise specified, testing of all materials to be incorporated into the project will
be as directed by the Engineer at the expense of the Owner. All retesting for work
rejected on the basis of test results will be at the expense of the Contractor and the extent
of the retesting shall be determined by the Engineer. The Engineer may require
additional testing for failing tests and may require two passing retests before acceptance
will be made by the Owner. The testing laboratory will be designated by the Owner.
All materials to be incorporated into the project must meet the requirements of these
specifications. For manufactured materials such as reinforcing steel, expansion joint
materials, concrete pipe, cement, miscellaneous steel, cast iron materials, etc., the
Contractor will be required to furnish a manufacturer's certificate stating that the material
meets the requirements specified for this project.
3.22 Wage Rates (Information From Chapter 2258 Texas Government Code Title 10)
2258.021. Duty of Government Entity to Pay Prevailing Wage Rates
a. The state or any political subdivision of the state shall pay a worker employed by
it or on behalf of it:
(1) not less than the general prevailing rate of per diem wages for work
of a similar character in the locality in which the work is performed;
and
(2) not less than the general prevailing rate of per diem wages for legal
holiday and overtime work.
b. Subsection (a) does not apply to maintenance work.
c. A worker is employed on a public work for the purposes of this section if the
worker is employed by a contractor or subcontractor in the execution of a contract
for the public work with the state, a political subdivision of the state, or any officer
or public body of the state or a political subdivision of the state.
2258.023. Prevailing Wage Rates to be Paid by Contractor and Subcontractor,
Penalty
a. The contractor who is awarded a contract by a public body or a subcontractor of
the contractor shall pay not less than the rates determined under Section 2258.022
to a worker employed by it in the execution of the contract.
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b. A contractor or subcontractor who violates this section shall pay to the state or a
political subdivision of the state on whose behalf the contract is made, $60 for each
worker employed for each calendar day or part of the day that the worker is paid
less than the wage rates stipulated in the contract. A public body awarding a
Contract shall specify this penalty in the contract.
c. A contractor or subcontractor does not violate this section if a public body
awarding a contract does not determine the prevailing wage rates, and specify the
rates in the contract as provided by Section 2258.022.
d. The public body shall use any money collected under this section to offset the costs
incurred in the administration of this chapter.
e. A municipality is entitled to collect a penalty under this section only if the
municipality has a population of more than 10,000.
2258.051. Duty of Public Body to Hear Complaints and Withhold Payment
A public body awarding a contract, and an agent or officer of the public body, shall:
1. take cognizance of complaints of all violations of this chapter committed in the
execution of the contract; and
2. withhold money forfeited or required to be withheld under this Chapter from the
payments to the contractor under the contract, except that, the public body may not
withhold money from other than the final payment without determination by the
public body that there is good cause to believe that the contractor has violated this
chapter.
Applicable wage rates are shown in Section 06 WAGE RATES of the SPECIAL
CONDITIONS.
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WR1001 July 1997
4. Prosecution and Progress
4.01 Time and Order of Completion
gamom.maVepec
It is the meaning and intent of this contract, unless otherwise herein specifically provided,
that the Contractor shall be allowed to prosecute his work at such times and seasons, in
such order of precedence, and in such manner as shall be most conducive to economy of
construction; provided, however, that the order and the time of prosecution shall be such
that the work shall be substantially completed as a whole and in part, in accordance with
this contract, the plans and specifications, and within the time of completion designated
in the Proposal: provided, also, that when the Owner is having other work done, either
by contract or by his own force, the Engineer may direct the time and manner of
constructing the work done under this contract, so that conflict will be avoided and the
construction of the various works being done for the Owner shall be harmonized.
The Contractor shall submit, at such times as may reasonably be requested by the
Engineer, schedules which shall show the order in which the Contractor proposes to carry
on the Work, with dates at which the Contractor will start the several parts of the work,
and estimated dates of completion of the several parts.
4.02 Extension of Time
Should the Contractor be delayed in the completion of the work by any act or neglect of
the Owner or Engineer, or of any employee of either, or by other contractors employed
by the Owner, or by changes ordered in the work, or by strikes, lockouts, fires, and
unusual delays by common carriers, or unavoidable cause or causes beyond the
Contractor's control, or by any cause which the Engineer shall decide justifies the delay,
then an extension of time shall be allowed for completing the work, sufficient to
compensate for the delay, the amount of the extension to be determined by the Engineer,
provided, however, that the Contractor shall give the Engineer prompt notice in writing
of the cause of such delay. Adverse weather conditions will not be justification for
extension of time on "Calendar Days" contracts.
4.03 Hindrances and Delays
No claims %hall be made by the Contractor for damages resulting from hindrances or
delays from any cause (except where the work is stopped by order of and for the
convenience of the Owner) during the progress of any portion of the work embraced in
this contract. In case said work shall be stopped by the act of the Owner, then such
expense as in the judgment of the Engineer is caused by such stoppage of said work shall
be paid by the Owner to the Contractor.
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5. Measurement and Payment
5.01 Quantities and Measurements
5.02 Estimated Quantities
gdmmspec
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.
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 material
to be furnished under this contract may differ somewhat from these estimates, and that
where the basis for payment under this contract is the unit price method, payment shall be
for the actual amount of such work done and material furnished.
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, the material actually furnished
under this contract and the estimated quantities contemplated and contained in the
proposal; provided, however, that in case the actual quantity of any major item should
become as much as 20% more than, or 20% less than the estimated or contemplated
quantity for such items, then either party to this Agreement, upon demand, shall be
entitled to revised consideration upon the portion of the work above or below 20% of the
estimated quantity.
A "Major Item" shall be construed to be any individual bid item incurred in the proposal
that has a total cost equal to or greater that five (5) percent of the total contract cost,
computed on the basis of the proposal quantities and the contract unit prices.
Any revised consideration is to be determined by agreement between the parties, otherwise
by the terms of this Agreement, as provided under "Extra Work ".
5.03 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 on the completion of all work and on
the delivery of all material embraced in this Contract in full conformity with the
specifications and stipulations herein contained, the Owner agrees to pay the Contractor
the prices set forth in the Proposal hereto attached, which has been made a part of this
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1
1 contract. The Contractor hereby agrees to receive such prices in full for furnishing all
material and all labor required for the aforesaid work, also for all expense incurred by
him, and for well and truly performing the same and the whole thereof in the manner and
1 according to this Agreement.
5.04 Partial Payments
1 On or before the 1st day of each month, the Contractor shall submit to the Engineer a
statement showing the total value of the work performed up to and including the 25th day
of the preceding month. The statement shall also include the value of all sound materials
delivered on the job site and to be included in the work and all partially completed work
1 whether bid as a lump sum or a unit item which in the opinion of the Engineer is
acceptable. The Engineer shall examine and approve or modify and approve such
statement.
The Owner shall then pay the Contractor on or before the 20th day of the current month
the total amount of the approved statement, less 10 percent of the amount thereof, which
1 10 percent shall be retained until final payment, and further less all previous payments and
all further sums that may by 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
1 unexpected and unusual delay occurs due to no fault or neglect on the part of the
Contractor, and Owner may - upon written recommendation of the Engineer - pay a
reasonable and equitable portion of the retained percentage to the Contractor; or the
1 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 ".
1 5.05 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 the time for completing the entire work
or such portions may not have expired but such taking possession and use shall not be
1 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 the Engineer
1 may determine.
The Contractor shall notify the Engineer when, in the Contractor's opinion, the contract
is "substantially completed" and when so notifying the Engineer, the Contractor shall
furnish to the Engineer in writing a detailed list of unfinished work. The Engineer will
1 review the Contractor's list of unfinished work and will add thereto such items as the
Contractor has 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
1 a minor or major nature, and thereby completing the structure or facility in accordance
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1
with the Contract Documents.
5.06 Final Completion and Acceptance
Within ten (10) days after the Contractor has given the Engineer written notice that the
work has been completed, or substantially completed, the Engineer and the Owner shall
inspect the work and within said time, if the work be found to be completed in accordance
with the Contact Documents, the Engineer shall issue to the Owner and the Contractor his
Certificate of Completion, and thereupon it shall be the duty of the Owner 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.
5.07 Final Payment
Upon the issuance of the Certificate of Completion, the Engineer shall proceed to make
final measurements and prepare final statement for the value of all work performed and
materials furnished under the terms of the Agreement and shall certify same to the Owner,
who shall pay to the Contractor on or before 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 this contract; and said payment shall become due in any event upon said performance
by the Contractor. 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.
5.08 Payments Withheld
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The Owner may, on account of subsequently discovered evidence, withhold or nullify the
whole or part of any certificate to such extent as may be necessary to protect himself from
Loss on account of:
a) Defective work not remedied or other obligations hereunder not done.
b) Claims filed or reasonable evidence indicating probable filing of claims.
c) Failure of the Contractor to make payments properly to subcontractors or for
material or labor.
d) Damage to the Owner or another contractor's work, material or equipment.
e) Reasonable doubt that the work can be completed for the unpaid balance of the
contract amount.
f) Reasonable indication that the work will not completed within the contract time.
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g) Other causes affecting the performance of the contract.
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
shall be made for amounts withheld because of them.
5.09 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, 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 6% per
annum, unless otherwise specified, from date due as provided under 'partial payments' and
final 'payments,' until fully paid, which shall fully liquidate any injury to the Contractor
growing out of such delay in payment. It is expressly agreed that delay by the Owner in
making payment to the Contractor of the sum named in any partial or final statement shall
not constitute a breach of this contract on the part of the Owner nor an abandonment
thereof nor shall it to any extent or for any time relieve the Contractor of his obligations
to fully and completely perform hereunder.
6. Extra Work and Claims
6.01 Change Orders
6.02 Minor Changes
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 execute a Change Order which has been
prepared by the Engineer and executed by the Owner, The Engineer may in writing
instruct the Contractor to proceed with the work as set forth in the Change Order and the
Contractor may make claim against the Owner for Extra Work involved therein, as
hereinafter provided.
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 change or alteration authorized by the Engineer
involves Extra Work and entitles him to an increase in the Contract Price, the Contractor
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goucmd.mmlepec
shall make written request to the Engineer for a written Field Order.
In such case, the Contractor by copy of his communication to the Engineer or otherwise
in writing shall advise the Owner of his request to the Engineer for a written Field Order
and that 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.
6.03 Extra Work
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 the unit prices upon which this contract was bid to the extent such work can
be fairly classified within the various work item descriptions and for work items that
cannot be so classified 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 (15) percent.
In the event said Extra Work be 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 workmen, such as foreman, timekeepers,
mechanics and laborers, and materials, supplies, trucks, rentals on machinery and
equipment, for the time actually employed or used on such Extra Work, plus actual
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, also 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 Workmen's Compensation,
and all other insurance as may be required by any law or ordinance, or directed by the
Owner, or by them agreed to. The Engineer may direct the form in which accounts of the
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' "actual field cost" shall be kept and the records of these accounts shall be made available
to the Engineer. The Engineer or Owner may also specify in writing, before the work
commences, the method of doing the work and the type and kind of machinery and
' equipment to be used; otherwise these matters shall be determined by the Contractor.
Unless otherwise agreed upon, the prices for the use of machinery and equipment shall be
determined by using 100 per cent, unless otherwise specified, of the latest schedule of
Equipment Ownership Expense adopted by the Associated General Contractors of America.
Where practicable the terms and prices for the use of machinery and equipment shall be
incorporated in the Written Extra Work Order. The fifteen (15 %) percent of the "actual
field cost" to be paid 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
1 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 will thereby preserve
the right to submit the matter of payment to arbitration, as hereinbelow provided.
1 6.04 Tune of Fling Claims
1 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 appeal from the Engineer's decision, any demand for arbitration
1 shall be filed with the Engineer and the Owner in writing within ten (10) days after the
date of delivery to Contractor of the Engineer's fmal decision. It is further agreed that
final acceptance of the work by the Owner and the acceptance by the Contractor of the
1 final payment shall be a bar to any claims by either party, except claims by Owner for
defective work or enforcement of warranties and except as noted otherwise in the contract
' documents.
6.05 Continuing Performance
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1
6.06 Arbitration
The Contractor shall continue performance of the contract during all disputes or
disagreements with the Owner. The production or delivery of goods, the furnishing of
services and the construction of projects or facilities shall not be delayed, prejudiced or
postponed pending resolution of any disputes or disagreements, except as the Owner may
otherwise agree in writing.
All questions of dispute under this Agreement shall be submitted to arbitration at the
request of either party to the dispute. The parties may agree upon one arbiter, otherwise,
there shall be three, one named in writing by each party, and the third chosen by the two
arbiters so selected; or if the arbiters fail to select a third within ten (10) days, he shall be
chosen by a District Judge serving the County in which the major portion of the project
is located, unless otherwise specified. Should the party demanding arbitration fail to name
an arbiter within ten (10) days of the demand, his right to arbitrate shall lapse, and the
decision of the Engineer shall be final and binding on him. Should the other party fail to
choose an arbiter within ten (10) days, the Engineer shall appoint such arbiter. Should
either party refuse or neglect to supply the arbiters with any papers or information
demanded in writing, the arbiters are empowered by both parties to take ex parte
proceedings.
The arbiters shall act with promptness. The decision of any two shall be binding on both
parties to the contract. The decision of the arbiters upon any questions submitted to
arbitration under this contract shall be a condition precedent to any right of legal action.
The decision of the arbiter or arbiters may be filed in court to carry it into effect.
The arbiters, if they deem the case demands it, are authorized to award the party whose
contention is sustained, such sums as they deem proper for the time, expense and trouble
incident to the appeal, and if the appeal was taken without reasonable cause, they may
award damages for any delay occasioned thereby. The arbiters shall fix their own
compensation unless otherwise provided by agreement, and shall assess the cost and
charges of the arbitration upon either or both parties. The award of the arbiters must be
made in writing.
7. Abandonment of Contract
7.01 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,
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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, materials 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 (except when used in connection with Extra Work, where credit shall be
allowed as provided for under Section 6, Extra Work and Claims), 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 provided or in case the Surety should fail to
commence compliance with the notice for completion hereinbefore provided for, within
ten (10) days after service of such notice, then the Owner may provide for completion of
the work in either of the following elective manners:
(1) The Owner may thereupon employ such force of men and use such
machinery, equipment, tools, materials and supplies as said 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
moneys 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 said Contractor, then the Contractor and /or his
Surety shall pay the amount of such excess to the Owner, or
(2) The Owner under competitive bids, taken after notice published as required
by law, may let the contract for the completion of the work under
substantially the same terms and conditions which are provided in this
contract. In case there is 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
contract prove to be less than would have been the cost to complete under
this contract, the Contractor and /or his Surety shall be credited therewith.
When the work shall have been substantially completed the Contractor and his Surety shall
be so notified and Certificates of Completion and Acceptance, as provided in Paragraph
5.06 hereinabove, shall be issued. A complete itemized statement of the contract accounts,
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certified to 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, or the Owner as
the case may be, shall pay the balance due as reflected by said statement, within fifteen
(15) days after the date of such Certificate of Completion.
In the event the statement of accounts shows that the cost to complete the work is less than
that which would have been the cost to the Owner had the work been completed by the
Contractor under the terms of this contract; or when the Contractor and /or his Surety shall
pay the balance shown to be due by them to the owner, then all machinery, equipment,
tools, materials 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 hereinabove, and there remains any machinery, equipment, tools,
materials or supplies on the site of the work, notice thereof, together with an itemized list
of such equipment and materials, shall be mailed to the Contractor and his Surety at the
respective addresses designated in this 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 said notice the Owner may sell such machinery,
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 opened to the Contractor and his Surety.
7.02 Abandonment by Owner
sewoad.marsrec
In case the Owner shall fail to comply with the terms of this contract, and should fail 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 work that have not
been included in payments to the Contractor and have not been wrought into the work.
And thereupon the Engineer shall make an estimate of the total amount earned by the
Contractor, which estimate shall include the value of all work actually completed by said
Contractor (at the prices stated in the attached proposal where unit prices are used), the
value of all partially completed work at a fair and equitable price, and the amount of all
Extra Work performed at the prices agreed upon, or provided for by the terms of this
contract, and a reasonable sum to cover the cost of any provisions made by the Contractor
to carry the whole work to completion and which cannot be utilized. The Engineer shall
then make a final statement of the balance due the Contractor by deducting from the above
estimate all previous payments by the Owner and all other sums that may be retained by
the Owner under the terms of this Agreement and shall certify same to the Owner who
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shall pay to the Contractor on or before thirty (30) days after the date of the notification
by the Contractor the balance shown by said final statement as due the Contractor, under
the terms of this Agreement.
8. Subcontractors
8.01 Award of Subcontracts for Portions of the Work
gancondrast/spec
Unless otherwise specified in the Contract Documents or in the Instructions to Bidders,
the Contractor, as soon as practicable after the award of the Contract, shall furnish to the
Engineer in writing for acceptance by the Owner and the Engineer a list of the names of
the Subcontractors proposed for the principal portions of the work. The Engineer shall
promptly notify the Contractor in writing if either the Owner or the Engineer, after due
investigation, has reasonable objection to any Subcontractor on such list and does not
accept him. Failure of the Owner or Engineer to make objection promptly to any
Subcontractor on the List shall constitute acceptance of such Subcontractor.
The Contractor shall not contract with any Subcontractor or any person or organization
(including those who are to furnish materials or equipment fabricated to a special design)
proposed for portions of the work designated in the Contract Documents or in the
Instructions to Bidders or, if none is so designated, with any Subcontractor proposed for
the principal portions of the work who has been rejected by the Owner and the Engineer.
The Contractor will not be required to contract with any Subcontractor or person or
organization against whom he has a reasonable objection.
If the Owner or Engineer refuses to accept any Subcontractor or person or organization
on a list submitted by the Contractor in response to the requirements of the Contract
Documents or the Instructions to Bidders, the Contractor shall submit an acceptable
substitute and the Contract amount shall be increased or decreased by the difference in cost
occasioned by such substitution and an appropriate change order shall be issued; however,
no increase in the Contract amount shall be allowed for any such substitution unless the
Contractor has acted promptly and responsively in submitting for acceptance any list or
lists of names as required by the Contract Documents or the Instructions to Bidders.
If the Owner or the Engineer requires a change of any proposed Subcontractor or person
or organization previously accepted by them, the Contract amount shall be increased or
decreased by the difference in cost occasioned by such change and an appropriate Change
Order shall be issued.
The Contractor shall not make any substitution for any Subcontractor or person or
organization who has been accepted by the Owner and the Engineer, unless the substitution
is acceptable to the Owner and the Engineer.
GC -34
1
8.02 Subcontractual Relations
All work performed for the Contractor by a Subcontractor shall be pursuant to an
1 appropriate written agreement between the Contractor and the Subcontractor (and where
appropriate between Subcontractors and Sub - subcontractors) which shall contain provisions
that:
1 (1) preserve and protect the rights of the Owner and Engineer under the
Contract with respect to the work to be performed under the subcontract so
1 that the subcontracting thereof will not prejudice such rights;
(2) require that such work be performed in accordance with the requirements
' of the Contract Documents;
(3) require submission to the Contractor of the applications for payment under
each subcontract to which the Contractor is a party, in reasonable time to
1 enable the Contractor to apply for payment in accordance with this contract;
(4) require that all claims for additional costs, extensions of time, damages for
delays or otherwise with respect to subcontracted portions of the work shall
1 be submitted to the Contractor (via any Subcontractor or Sub - subcontractor
where appropriate) in sufficient time so that the Contractor may comply in
the manner provided in the Contract Documents for like claims by the
1 Contractor upon the Owner;
(5) obligate each subcontractor specifically to consent to the provisions of this
section.
1 A copy of all such Subcontract Agreements shall be filed by the Contractor with the
Engineer before the Subcontractor shall be allowed to commence work.
1 8.03 Payments to Subcontractors
' The Contractor shall pay each Subcontractor, upon receipt of payment from the Owner,
an amount directly based upon the value of the work performed and allowed to the
Contractor on account of such Subcontractor's work, less the percentage retained from
1 payments to the Contractor. The Contractor shall also require each Subcontractor to make
similar payments to his subcontractors.
If the Engineer fails to approve a payment for any cause which is the fault of the
Contractor and not the fault of a particular Subcontractor, the Contractor shall pay the
Subcontractor on demand, made at any time after the Certificate for Payment should
1 otherwise have been issued, for his work to the extent completed, less the retained
percentage.
The Engineer may, on request and at his discretion, furnish to any Subcontractor, if
practicable, information regarding percentages of completion certified to the Contractor
1 on account of work done by such Subcontractors.
Boacoad.mw GC -35
1
1
Neither the Owner nor the Engineer shall have any obligation to pay or to see to the
payment of any moneys to such Subcontractor except as may otherwise be required.
9. Separate Contracts
9.01 Owner's Right to Award Separate Contracts
gencond.mstlepes
The Owner reserves the right to award other contracts in connection with other portions
of the project under these or similar conditions of the Contract.
When separate contracts are awarded for different portions of the Project, The
Contractor" in the contract documents in each case shall be the contractor who signs each
separate contract.
9.02 Mutual Responsibility of Contractors
The Contractor shall afford other contractors reasonable opportunity for the introduction
and storage of their materials and equipment and the execution of their work, and shall
properly connect and coordinate his work with theirs.
If any part of the Contractor's work depends for proper execution or results upon the work
of any other separate contractor, the Contractor shall inspect and promptly report to the
Engineer any apparent discrepancies or defects in such work that render it unsuitable for
such proper execution and results. Failure of the Contractor to so inspect and report shall
constitute an acceptance of the other contractor's work as fit and proper to receive his
Work, except as to defects which may develop in the other separate contractor's work after
the execution of the Contractor's Work.
Should the Contractor cause damage to the work or property of any separate contractor
on the project, the Contractor shall, upon due notice, settle with such other contractor by
agreement or arbitration, if he will so settle. If such separate contractor sues the Owner
or initiates an arbitration proceeding on account of any damage alleged to have been so
sustained, the Owner shall notify the Contractor who shall defend such proceedings at the
Contractor's expense, and if any judgment or award against the Owner arises therefrom
the Contractor shall pay or satisfy it and shall reimburse the Owner for all attorney's fees
and court or arbitration costs which the Owner has incurred.
9.03 Cutting and Patching under Separate Contracts
The Contractor shall be responsible for any cutting, fitting and patching that may be
required to complete his work except as otherwise specifically provided in the Contract
Documents. The Contractor shall not endanger any work of any other contractors by
cutting, excavating or otherwise altering any work and shall not cut or alter the work of
GC -36
any other contractor except with the written consent of the Engineer.
Any costs caused by defective or ill-timed work shall be borne by the party responsible
therefor.
10. Protection of Persons and Property
10.01 Safety Precautions and Programs
s
The Contractor shall be responsible for initiating, maintaining and supervising all safety
precautions and programs in connection with the work.
10.02 Safety of Persons and Property
The Contractor shall take all reasonable precautions for the safety of, and shall provide
all reasonable protection to prevent damage, injury, or loss to:
(1) all employees on the work and all other persons who may be affected
thereby:
(2) all the work and all materials and equipment to be incorporated therein,
whether in storage or off the site, under the care, custody or control of the
Contractor or any of his Subcontractors or Sub - Subcontractors; and
(3) other property at the site or adjacent thereto, including trees, shrubs, lawns,
walks, pavements, fences, roadways, structures and utilities not designated
for removal, relocation or replacement in the course of construction.
The Contractor shall comply with all applicable laws, ordinances, rules, regulations and
lawful orders of any public authority having jurisdiction for the safety of persons or
property or to protect them from damage, injury or loss. He shall erect and maintain, as
required by existing conditions and progress of the work, all reasonable safeguards for
safety and protection, including posting danger signs and other warnings against hazards,
promulgating safety regulations and notifying owners and users of adjacent utilities.
When the use or storage of explosives or other hazardous materials or equipment is
necessary for the execution of the work, the Contractor shall exercise the utmost care and
shall carry on such activities under the supervision of properly qualified personnel.
All Blasting, including methods of storing and handling explosives and highly inflammable
materials, shall conform to Federal, State, Local Laws and Ordinances. All City
Ordinances shall be complied with even though some or all of the blasting is done outside
the City Limits unless the applicable Ordinance is in conflict with the law of the
jurisdiction where the action is being taken.
The following is a list of requirements in addition to Federal, State, and Local Laws and
GC -37
8eocond.meuspec
Ordinances.
The Contractor shall furnish the City of Round Rock with a Certificate of
Blasting Insurance in the amount of $300,000.00 for each contract, at least
twenty-four hours prior to using explosives. A blasting permit must be
obtained from the City at least five (5) days prior to use of explosives. If
Blasting is covered under the Contractors General Insurance Certificate for
each contract, a separate blasting certificate will not be required.
2. The following public utility companies and City Department will be notified
by the Contractor, on every occasion, at least twenty -four (24) hours prior
to the use of explosives: Water and Wastewater, Electric, Gas, Telephone
and the City Engineering Department.
3. Explosive materials to be used shall be limited to blasting agents and
dynamite, unless prior approval of other materials is obtained in writing
from the Engineering Department.
4. During blasting, all reasonable precautions shall be taken to protect
pedestrians, passing vehicles, and public or private property. Blasting mats
or protective cover shall be used when required by the City Inspector, the
permit, or by safe blasting practices.
5. All explosives shall be stored in accordance with Chapter 5, Section 5.200,
of the City Code.
6. The Director of Engineering or his representative shall have the right to
limit the use of explosives and /or blasting methods which in his opinion are
dangerous to the public or nearby property of any kind.
7. The Contractor, at his expense, shall promptly repair or replace all items
known to be damaged as a result of blasting. All claims of damage shall
be investigated by the City or by Consulting Firms approved by the City.
8. The Contractor shall maintain accurate records throughout the Blasting
operations showing the type explosive used, number of holes, pounds per
hole, depth of hole, total pounds per shot, delays used, date and time of
blast and initials of the Inspector. The Contractor is fully responsible for
all claims resulting from his blasting operation.
All damage or loss to any property referred to in this article caused in whole or in part by
the Contractor, any Subcontractor, any Sub - subcontractor, or anyone directly or indirectly
employed by any of them, or by anyone for whose acts any of them may be liable, shall
be remedied by the Contractor, except damage or loss attributable solely to faulty
GC -38
10.03 Location and Protection of Utilities
gencoaxLmstispec
Drawings or Specifications or solely to the acts or omissions of the Owner or Engineer or
anyone employed by either of them, and not attributable in any degree to the fault or
negligence of the Contractor.
The contractor shall designate a responsible member of his organization at the site whose
duty shall be the prevention of accidents. This person shall be the Contractor's
superintendent unless otherwise designated in writing by the Contractor to the Owner and
the Engineer.
Notwithstanding any other provision of this contract, the Contractor shall be solely
responsible for the location and protection of any and all public utility lines and utility
customer service lines in the work area. The Contractor shall exercise due care to locate
and to mark, uncover or otherwise protect all such lines in the construction zone and any
of the Contractor's work or storage areas. Upon request, the Owner shall provide such
information as it has about the location and grade of water, sewer, gas, and telephone and
electric lines and other utilities in the work area but such information shall not relieve or
be deemed to be in satisfaction of the Contractor's obligation hereunder, which shall be
primary and nondelegable. Any such lines damaged by the Contractor's operations shall
be immediately repaired by the Contractor or he shall cause such damage to be repaired
at his expense.
GC -39
5.0 SPECIAL CONDITIONS
1
' SECTION 01- INFORMATION
1
01-01 ENGINEER
' The word "Engineer" in these Specifications shall be understood as
I referring to the City of Round Rock, 221 East Main Street, Round Rock,
Texas 78664, Engineer of the Owner, or the Engineer's authorized
representative to act in any particular position for the Owner.
1 01 -02 COPIES OF PLANS AND SPECIFICATIONS FURNISHED
The Agreement will be prepared in not less than five (5) counterpart
(original signed) sets. Owner will furnish Contractor two (2) sets of
conforming Contract Documents and Specifications and four (4) sets of
1 Plans free of charge, and additional sets will be obtained from the
Engineer at commercial reproduction rates plus 20 % for handling.
1 01 -03 GOVERNING CODES
I All construction as provided for under these Plans and Specifications shall
be governed by any existing Resolutions, Codes and Ordinances, and any
subsequent amendments or revisions thereto as set forth by the Owner.
' 01 -04 LIQUIDATED DAMAGES FOR FAILURE TO COMPLETE ON
TIME
The Contractor agrees that time is of the essence for this Contract and that
I the definite value of damages which would result from delay would be
incapable of ascertainment and uncertain, so that for each day of delay
beyond the number of days herein agreed upon for the completion of the
1 work herein specified and contracted for, after due allowance for such
extension of time as is provided for under the provisions of Section 4.02
I of the General Conditions, the Owner may withhold permanently from the
Contractor's total compensation, not as penalty but as liquidated damages,
the sum of $250.00 per calendar day.
1 01-05 LOCATION
I The location of work shall be as mentioned in the Notice to Bidders and as
indicated on Plans.
1
SC -2
1
01 -06 USAGE OF WATER
All water used during construction shall be provided by the City. The City
' shall specify the location from which the Contractor is to procure water.
The Contractor shall be responsible for providing all apparatus necessary
' for procuring, storing, transporting and using water during construction.
The Contractor shall strive to use that amount of water which is reasonable
to perform the work associated with this contract and shall endeavor to
' avoid excessive waste. The Contractor will be required to pay for all water
used if it is found that unnecessary or excessive waste is occurring during
construction.
01 -07 PAY ESTIMATES
' If pay estimates from the Contractor are not received by the Engineer on
or before the time specified in Section 5.04 of the General Conditions, then
the pay estimate will not be processed and will be returned to Contractor.
1 SECTION 02- SPECIAL CONSIDERATIONS
' 02 -01 CROSSING UTILITIES
1 Prior to commencing the work associated with this contract, it shall be the
Contractor's responsibility to make arrangements with the Owners of such
utility companies to uncover their particular utility lines or otherwise
I confirm their location. Certain utility companies perform such services at
their own expense, however, where such is not the case, the Contractor will
cause such work to be done at his own expense.
I 02 -02 UTILITY SERVICES FOR CONSTRUCTION
1 The Contractor will be responsible for providing his own utility services
while performing the work associated with this contract. No additional
' payment will be made for this item.
1
1
speconcLmstispecs SC -3
1
1
02 -03 GUARANTEES
The Contractor warrants the materials and workmanship and that the work
is in conformance with the plans and specifications included in this contract
for the period that the Warranty Bond, as outlined in Section 04 of the
Special Conditions, is in effect. Upon notice from Owner, the Contractor
shall repair defects in all construction or materials which develop during
specified period and at no cost to Owner. Neither final acceptance,
Certificate of Completion, final payment nor any provision in Contract
Documents relieves Contractor of above guarantee. Notice of observed
defects will be given with reasonable promptness. Failure to repair or
replace defect upon notice entitles Owner to repair or replace same and
recover reasonable cost thereof from Contractor.
02-04 'MINIMUM WAGE SCALE
Contractors are required to pay prevailing wage rates to laborers, workmen
and mechanics employed on behalf of the City engaged in the construction
of public works. The wage rate for these jobs shall be the general
prevailing wage rates for work of a similar character. This applies to
Contractors and Subcontractors. The Contractors and Subcontractors shall
keep and make available records of workers and their wages. Contractors
and Subcontractors shall pay the prevailing wage rates as adopted by the
Owner. There is a statutory penalty of $60.00 per worker per day or
portion of a day that the prevailing wage rate is not paid by the Contractor
or any Subcontractor.
02-05 LEVITY OF FINANCIAL RESOURCES
nd-mJsptcs
The Owner has a limited amount of financial resources committed to this
Project; therefore, it shall be understood by all bidders that the Owner may
be required to change and /or delete any items which he may feel is
necessary to accomplish all or part of the scope of work within its limit of
financial resources. Contractor shall he entitled to no claim for damages
or anticipated profits on any portion of work that may be omitted. At any
time during the duration of this contract, the Owner reserves the right to
omit any work from this contract. Unit prices for all items previously
approved in this contract shall be used to delete or add work per change
order.
SC-4
1
' 02 -06 CONSTRUCTION REVIEW
The Owner shall provide a project representative to review the quality of
1 materials and workmanship.
' 02 -07 LIMITS OF WORK AND PAYMENT
It shall be the obligation of the Contractor to complete all work included in
I this Contract, so authorized by the Owner, as described in the contract
documents and technical specifications. All items of work not specifically
paid for in the bid proposal shall be included in the unit price bids. Any
1 question arising as to the limits of work shall be left up to the interpretation
of the Engineer.
02 -08 PAYMENT FOR MATERIALS ON HAND
' Owner will not pay for materials on hand. Payment will be made for work
completed in accordance with monthly estimate procedure stipulated in the
General Conditions of the Agreement.
1 02-09 "AS- BUILT" DRAWINGS
1 The Contractor shall mark all changes and revisions on all of his copies of
the working drawings during the course of the Project as they occur. Upon
' completion of the Project and prior to final acceptance and payment, the
Contractor shall submit to the Engineer one set of his working drawings,
dated and signed by himself and his project superintendent and labeled as
' "As- Built ", that shows all changes and revisions outlined above and that
shows field locations of all above ground appurtenances including but not
limited to valves, fire hydrants and manholes. These as -built drawings shall
become the property of the Owner. Each appurtenance shall be located by
at least two (2) horizontal distances measured from existing, easily
identifiable, immovable appurtenances such as fire hydrants or valves.
Property pins can be used for as -builts tie -ins provided no existing utilities
as previously described are available. Costs for delivering as -built drawings
1 shall be subsidiary to other bid items.
02 -10 TAND FOR WORK,
' Owner provides, as indicated on Drawings, land upon which work is to
done, right -of -way for access to same and such other lands which speconzLenslispecs SC -5
1
specomimstispess
designated for use of Contractor. Contractor provides, at his expense and
without liability of Owner, any additional land and access thereto that may
be required for his construction operations, temporary construction
facilities, or for storage of materials.
02 -11 DEVIATIONS OCCASIONED BY UTILITY STRUCTURES
Whenever existing utilities, not indicated on Plans, present obstructions to
grade and alignment of proposed improvements immediately notify
engineer, who without delay, will determine if existing utilities are to be
relocated, or grade and alignment of proposed improvements changed.
Where necessary to move existing services, poles, guy wires, pipelines,
etc., as determined by the Engineer, the Contractor will make arrangements
with the owner of the utility to be moved and have it moved. The costs of
any utility relocations will be at the Contractor's sole expense. Owner will
not be liable for relocations costs or damages on account of delays due to
changes made by owners of privately owned utilities which hinder progress
of the work.
02 -12 CONSTRUCTION STAKING
All construction staking required to complete the work associated with this
contract shall be provided by the Contractor. The Contractor shall be
responsible for determining the layout and extent of staking necessary to
construct the improvements to the lines and grades shown in the Plans.
This item shall not be paid for separately and shall be considered subsidiary
to other bid items.
SECTION 03- TRAFFIC CONTROL
Access shall be provided for residents and emergency vehicles at all times.
When it becomes necessary to restrict access, the Contractor shall notify all
applicable agencies (ie. Fire Department, E.M.S., Public Works, etc.). At
the end of each day two lanes of traffic shall be opened to the public. The
Contractor shall be responsible for all maintenance, signing and safety
precautions necessary for traffic control. This item shall be considered
subsidiary to other bid items and no additional compensation shall be given
for complying with this Special Condition.
SC -6
SECTION 04- WARRANTY BOND
Per City of Round Rock Ordinances, a two (2) year Warranty Bond naming
the City of Round Rock as obligee will be required for public streets
constructed without lime stabilization of subgrade material when the
Plasticity Index of the subgrade is above 24. Warranty Bond shall remain
in effect for two (2) years from date of City of Round Rock acceptance of
improvements. Such bonds shall be from an approved surety company
holding a permit from the State of Texas to act as surety or other surety or
sureties acceptable to the Owner prior to final payment.
A one (1) year Warranty Bond in the amount of one hundred (100%)
percent of the contract price will be required for all other improvements
and shall be submitted prior to final payment. Such bonds shall be from an
approved surety company holding a permit from the State of Texas to act
as surety (and acceptable according to the latest list of companies holding
certificates of authority from the Security of the Treasury of the United
States) or other surety or sureties acceptable to the Owner prior to final
payment.
SECTION 05- INSURANCE
Section 3.18 of the General Conditions of the Agreement is hereby amended
to include the following:
3.18 Insurance
Contractor shall carry insurance in the following types and amounts for the
duration of this Contract, which shall include items owned by Owner in
care, custody and control of Contractor prior and during construction and
warranty period, and furnish Certificates of Insurance along with copies of
policy declaration pages and all policy endorsements as evidence thereof:
a. ,Statutory Worker's Compensation and minimum $100,000
lmployers Liability Insurance.
b. Commercial General Liability Insurance with minimum limits of
$500,000 per occurrence and $1,000,000 Aggregate or $500,000 for
this designated project and $100,000 Fire Damage.
SC -7
des
c. Automobile Liability Insurance for all owned, nonowned and hired
vehicles with minimum limits for Bodily Injury of $250,000 for each
person and $500,000 for each occurrence and Property Damage
limits of $100,000 or Combined Single Limit of $600,000.
d. On all new or remodeling building projects: All Risk Builders Risk
Insurance for insurable building projects shall be insured in the
amount of the contract price for such improvements. Owner and
Contractor waive all rights against each other for damages caused by
fire or other perils to the extent covered by Builders Risk Insurance
required under this section, except as to such rights as they may
have in the proceeds of such insurance. Contractor shall require
similar waivers by Subcontractors and Sub - subcontractors.
e. Owner and Contractor's Protective Policy. The Contractor shall
provide and maintain during the life of this contract and until all
work under said contract has been completed and accepted by the
Owner, an Owner's and Contractor's Protective Policy which co-
insures the Owner and the Owner's agents and employees with the
same Commercial General Liability coverage as described above,
entitled "Commercial General Liability Insurance."
When offsite storage is permitted, policy will be endorsed for transit and
off site storage in amounts sufficient to protect property being transported
or stored.
This insurance shall include, as insured, City of Round Rock, Contractor,
Subcontractors and Sub - subcontractors in the work, as their respective
interest may appear.
If insurance policies are not written for amount specified in b. and c.
above, Contractor is required to carry an Excess Liability Insurance Policy
for any difference in amounts specified.
Contractor shall be responsible for deductibles and self insured retentions,
if any, stated in policies. Any self insured retention shall not exceed ten
percent of minimum required limits. All deductibles or self insured
retentions shall be disclosed on Certificate of Insurance required above.
Contractor shall not commence work at site under this Contract until he has
obtained required insurance and until such insurance has been reviewed by
SC -8
Owner's Contract Administration Office. Contractor shall not allow any
Subcontractors to commence work until insurance required has been
obtained and approved. Approval of insurance by Owner shall not relieve
or decrease liability of Contractor hereunder.
Insurance to be written by a company licensed to do business in the State
of Texas at the time policy is issued and acceptable to owner.
Contractor shall produce an endorsement to each effected policy:
1. Naming City of Round Rock, 221 East Main Street, Round Rock,
Texas 78664 as additional insured (except Workers' Compensation
and Builders Risk).
2. That obligates the insurance company to notify Joanne Land, City
Secretary, City of Round Rock, 221 East Main Street, Round Rock,
Texas 78664 of any and all changes to policy 30 days prior to
change.
3. That the "other" insurance clause shall not apply to Owner where
City of Round Rock is an additional insured shown on policy. It is
intended that policies required in this agreement, covering both
Owner and Contractor, shall be considered primary coverage as
applicable.
Contractor shall not cause any insurance to be canceled nor permit any
insurance to lapse during term of this Contract or as required in the
Contract.
If Contractor is underwritten on a claim -made basis, the retroactive date
shall be prior to, or coincident with, the date of this Contract and the
Certificate of Insurance shall state that coverage is claims made and also the
retroactive date. Contractor shall maintain coverage for duration of this
Contract and for two years following completion of this Contract.
Contractor shall provide the City annually a Certificate of Insurance as
evidence of such insurance. It is further agreed that Contractor shall
provide Owner a 30 day notice of aggregate erosion, an advance of the
retroactive date, cancellation and/or renewal.
SC -9
speoncLmstispecs
It is also agreed that Contractor will invoke the tail option at request of
Owner and the Extended Reporting Period (ERP) premium shall be paid by
Contractor.
Owner reserves the right to review insurance requirements of this section
during effective period of the Contract and to make reasonable adjustments
to insurance coverages and their limits when deemed necessary and prudent
by Owner based upon changes in statutory law, court decisions or the
claims history of the industry as well as Contractor.
Owner shall be entitled, upon request, and without expense, to receive
copies of policies and all endorsements thereto and may make any
reasonable requests for deletion or revision or modification of particular
policy terms, conditions, limitations or exclusions, except where policy
provisions are established by law or regulation binding upon either of the
parties hereto or the underwriter on any of such policies.
Actual losses not covered by insurance as required by the section shall be
paid by Contractor.
SC -10
SECTION 06- WAGE RATES
GENERAL DECISION TX960043 03/15/96 TX43
General Decision Number TX960043
Superseded General Decision No. TX950043
State: TEXAS
Construction Type:
HEAVY
HIGHWAY
County(ies):
BELL CORYELL TRAVIS
BEXAR GUADALUPE WILLIAMSON
BRAZOS HAYS
COMAL MCLENNAN
Heavy (excluding tunnels and dams) and Highway Construction Projects (does not include building
structures in rest area projects). *NOT TO BE USED FOR WORK ON SEWAGE OR WATER
TREATMENT PLANTS OR LIFT/PUMP STATIONS IN BELL, CORYELL, MCLENNAN
AND WILLIAMSON COUNTIES.
Modification Number
0
SUTX2042A 11/16/1991
Publication Date
03/15/1996
COUNTY(ies):
BELL CORYELL TRAVIS
BEXAR GUADALUPE WILLIAMSON
BRAZOS HAYS
COMAL MCLENNAN
Rates Fringes
AIR TOOL OPERATOR 6.500
ASPHALT HEATER OPERATOR 6.500
ASPHALT RAKER 7.011
ASPHALT SHOVELER 6.550
BATCHING PLANT WEIGHER 8.173
BATTERBOUARD Sh 1 1'hR 7.700
CARPENTER 9.054
CONCRETE FINISHER - PAVING 8.600
CONCRETE FINISHER- STRUCTURES 7.903
SC -11
CONCRETE RUBBER 6.740
ELECTRICIAN 13.710
FLAGGER 5.150
FORM BUILDER - STRUCTURES 8.017
FORM LINER - PAVING & CURB 7.250
FORM SETTER- PAVING & CURB 7.683
FORM SETTER - STRUCTURES 7.928
LABORER- COMMON 6.078
LABORER - UTILITY 6.852
MECHANIC 10.774
OILER 9.389
SERVICER 7.280
PAINTER - STRUCTURES 10.000
PILEDRIVER 6.600
PIPE LAYER 7.229
BLASTER 9.067
ASPHALT DISTRIBUTOR OPERATOR 7.304
ASPHALT PAVING MACHINE 7.945
BROOM OR SWEEPER OPERATOR 7.117
BULLDOZER, 150 HP & LESS 8.125
BULLDOZER, OVER 150 HP 8.593
CONCRETE PAVING CURING MACHINE 7.633
CONCRETE PAVING FINISHING MACHINE 9.067
CONCRETE PAVING GANG VIBRATOR 7.250
CONCRETE PAVING SAW 6.200
SLIPPORM MACHINE OPERATOR 8.700
CRANE, CLAMSHELL, BACKHOE,
DERRICK, DRAGLINE, SHOVEL
LESS THAN 1 1 C.Y. 8.427
CRANE, CLAMSHELL, BACKHOE,
DERRICK, DRAGLINE, SHOVEL
1 lh C.Y. &:OVER 9.880
FOUNDATION DRILL OPERATOR.
CRAWLER MOUNTED 10.475
FOUNDATION DRILL OPERATOR 10.923
TRUCK MOUNTED
FRONT END LOADER 2 lh C.Y. & LESS 7.499
FRONT END LOADER OVER 2 1/2 C.Y. 8.255
HOIST - DOUBLE DRUM 10.750
MOTOR GRADER OPERATOR 9.657
PAVEMENT MARKING MACHINE 6.078
PLANER OPERATOR 7.250
ROLLER, STEEL WHEEL PLANT -MIX
PAVEMENTS 7.083
SC -12
ROLLER, STEEL WHEEL OTHER
FLATWHEEL OR TAMPING 6.403
ROLLER, PNEUMATIC, SELF PROPELLED 6.433
SCRAPER -17 C.Y. & LESS 7.245
SCRAPER -OVER 17 C.Y. 7.495
SELF PROPELLED HAMMER OPERATOR 6.078
SIDE BOOM 9.000
TRACTOR- CRAWLER TYPE 7.539
TRACTOR- PNEUMATIC 6.707
TRENCHING MACHINE 6.850
WAGON - DRILL /BORING MACHINE /POST
HOLE DRILLER OPERATOR 6.926
REINFORCING STEEL SETTER PAVING 8.158
REINFORCING STEEL SETTER
STRUCTURES 9.062
STEEL WORKER - STRUCTURAL 9.242
SIGN ERECTOR 8.640
SPREADER BOX OPERATOR 6.541
BARRICADE SERVICER WORK ZONE 6.078
MOUNTED SIGN INSTALLER PERMANENT
GROUND 6.078
TRUCK DRIVER - SINGLE AXLE LIGHT 6.493
TRUCK DRIVER - SINGLE AXLE HEAVY 6.674
TRUCK DRIVER - TANDEM AXLE SEMI-
TRAILER 6.824
TRUCK DRIVER - LOWBOY/FLOAT 8.041
TRUCK DRIVER- TRANSIT MIX 6.078
WELDER 8.824
Unlisted classifications needed for work not included, within the scope of the classifications listed
may be added after award only as provided in the labor standards contract clauses (29 CFR 5.5
(a) (1) (v)).
In the listing above, the "SU' designation means that rates listed under that identifier do not
reflect collectively. bargained wage and fringe benefit rates. Other designations indicate unions
whose rates have been determined to be prevailing.
END OF GENERAL DECISION
SC -13
COUNTY NAME: WILLIAMSON Date Printed: April 15, 1997
CLASSIFICATION Rate Health Pension Vacation Total Wage
ASBESTOS WORKER $8.78 $0.00 $0.00 $0.00 $8.78
CARPENTER $15.52 $1.57 $0.97 $0.00 $18.06
CARPET LAYER/FLOORING INSTALLER $8.00 $0.00 $0.00 $0.00 $8.00
CONCRETE FINISHER $10.27 $0.00 $0.00 $0.00 $10.27
DATA COMMUNICATION/TELECOM INSTALLER $12.08 $0.76 $0.50 $0.05 $13.39
DRYWALL INSTALLER/CEILING INSTALLER $10.91 $0.00 $0.00 $0.00 $10.91
ELECTRICIAN $17.44 52.16 $1.05 $1.05 $21.70
ELEVATOR MECHANIC $16.75 $3.85 $2.19 $1.50 $24.29
FIRE PROOFING INSTALLER $8.00 $0.00 $0.00 $0.00 $8.00
GLAZIER $13.60 $2.24 $1.15 $0.54 $17.53
HEAVY EQUIPMENT OPERATOR $10.56 $0.00 $0.00 $0.00 $10.56
INSULATOR $13.75 $1.16 $0.92 $0.03 $15.86
IRON WORKER $12.18 $0.00 $0.00 $0.00 $12.18
LABORER/HELPER $7.48 $0.02 $0.00 $0.00 $7.50
LATHER/PLASTERER $12.50 $0.00 $0.00 $0.00 $12.50
LIGHT EQUIPMENT OPERATOR $7.75 $0.00 $0.00 $0.00 $7.75
MASON $16.00 $0.00 $0.00 $0.00 $16.00
METAL BUILDING ASSEMBLER $11.00 $0.62 $0.00 $0.34 $11.96
MILLWRIGHT $15.91 $1.63 $1.00 $0.00 $18.54
PAINTER/WALL COVERING INSTALLER $8.00 $0.00 $0.00 $0.00 $8.00
PIPEFITTER $18.10 $1.42 $1.80 $0.00 $21.32
PLUMBER $12.68 $0.00 $0.00 $0.00 $12.68
ROOFER $10.00 $0.00 $0.00 $0.00 $10.00
SHEET METAL WORKER $18.40 $239 $2.55 $0.33 $23.67
SPRINKLER FITTER $18.25 $3.40 $2.20 $0.00 $23.85
speconeLnistispecs
PREVAILING WAGE RATE DETERMINATION
BUILDING CONSTRUCTION TRADES
SC -14
TERRAZZO WORKER $0.00* $0.00 $0.00 $O.00 $0.00*
TILE SE I I ER $15.00 $0.32 $0.00 $0.00 $15.32
WATERPROOFER /CAULKER $10.64 $0.00 $0.00 50.00 $10.64
*$0.00 in the rate field indicated insufficient data was received to determine a prevailing wage rate for this
classification. Government Code Title 10, Sec. 2258.023, paragraph C state: "A contractor or subcontractor
does not violate this section if a public body awarding a contract does not determine the prevailing wage rates
and specify the rates in the contract as provided in Section 2258.022.
(Property of General Services Commission, Based on 1996 Survey results)
specond.matispecs
SC -15
6.0 TECHNICAL SPECIFICATIONS
ITEM 1 GENERAL DESCRIPTION
1.01 SCOPE OF WORK
The work covered by these Specifications consists of furnishing all labor,
equipment, appliances, materials and performing all operations in
connection with the inspection and testing, complete in accordance with the
Plans, and subject to the terms and conditions of the Contract Documents.
1.02 GOVERNING TECHNICAL SPECIFICATIONS
NOTE: The item number designation shown in parentheses adjacent to
captions herein is a reference to City of Austin Standard Specifications.
STREET. WATER, SEWER AND DRAINAGE IMPROVEMENTS
The current City of Austin Standard Specifications as adopted and amended
by the City of Round Rock and the current City of Austin Erosion and
Sedimentation Control Manual are hereby referred to and included in this
contract as fully and to the same extent as if copied at length herein and
they shall be applied to this project except as modified in these
Specifications and on the Plans.
Wherever the term "City of Austin" is used in the Austin Specifications, it
shall be construed to mean the City of Round Rock.
Wherever the term "Engineer" is used in the Austin Specifications, it shall
be construed to mean the City of Round Rock.
,ITEM 2 CONTROL OF WORE
2.01 CLEAN -UP
2.01.1 CONSTRUCTION SIZE
During construction the Contractor shall keep the site free and clean from
all rubbish and debris and shall clean -up the site promptly when notified to
TS -1
do so by the Engineer.
The Contractor shall, at his own expense, maintain the streets and roads
free from dust, mud, excess earth or debris which constitutes a nuisance or
danger to the public using the thoroughfare, or the occupants of adjacent
properties.
Care shall be taken to prevent spillage on streets and roads over which
hauling is done, and any such spillage or debris deposited on streets, due
to the Contractor's operations, shall be immediately removed.
2.01.2 BACKWORK
2.02 GRADING
ter.hspes.nislispec.mymiter
The Contractor shall coordinate his operations in such a manner as to
prevent the amount of clean-up and completion of back works from
becoming excessive. Should such a condition exist, the Engineer may order
all or portions of the work to cease and refuse to allow any work to
commence until the back work is done to the Engineer's satisfaction.
The Contractor shall do such grading in and adjacent to the construction
area associated with this contract as may be necessary to leave such areas
in a neat and satisfactory condition approved by the Engineer.
ITEM 3 EXAMINATION AND REVIEW
3.01 EXAMINATION OF WORK
The work covered under this Contract %hall be examined and reviewed by
the Engineer, representatives of all governmental entities which have
jurisdiction, and the Owner's authorized representative. The quality of
material and the quality of installation of the improvements shall be to the
satisfaction of the Engineer. It shall be the Contractor's responsibility for
the construction methods and safety precautions in the undertaking of this
Contract.
TS -2
3.02 NOTIFICATION
3.03 CONSTRUCTION STAKING
The Engineer and Owner must be notified a minimum of 24 -hours in
advance of beginning construction, testing, or requiring presence of the
Engineer, project representative, or Owner's representative.
The Engineer shall furnish the Contractor reference points and benchmarks
that, in the Engineer's opinion, provide sufficient information for the
Contractor to perform construction staking.
3.04 PROTECTION OF STAKES. MARKS. ETC.
All engineering and surveyor's stakes, marks, property corners, etc., shall
be carefully preserved by the Contractor, and in case of destruction or
removal during the course of this project, such stakes, marks, property
corners, etc., shall be replaced by the Contractor at the Contractor's sole
expense.
ITEM 4 PROTECTION AND PRECAUTION
4.01 WORK IN FREEZING WEATHER
Portions of the work may continue as directed by the Engineer.
4.02 PROTECTION OF TREES. PLANTS AND SHRUBS
The Contractor shall take necessary precautions to preserve all existing
trees, plants and shrubs but where it is justifiable and necessary the
Contractor may remove trees and plants for construction right -of -way but
only with approval of the Engineer.
TS -3
4.03 TRAFFIC CONTROL MEASURES AND BARRICADES
Traffic control measures and barricades shall be installed in accordance with
the Texas Manual of Uniform Traffic Control Devices and in other
locations deemed necessary by the Engineer, for the protection life and
property. Under no circumstances will any existing road be permitted to
remain dosed over a weekend. No separate pay will be made for this item.
Costs for this item shall be subsidiary to other items of work.
4.04 PROPERTY LINES AND MONUMENTS
4.05 DISPOSAL OF SURPLUS MATERIAL
The Contractor shall be responsible for the protection, reference and
resetting of property comer monuments if disturbed.
The Contractor shall at his own expense, make arrangement for the disposal
of surplus material, such as rock, trees, brush and other unwanted backfill
materials.
4.06 CONTRACTOR'S USE OF PREMISES
The Contractor shall, at his own expense, provide additional space as
necessary for his operations and storage of materials.
ITEM 5 MATERIALS
5.01 TRADE NAMES
Except as specified otherwise, wherever in the specifications an article or
class of material is designated by a trade name or by the name or catalog
number of any maker, patentee, manufacturer, or dealer, such designations
shall be taken as intending to mean and specify the articles described or
another equal thereto in quality, finish, and serviceability for the purpose
intended, as may be determined and judged by the Engineer in his sole
discretion.
TS-4
5.02 MATERIALS AND WORKMANSHIP
techspec maUspee. m
No material which has been used by the Contractor for any temporary
purpose whatever is to be incorporated in the permanent structure without
the written consent of the Engineer. Where materials or equipment are
specified by a trade or brand name, it is not the intention of the owner to
discriminate against an equal product of another manufacturer, but rather
to set a definite standard of quality for performance, and to establish an
equal basis for the evaluation of bids. Where the words "equivalent ",
"proper" or "equal to are used, they shall be understood to mean that the
item referred to shall be "proper ", the "equivalent" of, or "equal to" some
other item, in the opinion or judgement of the Engineer. Unless otherwise
specified, all materials shall be the best of their respective kinds and shall
be in all cases fully equal to approved samples. Notwithstanding that the
words "or equal to" or other such expressions may be used in the
specifications in connection with a material, manufactured article or
process, the material, article or process specifically designated shall be
used, unless a substitute is approved in writing by the Engineer, and the
Engineer will have the right to require the use of such specifically
designated material, article or process.
TS -5
120.1 Description
This item shall consist of excavation for channels within the limits indicated, regardless of the type of material encountered,
removing and properly utilizing or otherwise satisfactorily disposing of all excavated materials and the constructing, shaping and
finishing of all earthwork involved in conformity with the required line, grades and cross sections indicated.
When not otherwise indicated, this item shall include the work described in Item No. 101, 'Preparing Right of Way', Item No. 102.
'Clearing and Grubbing °, Item No. 104. Removing Concrete° and Item No. 132 'Embankment'.
120.2 Classification
All channel excavation will be unclassified and shall Include all materials encountered regardless of their nature or the manner in
which they are removed.
120.3 Construction Methods
Prior to commencing this work all erosion control and tree protection measures required shall be In place and all utilities located
and protected as set forth in the °General Conditions'. Construction equipment shall not be operated within the drip line of trees,
unless indicated. Construction materials shall not be placed under the canopies of trees. No excavation or embankment shall be
placed within the drip line of trees until tree wells are constructed.
All channel excavation shall be performed as specified herein and shall conform to the established alignment, grades and cross
sections. When fill sections are required, Item No. 132, 'Embankments' shall govern the construction method. Suitable exca-
vated materials shall be utilized, insofar as practicable, In constructing required embankments. Precautions will be maintained at
all times to protect all trees In the area of construction. Where removal of trees is necessary, they shall be marked as directed by
the Engineer.
Unsuitable excavated materials or excavation In excess of that needed for construction shall be known as 'Waste' and shag
become the property of the Contractor and it shall become his sole responsibility to dispose of this material off the limits of the
right of way in an environmentally sound manner at a permitted disposal site.
All blasting shell conform to 01550, 'Public Safety and Convenience'. In all cases. a Blasting Permit must be obtained in advance
from the Department of Public Works and Transportation.
120.4 Measurement
Item No. 120
Channel Excavation
Accepted channel excavation win be measured by Method A, B or C as follows:
(1) Method A
Measurement of the volume of excavation in cubic yards by the average end areas. Cross- sectional areas shall be
computed from the existing ground sections to the established final section Indicated.
(2) Method 13
Measurement of the length of the channel excavated In linear feet, as shown an the typical section.
(3) Method C
Measurement of the volume of excavation Is In cubic yards, based upon average end areas taken from preconstruc-
tlon toms sections and planned grades. The plan quantities for channel excavation will be used as the measure-
ment for payment for this Item
120.5 Payment
This item wID be paid for at the contract unit price bid for 'Channel Excavation', ea provided under measurement Method A, B or
C as included in the bid which price shall be full compensation for furnishing all materials, equipment, tools, labor and Incidentals
necessary to complete the work
120 08117/84 Page 1 Channel Excavation
Payment will be made under one of the following:
Pay Item No. 120-A: Channel Excavation - Per Cubic Yard.
Pay Item No. 120-B: Channel Excavation Foot Bottom - Per Linear Foot
Pay Item No. 120-C: Channel Excavation - Per Cubic Yard, Plan Quantity.
End
Ref.: 101, 102, 104, 132
120 08117/94
Page 2 Channel Excavation
Item No. 130
Borrow
130.1 Description
This item shall consist of required excavation. removal and proper utilization of materials secured from sources obtained by the
Contractor and approved by the Engineer. Compaction of embankments constructed from borrow as provided herein shall con-
form to the method of Density Control in Item No. 132, "Embankment ".
Borrow will be resorted to only when indicated or directed by the Engineer and then only from approved sources.
130.2 Materials
All authorized borrow shall conform to one of the following classes:
Class A (Select Borrow)
This material shall consist of sand or other suitable granular material. free from vegetation or other objectionable
matter reasonably tree from lumps of earth and when tested by standard SDHPT laboratory methods. shall meet the
following requirements:
The Liquid Limits shall not exceed 45
The Plasticity Index shall not be less than 4
nor more than 15
Class B
This material shall consist of suitable nonswelling (soils with plasticity index less than 20) earth material such as
loam. clay or other such materials that will Corm a stable embankment.
Topsail
This material shall consist of approved topsoil matenal and shall be clean. triable soil capable of supposing plant life.
This material shall also be tree of stones and all other debris.
130.3 Construction Methods
Prior to commencing this work. all erosion control and environmental measures required shall be in place. All suitable materials
removed from excavations shall be used. insofar as practicable in the formation of embankments conforming to Item No. 132.
"Embankment" or otherwise be utilized as indicated or as directed by the Engineer and the completed work shall conform to the
established alignment. grades and cross section. Additional material necessary to complete the work described above shall be
"Borrow' of the class specified. The Contractor shall arrange for borrow from one of the following sources.
1 Existing borrow pit
2. New borrow pit
3. Surplus excavated material from a site which has a site development permit.
The Contractor shall notify the Engineer 3 weeks prior to opening pit to permit necessary testing for approval of materials. All
borrow sites shall comply with the requirements of the permit.
During construction, the borrow sources shall be kept drained. insofar as practicable. 10 permit final cross sections to be taken.
when required.
The Engineer shall be notified sufficiently in advance of opening any borrow source 10 permit necessary testing for approval of
materials.
Borrow sites shall be managed to minimize the impact of the appearance of the natural topographic features and at no time
create a potential hazard to the public.
130.4 Measurement
The measurement of Borrow and Topsoil will be measured by the cubic yard In its final position based upon the average end
areas taken from pre- construCtion cross sections and plan grades. The plan quantities for Borrow or Topsoil will be used as fie
measurement tor payment for this item.
Page 1 04 17 86 130
130.5 Payment
All work performed as required herein and measured as provided under "Measurement' will be paid for at the unit price bid. The
prices bid shall be Lull compensation tor furnishing all labor; for all matenals: for all royalty and freight involved: for all hauling and
delivering on the road; and for all tools. equipment and incidentals necessary to complete the work. Payment for unauthorized
work will not be made.
Payment will be made under one of the following:
Pay Item No. 130 -A: Borrow, Class A — Per Cubic Yard, Plan Quantity.
Pay ttem No. 130-8: Borrow. Class B — Per Cubic Yard, Plan Quantity.
Pay Item No. 130 -T: Borrow. Topsoil — Per Cubic Yard. Plan Quantity.
End
130 04 17 '86 Page 2
Item No. 132
Embankment
132.1 Description
This item shall consist of the placing and compacting of suitable materials obtained from approved sources for utilization in the
construction of street or channel embankments. berms. levees. dikes and structures.
132.2 Construction Methods
(1) General
Pnor to placing any embankment. all tree protection. tree wells and erosion control devices shall be in place and all
Item No 101, "Preparing Right of Way" and'or Item No. 102. "Cleanng and Grubbing' operations shall have been
completed on the areas over which the embankment is to be placed. Stump holes or other small excavations in the
limits of the embankments shall be backfilled with suitable matenal and thoroughly tamped by approved methods
before commencing embankment construction. The surface of the ground. including plowed loosened ground or
surface roughened by small washes. shall be restored to approximately its original slope and the ground surface
thus prepared shall be compacted by sprinkling and rolling.
Construction equipment shall not be operated within the drip line of trees. unless indicated. Construction materials
shall not be stockpiled under the canopies of trees. No excavation or embankment shall be placed within the drip line
of trees until tree wells are constructed conforming to Item No. 610. "Tree and Shrub Trimming and Preservation'
Unless otherwise indicated. the surface of the ground of all unpaved areas. other than rock which are to receive
embankment. shall be loosened by scarifying or plowing to a depth of not less than 4 inches The loosened material
shall be recompacted with the new embankment as hereinafter specified
The surface of hillsides to receive embankment shall be loosened by scarifying or plowing to a depth of not less than
4 inches and benches cut before embankment materials are placed. The embankment shall then be placed in layers.
as hereinafter specified. beginning at the low side in partial width layers and increasing the widths as the embank-
ment is raised. The material which has been loosened shall be recompacted simultaneously with the embankment
material placed at the same elevation.
Where embankments are to be placed adjacent to or over existing roadbeds. the roadbed slopes shall be plowed or
scarified to a depth of not less than 6 inches and the embankment built up in successive layers. as hereinafter speci-
fied, to the level of the old roadbed before its height is increased. Then. if indicated. the top of the old roadbed shall
be scarified and recompacted with the next layer of the new embankment. The total depth of the scarified and added
material shall not exceed the permissible layer depth.
Trees. stumps, roots, vegetation or other unsuitable materials shall not be placed in embankment.
All embankment shall be constructed in layers approximately parallel to the finished grade and unless otherwise
indicated, each layer shall be so constructed as to provide a unitorm slope of ' + inch per foot from the centerline of
the roadbed to the outside, except that on superelevated curves. each layer shall be constructed 10 conform to the
superelevation indicated.
The embankment shall be continuously maintained at its finished section and grade until that portion of the work is
accepted. After completion of the embankment to the finished section and grade. the Contractor shall proof roll the
subgrade conforming to Item No. 236. "Rolling (Proof)" and revegetation procedures must commence immediately
to minimize the soil loss and air pollution.
(2) Earth Embankments
Earth embankments shall be defined as embankments composed of soil material other than rock and shall be con•
structed of acceptable material from approved sources.
Except as otherwise indicated. earth embankments shall be constructed in successive 6 inch layers. loose measure.
for the full width of the Individual cross section and in such length as are best suited to the sprinkling and compaction
methods utilized.
Minor quantities of rocks not larger than 4 Inches. encountered in constructing earth embankment may be incorpo-
rated in the earth embankment layers. provided such placement of rock is not immediately adjacent to structures.
Each layer of embankment shall be uniform as to material, density and moisture content before beginning compac-
tion. Where layers of unlike materials abut each other. each layer shall be feathered on a slope 011:20 or the mate-
rial shall be so mixed as to prevent abrupt changes in the soil. No material placed in the embankment by dumping in
a pile or windrows shall be incorporated In a layer in that position. but all such piles or windrows shall be moved by
Page 1 04 17 86 132
(3)
blading or similar methods. Clods or lumps of material shall be broken and the embankment material mixed oy blao-
ing, harrowing. discmg or similar methods to the end that a uniform material oI unitorm density is secured in each
layer.
Water required for sprinkling to bong the material to the moisture content necessary for optimum compaction shall
be evenly applied and it shall be the responsibility of the Contractor to secure a unitorm moisture content throughout
the layer by such methods as may be necessary.
All earth cuts. whether tull width or partial width cuts in the side of a hill. which are not required to be excavated
below subgrade elevation shall be scarified to a unitorm depth of at least 6 inches below grade and the material shall
be mixed and reshaped by blading and then sprinkled and rolled in accordance with the requirements outlined above
tor earth embankments and to the same density as that required tor the adjacent embankment.
Compaction of embankments shall conform to Item No. 201, "Subgrade Preparation'. Each layer shall be com-
pacted to the required density by any method. type and size of equipment which will give the required compaction.
Prior to and in conjunction with the rolling operation. each layer shall be brought to the moisture content necessary to
obtain the required density and shall be kept leveled with suitable equipment to Insure unitorm compaction over the
entire layer.
For each layer of earth embankment and select material. it is the Intent of this specification to provide the density as
required herein. unless otherwise indicated. Soils shall be sprinkled as required and compacted to the extent neces.
sary to provide not less than 95 percent nor more than 105 percent of the density as determined in accordance wrlh
SDHPT Test Method Tex -114 -E at optimum moisture content or within minus 3 percent of the optimum moisture
content. Care shall be taken to avoid overcompacting high PI expansive clays.
After each layer of earth embankment or select material is complete. tests as necessary will be made by the Engi-
neer. If the material tails to meet the density specif 'ea. the course shall be reworked as necessary to obtain the
specified compaction.
Rock Embankments
Rock embankments shall be defined as those composed pnncipally of rock and shall be constructed of accepted
material from approved sources. Rock embankments shall not be placed immediately adjacent to structures.
Except as otherwise indicated. rock embankments shall be constructed in successive layers for the lull width of the
cross section and of 18 inches or less in depth. When. in the opinion of the Engineer. the rock sizes necessitate a
greater depth of layer than specified. the layer depth may be increased as necessary. but in no case shall the depth
of layer exceed 2 feet. Each layer shall be constructed by starting at one end and dumping the rock on top of the
layer being constructed then pushing the matenal ahead with a bulldozer in such a manner that the larger rock will
be placed on the ground or preceding embankment layer and the interstices between the larger stones tilled with
small stones and spalls by the operation and from the placing of succeeding loads of material.
The maximum dimension of any rock used in embankment shall be less than the depth of the embankment layer and
in no case shall any rock over 2 feet in its greatest dimension be placed in the embankment. All oversized rocks
which are otherwise suitable tor construction shall be broken to the required dimension and utilized in embankment
construction where indicated. except that when preferred by the Contractor and acceptable to the Engineer. such
rocks may be placed at other points where the embankment layer is of greater depth. thus requiring less breakage.
Each layer shall be compacted to the required density as outlined for "Earth Embankments ". above. except in those
layers where rock will make density testing difficult. the Engineer may accept the layer by visual inspection or proof
rolling conforming to Item No. 236. - 'Rolling (Proof)".
Unless otherwise indicated. the upper 3 Ieet of the embankment shall contain no stones larger than 4 inches in their
greatest dimension and shall be composed of material so graded that the density and uniformity of the surface layer
may be secured in accordance with SDHPT Test Method Tex - 114 -E.
Exposed oversize matenal shall be broken up or removed.
(4) At Culverts and Bridges
Embankments adjacent to culverts and bridges which cannot be compacted by use of the blading and rolling equip-
ment used in compacting the adjoining sections of embankment shall be compacted In the manner prescribed under
Item No. 401. "Structural Excavation and Backfll ".
Embankment placed around spill through type abutments shall be constructed in 6 inch loose layers of uniform suit-
able material placed In such manner as to maintain approximately the same elevation on each side of the abutment
and all materials shall be mixed. wetted and compacted as specified above.
132 04 17'86 Page 2
132.3 Measurement
End
Embankment material placed adjacent to any portion of any structure or above the top 01 any culvert or similar struc-
ture shall be free of any appreciable amount of gravel or stone particles and thoroughly compacted by mechanical
compaction equipment.
All accepted embankment. when included in the contract as a separate pay item, will be measured in place and the volume
computed in cubic yards by the method of average end areas. No allowance will be made for shnnkage.
132.4 Payment
This item is usually subsidiary to excavation and borrow and is not paid for separately. However. when included in the contract
as a separate pay item, it shall be paid for at the contract unit price bid for "Embankment'. which price shall be full compensation
for all work herein specified, including the furnishing of all materials (except "Borrow" when paid as a separate bid item). com-
pacting. equipment, tools, labor, water for sprinkling, proof rolling and incidentals necessary to complete the work.
Payment, when included in the contract as a separate pay item- will be made under.
Pay Item No. 132: Embankment — Per Cubic Yard.
Page 3 04 17 86 132
It tb. 201
Subgcede Preparation
201.1 Description
This item shall consist of scarifying, binding and rolling the subgrede to obtain a uniform
texture and provide as nearly es practicable a uniform density for the top 6 inches of the
231.2 Constructiem Methods
All preparing of the right of way and/or clearing and grubbing stall be completed before
starting the subgrade preparation. The subgrade stall be scarified end shaped inconformity
with the typical sections and the litres and grades indicated or es es tablished by the &gineer
by the removal of existing material or addition of approved material. All msuitable material
shall be removed and replaced with approved material. All foundations, walls or other
objectionable material shall be removed to a mininim depth of 18 inches under all structures
and 12 inches under areas to be vegetated. All holes, ruts and depressions stall be filled
with approved material. The surface of the subgrade shall be finished to the lines and grades
es established and be in conformity with the typical sections indicated. Aug deviation in
excess of 1/2 inch crass section and in a length of 10 feet measured Longitudinally shall be
corrected by loosening, adding or reovirg material, retracing and ompactirg by sprinkling and
rolling. Sufficient subgrade shall be prepared in advance to insure satisfactory prosecution
of the work. The Contractor will be required to set blue to for the subgrade an centerline,
at quarter points and curb lines or edge of pavement at intervals not exceeding 50 feet.
Subgrade shall be tested by proofrolling in conformity with ITEM ND. 236 PROCNROILUEE prior. to
placing first course of base material.
All suitable material roved may be utilized in the subgrede with the approval of the
Engineer. All other material required for completion of the subgrade stall also be subject to
approval by the Engineer.
Subgrade materials on which structures stall be placed shall be compacted by approved
necanical tamping equipment to a density of the total material of not less than 95 permit nor
more than 100 percent of the density es determined in accord with SCENT Test Method
Tex - 114 -E. Subgrade materials an which planting or turf will be established shall be compacted
to a minimum of 85 percent of the density as determined in accordance with SCEPT Test Method
Tex- 114-E. Tests for density vill be made as soon as possible after compacting operations are
completed. If the material fails to meet the density specified, it shall be reworked as
necessary to obtain the density required. Prior to placing any base materials, density and
moisture content of the top 6 itches of carpenter subgrede stall be checked and if tests show
the density to be more flan 2 percent below the specified m iniuim or the moisture content to be
more than 3 percent above or below the optimum, the subgrade shall be reworked as necessary to
obtain the specified compaction and moisture content.
201.3Emazesent
All acceptable subgrade preparation will be measured by the square yard. The =soured area
includes the entire width of the roadway for the entire length as indicated.
201 05/01/90 Page 1 Subgrade Preparation
201.4 Payment
This item will be mnsidesed subsidiary to r]fli N0. 110 siR Er EZCAVATZIN or ITEM N0: 111
EXCPVAfl 74 unless included as a separate pay item in the contract. When included for
payment, it shell be measured as specified above end paid for at the contract unit price bid
for "Stbgrede Preparation" which price shall be frill compensation for all work herein
specified, including the furnishing of all materials, euip:Ent, tools and labor and
incidentals necessary to caoplete the work.
Payment, when included as a contract pay item, will be made under:
Pay Item No. 201: Subgrade Preparation - Per S Yard.
ENO
Ref: 110, 111
201 05/01/90
Page 2 Subgrade Preparatim
210.2 Material
Item No. 210
Flexible Base
210.1 Description
This hem shall consist of a crushed stone course for surfacing, pavement or other base courses, furnished and installed on an
approved prepared surface. "Flexible Base" shall be constructed as herein specified in one or more courses in conformity with
the typical sections and to the lines and grades as indicated in the Drawings or as established by the Engineer.
(1) Mineral Aggregate
The material shall be crushed arghlaceous limestone meeting the requirements hereinafter specified and shall consist of
durable crushed stone and screened to the required gradation. The material shall be from sources approved by the
City.
Testing of flexible base materials shall be in accordance with the following TxDOT standard test methods:
a) Preparation for Soil Constants and Sieve Analysis Tex -101 -E
b) Liquid Limit Tex -104-E
c) Plastic Limit Tex -105 -E
d) Plasticity Index Tex -106 -E
e) Bar Linear Shrinkage Tex - 107 -E, Part II
1) Sieve Analysis Tex -110 -E
g) Wet Ball Mill Tex -116 -E
h) Triaxlal Test Tex- 117 -E, Part II
Base material will be stodcpiled after crushing, tested by the testing laboratory designated by the City and reviewed by
the Engineer prior to being hauled to the Project site.
The material shall be well graded and. when tested, shall meet the following requirements:
Sieve Size Percent Retained
1 3/4 inch 0
7/8 inch 10-35
318 inch 30-50
No. 4 45-65
No. 40 70-85
Maximum Liquid Limit 35
Maximum Plasticity Index 10
Maximum Wet Ball MB 4 0
Maximum Increase In passing No. 40
from Wet Ball MB Teat 20 percent
Minimum Bar Linear Shrinkage 2 percent
Minimum compressive strength when subjected to the tdedal test 35 psi at 0 psi lateral pressure and 175 psi at 15 psi
lateral pressure.
(2) Asphaltic Material
Prime Coat Prime Coat shall conform to the requirements of Bern 306, "Prime Coat", except for measurement and
payment.
210.3 StoekpMrig. Storage and Management
(1) Managing Material: Prior to the stockpiling of materiel, the area shall be cleaned of trash, weeds and grass and be
relatively smooth. Stockpiles shall be constructed to be between 20,000 and 40,000 cubic yards In size. The size may
be limited to the ability of the available equipment to construct, mix and test the pie. The stockpile shall be constructed
utDizing equipment such as a scraper, a bottom dump or other equipment that allows spreading when dumped without
rehandling. The stockpile shall be constructed to allow dump spreading in one direction only. Height of the stockpile
shall not exceed the capabilities of ave8able equipment to make a full cut (bottom to top) on any of the 4 four eldes.
210 11/22185 Page 1 Flexible Base
A stockpile will be completed before being tested by the City. The supplier shall notify the City when a stockpile is
completed and ready to be tested. The stockpile shall not be added to after it has been tested.
No materiel shall be hauled to a project until the City has concurred with its use. Concurrence by the City does not
relieve the supplier of supplying to the Project material meeting the above requirements.
The Contractor shall assure that only material from a City concurred stockpile receives a delivery ticket indicating a City
tested stockpile number. The liability for accuracy of the delivery ticket, as to items such as stockpile number, is solely
that of the Contractor. The Inspector on the Project shall be given a delivery ticket at the time of delivery indicating the
source, approved stockpile nurmber.and net weight.
When the material is to be loaded from the stockpile for delivery to a Project, the material shall be loaded by making
successive vertical cuts through the entire depth of the stockpile.
(2) Test Sampling: The Contractor may choose the method of sample gathering for testing by the City's laboratory as
follows:
(a) The Contractor shat make a full height art from each side of the stockpile sufficiently into the stockpile to achieve a
uniform sample. The four samples (one from each side of the stockpile) shall then be combined and mixed into a
single lest' specimen from which the City's laboratory can draw its sample.
(b) As the stockpile is constructed, a perpendicular cut will be made across the spreading direction at every two feet to
four feet of height and the sample used to start a "mini' stockpile. The process shall be repeated in two feet to four
feet increments of heights. until the stockpile and the 'mini" stockpile are completed. The Contractor shall provide
access to samples from the 'rninr stockpile, as under (a) above, for the City's laboratory to draw samples.
210.4 Construction Methods
(1) Preparation of Subgrade: Flexible base shall not be placed until the Contractor has verified, by proof rolling, that the
subgrade has been prepared and compacted In conformity with Item 201, " Subgrade Preparation" to the typical
sections, fines and grades indicated on the Drawings. Any deviation shall be corrected and proof rolled prior to
placement of the flexible base material.
After the subgrade has been successfully proof -rolled, no flexible base shall be placed on the new subgrade until the
new subgrade has cured to the satisfaction of the Engineer. As a minimum, this will be after the surface displays no
damp spots and there is no evidence of 'sponginess" in the subgrade.
(2) First Course: Immediately before placing the flexible base material, the subgrade shall be checked as to conformity
with grade and section. The thickness of each course shell be equal increments of the total base depth. No single
course shal exceed sic incites compacted measure.
The material shall be delivered in approved vehicles. It shall be the responsibility of the Contractor that the required
amount of specified material shall be delivered. If it becomes evident that insufficient material was placed, additional
material as necessary whal be delivered and the entire course scarified, mixed and compacted.
Material deposited upon the subgrade shall be spread and shaped the same day unless otherwise approved by the
Engineer. In the event inclement weather or other unforeseen dramxstances render impractical spreading of the
material, the material shall be spread as soon as conditions allow.
Additionally, If the material carmot be spread and worked the same day it is deposited, the dump piles shall be 'closed
up' before the Contractor leaves the job site for the day. The tam 'dosed up° means using a r abntsiner to blade all
dump piles together. leaving no open space behween took loads.
The material shall be spread, sprinkled. If required, and then thoroughly mixed, bladed, dragged and shaped to conform
to typical sections as indicated on the Drawings. Al areas and " nests° of segregated coarse or fine material shall be
=rested or removed and replaced with well graded material.
Each course shall be sprinkled as required to bring it the material to optimum moisture content and compacted to the
extent necessary to provide not less than the percent density as hereinafter specified under Section 210.4(4), 'Density".
In no case shall the materiel be worked at more than 2 percent above or below optlmum moisture as determined by
TxDOT Test Method Tex -113 -E. In addition to the requirements specified for density, the full depth of flexible base
material shall be compacted to the extent necessary to remain flan and stable under construction equipment Atter each
section of flexible base material is completed tests as necessary will be made by the Engineer. As a minimum, three
density tests per section per day will be taken. If the material falls to meet the density requirements. it shall be reworked
210 11122/95 Page 2 Flexible Base
as necessary to meet these requirements. All initial testing will be paid for by the Engineer. If any tests fail. all retesting
shall be at the expense of the Contractor.
Throughout this entire operation, the shape of the material shall be maintained by blading, and the surface, upon
completion, shall be smooth and In conformity with the typical section Indicated on the Drawings and to the established
lines and grades.
In that area on which pavement is to be placed, any deviation in excess of 1/4 inch in cross section and in length of 16
feet measured longitudinally shall be corrected by loosening, adding or removing material, reshaping and recompacting
by sprinkling and rolling. All irregularities, depressions or weak spots which develop shall be corrected immediately by
scarifying the areas affected, adding suitable material as required, reshaping and recompacting by sprinkling and rolling.
Should the course, due to any reason or cause, lose the required stability, density and/or finish before the surfacing is
complete, it shall be recompacted and refinished at the sole expense of the Contractor.
(3) Succeeding Courses: Construction methods shall be the same as prescribed for the first course.
The Contractor shall set blue tops on centerline, at quarter points, at curb lines or edge of pavement, and other points
that may be indicated on the Drawings; all at intervals not to exceed 50 feet; for all courses of material.
(4) Density: The flexible base shall be compacted to not less than 100 percent density as determined by TxDOT Test
Method Tex- 113-E.
Field density determination shall be made in accordance with TxDOT Test Method Tex -115 -E unless otherwise
approved by the Engineer. The flexible base shall also be tested by proofrolling in conformity with Item 236
'Proofroflng'.
(5) Priming: After the flexible base material has been compacted to not less than 100 percent density, and tested by
proofmlling, a prima coat will be applied In accordance with Item 306, "Prime Coar.
(6) Curing: When a cut-back asphalt is used as a prime coat, the flexible base shall be primed and cured to the
satisfaction of the Engineer but in no case shall the curing period be less than 24 hours before any paving mixture may
be placed. However, the surface on which a tack coat and/or paving mature is to be placed shall be in a dry condition.
210.5 Measurement
°Flexible Base° will be measured by the square yard of the depth(s) specified for the area Indicated or by the cubic yard,
complete in place, as indicated in the Bid Documents.
210.6 Payment
This item will be paid for at the contract unit price bid for 'Flexible Base' which price shall be full compensation for all work
herein specified, including the furnishing, hauling, placing and compacting of all materials, for rolling, prcofrofling, recompacting
and refinishing, for all water required , for retesting as necessary, for priming and for all equipment, tools, labor and incidentals
necessary to complete the Work.
Prime coat will not be measured and paid for directly but shall be considered subsidiary to Item 210, "Flexible Base °.
Payment will be made under one of the following:
Pay Item No. 210-A Flexible Base, - Per Square Yard. I0..
Pay Item No. 210-B: Flexible Base - Per Cubic Yard.
END
Ref. 201, 236, 308
210 11122195 Page 3 Fledble Base
220.1 Description
This item shall consist of the application of water or asphalt emulsion on specified streets, detours, haul routes or construction
sites for the purpose of maintaining these areas relatively tree of dust.
220.2 Construction Methods
Dust control shall be achieved by the application of water or asphalt emulsion sprinkled in amounts sufficient to control the dust
to the satisfaction of the Engineer or by using equipment which is specially designed to trap dust in filters or bags. When asphalt
emulsion is to be applied. all environmental safe guards shall be in place prior to placing the emulsion.
The Contractor shall furnish and operate an approved sprinkler, equipped with valves to regulate the flow of the liquid to the
sprinkler bar so that the liquid will be evenly distributed and at a controllable rate over the entire width sprinkled. It shall be the
Contractors continuous responsibility at all times, including nights. holidays and weekends until acceptance of the project by the
City, to maintain the specified areas relatively free of dust in a manner which will cause the least inconvenience to the public.
220.3 Measurement
220.4 Payment
Payment, when specified in the contract. will be made under one of the following:
Pay Item No. 220-A: Sprinkling for Dust Control (Water) — Per Unit.
Pay Item No. 220-B: Sprinkling for Dust Control (Asphalt Emulsion) — Per Unit.
End
Item No. 220
Sprinkling for Dust Control
Sprinkling for dust control will be considered subsidiary to other items of the contract unless included as a separate pay item in
the contract. When Included for payment in the contract as a separate contract pay item. it will be measured in units of 1.000
gallons actually placed as authorized by the Engineer.
Thus nem, when provided for in the contract as a separate pay item, will be paid for in accordance with the contract unit price. The
contract unit pace shall be the total compensation for all labor, materials, tools, machinery, equipment and incidentals necessary
to complete the work as indicated.
Page 1 04 17 86 220
230.1 Description
This item shall consist of the compaction of subgrade. embankment, flexible base, surface treatments and asphalt surfaces by
the operation of approved power rollers as herein specified and as directed by the Engineer.
230.2 Equipment
(1) Embankments and Flexible Bases
Power rollers shall be of the 3- wheel, sell - propelled type, weighing not less than 10 tons and shall provide a com-
pression on the rear wheels of not less than 325 pounds per linear inch of wheel width. All wheels shall be flat. The
rear wheels shall have a diameter of not less than 48 inches and each shall have a wheel width of not less than 20
inches.
230.3 Construction Methods
End
(2) Surface Treatments and Pavements
Power rollers shall be the 3 -wheel or tandem, self - propelled type. weighing not less than 3 tons nor more than 6 tons.
All wheels shall be flat. Rollers shall be equipped with an adequate scraping or cleaning device on each wheel.
Rollers used to compact asphalt mixture shall be equipped with a water system which will keep all tires uniformly
wet.
(1)
Item No. 230
Rolling (Flat Wheel)
In lieu of the rolling equipment specified, the Contractor may, upon written permission from the Engineer. operate
other compacting equipment that will produce equivalent relative compaction in the same period of time as the
specified equipment. If the substituted compaction equipment fails to produce the desired compaction within the
same period of time as would be expected of the specified equipment, as determined by the Engineer, its use shall
be discontinued.
Rollers shall be maintained in good repair and operating condition and shall be approved by the Engineer.
Subgredes, Embankments and Flexible Base
The subgrade or embankment layer or the base course shall be sprinkled ff directed and rolling with a power roller
shall start longitudinally at the sides and proceed towards the center. overlapping on successive trips by at least '.a
the width of the rear wheel of the power roller. On superelevated curves, rolling shall begin at the low sides and
progress toward the high sides. Alternate trips of the roller shall be slightly different in length. The rollers. unless
otherwise directed. shall be operated at a speed between 2 and 3 miles per hour.
(2) Surface Treatments and Pavements
Rolling shall be done to produce a satisfactory surface as called tor in surface treatment and pavement items. The
sequence of work shall be as indicated for embankment layer or base course. The operating speed shall be deter-
mined by the Contractor.
230.4 Measurement and Payment
No additional compensation will be made for materials. equipment or labor required by this item. but shall be considered subsidi-
ary to the various items included in the contract.
Page 1 04 17 86 230
301.1 Description
This Item shall consist of the requirements for oil asphalts, cut -back asphalts, road oils, emulsified asphalts, asphalt cement and
other miscellaneous asphaltic materials.
301.2 Materials
When tested according to State Department of Highways and Public Transportation Test Methods, the various materials shall
meet the applicable requirements of this specification.
(1) Asphalt Cement
The material shall be homogeneous. free from water. shall not foam when heated to 350 F and shall meet the follow-
ing requirements:
Viscosity
140 F
Poises
Test
Viscosity
275 F stokes 1.1 — 1.4 — 1.9 — 2.5 — 3.5 —
Penetration 77 F,
100g, 5 sec.
Flash Point. C.O.C. F
Solubility in
trichloroethylene.
percent
Tests on residues
from thin film oven
test: Viscosity
140 F stokes
Ductility 77 F
5 cms per min,
cans
Spot test
VISCOSITY GRADE
Item No. 301
Asphalts, OIIs and Emulsions
AC -3 AC -5 AC -10 AC -20 AC -40
Min. Max. Min. Max. Min. Max. Min. Max. Mln. Max.
300 =100 500 =100 1000 =200 2000 -400 4000_800
210 — 135 — 85 — 55 — 35 —
425 — 425 — 450 — 450 — 450 —
99.0 — 99.0 — 99.0 — 99.0 — 99.0 —
— 900 — 1500 — 3000 — 6000 — 12000
100 — 100 — 70 — 50 — 30
Negative for all grades
(2) Latex Additive
The minimum of 2 percent by weight. latex additive (solids basis) shell be added to AC -5 Asphalt when indicated.
The latex additive shall conform to the following:
The latex is to be an anionic emulsion of butadiene - styrene low - temperature copolymer in water. stabilized with
fatty -add soap so as to have good storage stability, and possessing the following properties:
Monomer ratio, B/S 70f30
Minimum solids content 67%
Solids content per gal at 87% 5.3 fits.
Coagulum on 80 -mesh screen 0.1 % maximum
Type Anti- oxidant staining
Mooney Viscosity of Polymer (MIL 4 at 212 Fl 1 100 minimum
pH of Latex 9.4 -10.5
Surface tension 28 -42
dynes/cm'
Brookfield Viscosity of Latex 1200 ps maximum at
67% solids
Page 1 04;17e86 301
The finished latex- asphalt blend shall meet the following requirements:
Viscosity at 140 F stokes 1500 maximum Ductility at 39.2 F.1 cm. per min. cm 100 minimum
(3) Cutback Asphalt
Cutback Asphalt shall conform to the following table:
CUTBACK ASPHALT
RAPID CURING TYPE CUTBACK ASPHALT
Type -Grade RC -250 RC-800 RC -3000
Properties Minimum Maximum Minimum Maximum Minimum Maximum
Water. percent — 0.2 — 0.2 — 0.2
Flash Point, T.O.C., F 80 — 80 — 80 —
Kinematic vis. 4, 140 F, cst 250 400 800 1600 3000 6000
Distillation Test:
Distillate, percentage by volume of total distillate to 680 F
to 437 F 40 75 35 70 20 55
to 500 F ' 65 90 55 85 45 75
to 600 F 85 — 80 — 70 —
Residue from Distillation
Volume Percent 70 — 75 — 82
Tests of Distillation Residue
Penetration. 100g 100 150 100 150 100 150
5 sec.. 77 F
Ductility, 5 cm /min. 100 — 100 — 100
77 F, cm
Solubility in
trichioroethylene, % 99.0 — 99.0 — 99.0
Spot Test ALL NEGATIVE
MEDIUM CURING TYPE CUTBACK ASPHALT
Type -Grade MC -30 MC -70 MC -250 MC-800 MC -3000
Properties Min. Max. Min. Max. Min. Max. Min. Max. Min. Max.
— 0.2 — 0.2 — 0.2 — 0.2 — 0.2
100 — 100 — 150 — 150 — 150 —
30 60 70 140 250 500 800 1600 3000 6000
Water, %
Flash Point,
T.O.C.. F•
Kinematic vis. G.
140 F. cst
The Distillate, expressed as percent by volume to total distillate to 680 F, shall be as follows:
Off at 437 F — 25 — 20 — 10 — — — —
Off at 500 F 40 70 20 60 15 55 — 35 — 15
Off at 800 F 75 93 65 90 60 87 45 80 15 75
Residue from 680 F Distillation,
Volume Percent 50 — 55 — 67 — 75 — 80
301 04 17.86 Page 2
Tests on Distillation Residue:
Penetration at 77 F 100g, 5 sec.
Ductility at 77 F 5 cmrmin, cms
Solubility in tdchloroethylene, %
Spot Test
120 250 120 250 120 250 120 250 120 250
100' — 100' — 100' — 100' — 100' —
99.0 — 99.0 — 99.0 — 99.0 — 99.0 —
ALL NEGATIVE
'11 penetration of residue is more than 200 and ductility at 77 F is less than 100 cm, the material will be acceptable if its
ductility at 60 F is more than 100.
AE -P CUTBACK ASPHALT
Type -Grade AE -P
Properties Minimum Maximum
Viscosity Cr 122 F, SF, sec. 15 150
Sieve Test, % 0.1
Demulsibility, 50mL 0.1 N CaCI,. % 70
Storage Stability, 24 hr., % 1.0
TEST ON RESIDUE FROM CUTBACK DISTILLATION TO
680 F USINT RESIDUE FROM 500 F DISTILLATION % 40
Total Oils from Distillation, % 20 35
Float Cr 122 F on Residue from Cutback Distillation 50 200
Solubility in Trichloroethylene. T 97.5
- Cumulative total from 500 F distillation of emulsion and distillation of residue by cutback distillation to 680 F.
(4) Emulsions
The material shall be homogenous. It shall show no separation of asphalt after thorough mixing and shall meet the
viscosity requirements at any time within 30 days after delivery.
ANIONIC EMULSIONS
Rapid Setting
Medium Setting Slow Setting
Type -Grade RS-2 RS-2h MS-2 MS-2h MS-1 SS-1
Properties Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Min. Max.
Furol Viscosity at 77 F. sec. — — — — — — — — 30 100 30 100
Furol Viscosity at 122 F, sec. 150 400 150 400 100 300 100 300 — — — —
Residue by Distillation, % 65 — 65 — 65 — 65 — 60 — 60 —
Oil Porlion of Distillate. % — 2 — 2 — 2 — 2 — 2 — 2
Sieve Test, % — 0.1 — 0.1 — 0.1 — 0.1 — 0.1 — 0.1
Miscibility (Standard Test) Passing Passing
Coating Passing
Cement Mixing, % — 2.0
Demulsibility 50 cc of N/10 CaCL, % — — — — — — — 70
Demulsibility 35 cc of N/50 CaCI„ % 60 — 60 — — 30 — 30 — — — —
Storage Stability 1 day, % — 1 — 1 — 1 — 1 — 1 — 1
Page 3 04117i86 301
ANIONIC EMULSIONS
Rapid Setting
Medium Setting Slow Setting
Type -Grade RS-2 RS-2h MS-2 MS-2h MS-1 SS-1
Properties Min. Max. Min. Max. Min. Max. Min. Max. Mln. Max. Min. Max.
Freezing Test, 3 Cycles • Passing Passing Passing Passing
Tests of Residue:
Penetration at 77 F, 100g, 5 sec. 120 160 80 110 120 160 80 110 120 160 120 160
Solubility in Trichlaroethylene, % 97.5 — 97.5 — 97.5 — 97.5 — 97.5 — 97.5
Ductility at 77 F, 5 cm /min, cros 100 — 100 — 100 — 100 — 100 — 100
'Applies only when Engineer designates material for winter use
CATIONIC EMULSIONS
Rapid Setting
Medium Setting Slow Setting
Type -Grade CRS-2 CRS-2h CMS-2 CMS-2h CSS-1 CSS -1h
Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Min. Max.
Viscosity, Saybott Furol at 77 F sec — — — — — — 20 100 20 100
Viscosity Saybolt Furol at 122 F
sec.
150 400 150 400 100 100 300 100 100 300
40 — 40 —
Storage stability test. 1 day % — 1 — 1 — 1 — 1 — 1 — 1
Demulsibility. ' 35 mi 0.8% sodium
dioctyl sutfosuccinate %
Coating, ability & water resistance:
Coating. dry aggregate — — good good —
Coating, after spraying — — fair fair —
Coating. wet aggregate — — fair fair — — — —
Coating, after spraying fair fair —
Particle charge test Positive Positive Positive Positive Positive Posinve
Sieve test % — 0.10 — 0.10 — 0.10 — 0.10 — 0.10 — 0.10
Cement Mixing test. % — 2.0 — 2.0
Distillation:
Oil distillate. by volume of emulsion.
— 3 — 3 — 12 — 12 3 — — 3
Residue. % 65 — 65 — 65 — 65 — 60 — 60 —
Tests on Residue from Distillation Test:
Penetration. 77 F,100 g 5 sec. 120 160 80 110 120 200 80 110 120 160 80 110
Ductility, 77 F. 5 ran/min. cm 100 — 100 — 100 — 100 — 100 — 100
Solubility in trichloroethylene, % 97.5 — 97.5 — 97.5 — 97.5 — 97.5 — 97.5
The demulsibility test shall be made within 30 days from date of shipment.
301 04.17/86 Page 4
(5) Fluxing Material
Fluxing material shall be Tree from foreign matter and shall conform to the following:
Properties Minimum Maximum
Water, % — 0.2
Kinematic Viscosity at 140 F, cst 60 120
Flash Point. C.O.C.. F 250 —
Loss on Heating, 50g, 5 hrs at 325 F, % — 5
Asphalt Content of 85 to 115 penetration by
vacuum distillation weight. % 25 —
Pour Point, F — 60
(6) Precoat Material
Precoat material may consist of any one of the various types of asphaltic materials listed in this specification. approved by
the Engineer, including "Special Precoat Material'.
Special
Precoat Material
Properties Minimum Maximum
Water, % — 0
Flash, C.O.C., F 200
Kinematic Viscosity at 140 F, cst. 300 500
Distillation to 680 F:
Initial Boiling point, F 500 —
Residue by weight. % 70 —
Penetration residue, 77 F, 100g, 5 sec 200 300
(7) High Float Emulsions
Type -Grade
Properties
HIGH FLOAT EMULSIONS
Rapid Setting Medium Setting
HFRS -2 AES -300
Minimum Maximum Minimum Maximum
Furol Viscosity at 77 F, sec. — — 75 400
Furol Viscosity at 122 F, sec 150 400 — —
Residue by Distillation. % 65 — 65 —
Oil Portion of Distillate, % — 2 — 7
Sieve Test, % — 0.1 — 0.1
Coating — — Passing
Demulsibility 35 cc of N/50 CaCI„ % 50 — — —
Storage Stability Test, 1 day, % — 1 — 1
Tests on Residue:
Penetration at 77 F, 100 9, 5 sec. 100 140 300 —
Solubility in Trichloroethylene, % 97.5 — 97.5 —
Ductllity at 77.5 cm /min, ems 100 — — —
Float Test at 140 F, sec. 1200 — 1200 —
(8) Catalytically -Blown Asphalt Joint and Crack Sealer
Catalytically -blown asphalt shall be uniformly blended with 10 percent diatomaceous earth filler which passes the No. 325
sieve. It shall form a suitable joint and crack sealer which may be melted to pouring consistency in the regular asphalt kettle
at a temperature of approximately 450 F to 475 F. The material shall meet the following requirements:
88 -88 Pen 38 -45 Pen
Type -Grade Minimum Maximum Minimum Maximum
Penetration, 77 F.1009, 5 sec 88 88 38 45
Penetration, 32 F, 200g, 60 sec 3e — — —
Penetratlon, 115 F, 50g, 5 sec — 160 — —
Softening Point, R & B, F 175 200 185 200
Flash, C.O.C., F 500 — 500 —
Page 5 04:17.86 301
68 -88 Pen 38 -45 Pen
Type -Grade Minimum Maximum Minimum Maximum
Ductility, 77 F, 5 crrvmin, ens 5 — 3 —
Flow, 140 F, cm — 0.5 0.5
Ash. Weight, % 8 — 8 —
Settlement Ratio — 1.02 1.02
Brittleness Test, 32 F No Cracking No Cracking
301.3 Storage, Heating end Application Temperatures
Asphaltic materials should be applied at the temperature which provides proper and uniform distribution and with practical limits
avoiding higher temperatures than necessary. Satisfactory application usually should be obtained within the recommended
ranges shown below. No material shall be healed above the following maximum temperatures:
Application and Mixing Heating and
Recommended Storage
Type -Grade Range. F Allowable, F Maximum, F
AC- 5.10,20.40 275 375 350
AC -3 220- 300 350 350
AE -P 100 -140 140 140
RC -250 125 -180 200 200
RC -800 170 -230 260 260
RC-3000 215 - 275 285 285
MC-30 70 -150 175 175
MC -70 125 -175 200 200
MC -250 125 -210 240 240
MC-800 175 -260 275 275
MC- 3000 225- 275 290 290
Cat. Blown Asph 425 -475 500 500
Special Precoat Material 125 -250 275 275
SS-1, MS -1, CSS-1, CSS -th 50 -130 140 140
RS-2, RS -2h, MS-2. MS-2h, CRS -2,
CRS -2h, CMS -2, CMS -2h, HFRS -2,
AES -300 110 -160 170 170
NOTE: Heating of asphaltic materials (except emulsions) constitutes a fee hazard to various degrees. Proper precautions
should be used in at cases and especially with RC cutbacks.
Warning to Contractors
Attention is called to the fact that asphaltic materials are very flammable. The utmost care shall be taken to prevent
open flames from coming in contact with the asphaltic matenal or the gases of same. The Contractor shall be respon-
sible for any fires or accidents which may result from heating the asphaltic materials.
301.4 Measurement and Payment
All asphaltic materials included in this specification will be measured and paid for conforming to the governing specifications for
the items of construction in which these materials are used.
End
301 04/17/86 Page 6
306.2 Materials
Item No. 306
Prime Coat
306.1 Description
This item shall consist of an application of asphaltic material on the completed base course and/or other approved areas in
accordance with these specifications as directed by the Engineer.
(1) Asphalt Materials
The asphalt material for Prime Coat shall conform 10 the requirements of Cutback Asphalt, MC -30, Emulsion, MS -2.
SS-1. Emulsion CSS -1 or AE -P, Item No. 301, "Asphalts. Oils and Emulsions ".
(2) Water
Water shall be furnished by the Contractor and shall be clean and tree from industrial wastes and other objectionable
matter.
(3) Dispersal Agent
Detergent shall be added to water and sprayed on surfaces to be primed in accordance with asphalt manufacturer's
recommendations.
306.3 Construction Methods
When, in the opinion of the Engineer, the base course or other surface is satisfactory to receive the prime coat. the surface shall
be cleaned by sweeping or other approved methods as directed by the Engineer. The surface shall be lightly sprinkled with water
just prior to application of the asphaltic material unless this requirement is waived by the Engineer. The Contractor shall submit a
list of prime material(s) recommended to be applied on the work to the Engineer for approval. When emulsions are approved. a
dispersal agent shall be added to the water before sprinkling. The asphaltic material shall be applied on the clean surface by an
approved type of self- propelled pressure distributor operated so as to distribute the prime coat at a rate ranging from 0.1 to 0.3
gallons per square yard of surface area. The material shall be evenly and smoothly distributed. During the application of prime
coat. care shall be taken to prevent splattering of adjacent pavement, sub and gutters or structures. The Contractor shall be
responsible for cleaning splattered areas.
Prime Coat shall not be applied when the air temperature is below 60 F and falling, but it may be applied when the air tempera-
ture is above 50 F and rising; the air temperature being taken in the shade and away from artificial heat. Asphaltic material shall
not be placed when general weather conditions, in the opinion of the Engineer. are not suitable.
The distributor shall have been recently calibrated and the Engineer shall be furnished an accurate and satisfactory record of
such calibration. After beginning the work, should the yield on the asphaltic material applied appear in error, the distributor shall
be calibrated in a manner satisfactory to the Engineer before proceeding with the work.
The Contractor shall be responsible for the maintenance of the surface until the work is accepted by the Engineer. No traffic.
hauling or placement of any subsequent courses shall be permitted over the freshly applied prime coat
All storage tanks. piping, retorts, booster tanks and distributors used in storing or handling asphaltic material shall be kept dean
and in good operating condition at all times and they shall be operated in such a manner that there will be no contamination of the
asphaltic material with foreign material. It shall be the responsibility of the Contractor to provide and maintain in good working
order a recording thermometer at the storage heating unit at all times.
The Engineer wIU approve the temperature of application based on the temperature - viscosity relationship that will penult applica-
tion of the asphalt within the Timis recommended in Item No. 301, "Asphalts, Otis and Emulsions ". The recommended range for
the viscosity of the asphalt is 100 to 125 centistokes. The Contractor shall apply the asphalt at a temperature within 15 F of the
temperature specified in Item No. 301. "Asphalt Oils and Emulsions ".
306.4 Measurement
Prime coat will be considered subsidiary to Item No. 340, "Hot Mix Asphaltic Concrete Pavement" unless included as a separate
pay item in the contract. When included for payment, It shall be measured at point of delivery on the project in gallons at the
applied temperature. The quantity to be paid for shall be the number of gallons used in the accepted prime coat.
Page 1 04/17 ;86 306
306.5 Payment
The work performed and matenals furnished as prescribed by this item. when included as a contract pay item. will be paid for at
the unit price bid per gallon for "Pnme Coat". which price shall be full compensation for cleaning the base course or other sur•
face, for furnishing, heating, hauling and distributing the prime coat specified: for all freight involved and for all manipulations.
labor, tools, equipment and incidentals necessary to complete the work.
Payment, when included as a contract pay item, will be made under:
Pay Item Na. 306: Pnme Coat — Per Gallon.
End
306 04/17;66 Page 2
340.1 Description
This item shall govern far base, level -up, and surface courses composed of a compacted mbdure of aggregate and asphaltic
cement mixed hot in a mixing plant. The hot mix asphaltic concrete pavement shall be constructed on a previously completed
and approved subgrade. base material, concrete slab or existing pavement.
340.2 Materials
The Contractor shall furnish materials to meet the requirements specified herein and shall be solely rteponaiole for the quality
and consistency of the product delivered to the Project.
(1) Aggregate: The aggregate shalt be composed of course aggregate, a fee aggregate and, if required or allowed, a
mineral filler and may include reclaimed asphalt pavement ( RAP). RAP use will be allowed in all mixtures except as
specifically exduded herein or on the Drawings.
Aggregates shall meet the quafrty requirements of Table 1 and other requirements as specified herein. The aggregate
contained in RAP will not be required to meet Table 1 requirements unless atherwise shown an the Drawings.
(a) Coarse Aggregate: Coarse aggregate is defined as that part of the aggregate retained on the No. 10 sieve and
shalt consist of dean, tough, durable fragments of arched stone ar crushed gravel of uniform quality throughout
Gravel from each source shall be so crushed as to have a minimrmr of 85% of the particles retained on the No. 4
sieve with two or more merhardratty induced cashed fares as detemdned by TxDOT Test Method TEX- 460- A(Part
I). The material passing the No. 4 sieve and retained on the No. 10 sieve must be the product of crushing aggregate
that was adghmlly retained on the No. 4 sieve.
(b) Reclaimed Asphalt Pavement (RAP): RAP is defined as a salvaged, milled, pulverized, broken or crushed
asphaltic pavement. The RAP to be used in the mix ahait be crushed or broken to the extent that 100 percent will
pass the 2 inch sieve.
The stockpiled RAP shall not be contaminated by dirt or ether objectionable materials. Unless othenaise shown on
the Drawings, stadgriiled, crushed RAP must have tither a decantation of no more than 5 percent ar a plasticity
index of no mare than 8, when tested In accordance with TxDOT Test Method Tex -406 -A. Part 1, or Test Method
Tex-108-E. respectively.
RAP will be pemdtted to be used in a surface course provided not more than 10% RAP is used.
(c) Fine Aggregate: Fine aggregate is defined as that part of the aggregate passing a the No. 10 sieve and shall be of
uniform quality throughout A maximum of 15 percent of the total aggregate may be field send err other uncrushed
fine aggregate.
Screenings shall be supplied from sources whose coarse aggregate meets the abrasion and magnesitmr sulfate
saundness loss reguirernenta shwa in Table 1.
(1) Unless otherwise shown on the Drawings, atone screenings are required and shell be the product of a rock
crushing ing opemtior and meet the fallowing gradation requirements when tested in amts with TxDOT Test
Method Tex -200-F. Part I.
340 08123188
MATERIAL PERCENT BY WEIGHT
Passing the 3/8 inch sieve 100
Passing the No. 10 stew .70 -100
Passing the No. 200 0.15
Item No. 340
Hot MIx Asphaltic Concrete Pavement
a) Crushed gravel screenings may be used with, or In lieu of, stone screenings only when shown on the Drawings.
Crushed gravel screenings must be the product of crushing aggregate that was originally retained an the No. 4
sieve and must meet the gradation for stone sawenkigs shown above.
(d) Mineral FUte: Mineral tiger shall assist of thoroughly dried stone dust, porthmd cement toy ash, Woe ar otter
mineral dust approved by the Eng The mineral filter shall be free from foreign matter.
Pagel Hot MIx Asphaltic Conte Pavement
Requirement
I Test Methad
I Amount
COARSE AGGREGATE
Deleterious Material, percerd, maximum
Tex- 217 -F, I
1.5
Decantation, percent. medrrturn
Tex- 217-F, II
t5
Los Angeles Abrasion. percent maximum
Tex -410 -A
40
Magnesium Sulfate Soundness Loss
5 cycle, percent. mardmum
Tex 410-A
30
RNE AGGREGATE
Linear Shrtnitage, maximum
Tex- 107-E. II 1
3
COMBINED AGGREGATES
Sand Equivalent Value, minimum 1
Tex 203-F
45
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
340
Portland cement manufactured in a cement kiln fueled by hazardous waste as defined In 30 Texas Administrative
Code, Section 335.1, shall be prohibited. This applies to any other specification concerning the use of cement
materials. Contractor shall maintain a record of source for each batch. Supplier shaft certify that no hazardous
waste is used in the fuel rnix or raw materials.
Fly ash obtained from a source using a process fueled by hazardous waste as defined in 30 Texas Administrative
Code, Section 335.1, shall be prohibited. This apples to any other specification concerning the use of fly ash.
Contractor shall maintain a record of source for each batch. Supplier shall certify that no hazardous waste is used in
the fuel mix or raw materials.
The addition of baghouse fines or other collected fines will be permitted if the mbtiure quality is not adversely
affected in the opinion of the Engineer. In no case shall the amotmt of material passing the No. 200 sieve exceed
the tolerances of the job -mix formula or the master gradation limits.
When tested by TEC- 200 -F(Part I or Part I11, as applicable), the mineral filler shall meet the following gradation
requirernerds. Baghouse fines are not required to meet the gradation requirements.
(2) Asphaltic Material
MATERIAL PERCENT BY WEIGHT
Passing No. 30 inch Sieve 95 -100
Passing No. 80 Sieve, not less than..._ 75
Passing No. 200 Sieve, not less tthan .__ — . 55
TABLE 1
AGGREGATE CUALITY RE QUIREMENTS
• - Aggregates, without added mineral filer or additives, combined as used in the Job -mbc formula (Plant
Corrected).
(a) Paving Mirdrne. Asphalt cement for the paving nhiueue shall =dorm to the requirements of Item 301, 'Asphafa,
Oils and Emulsions', for AC-20 urdass of envise indicated In the Project Documents.
(b) RAP Paving Mixture. When more than 20 percent RAP Is used in the produced mlxt re, the asphalt In the RAP
shall be restored to the propetles Indicted below. Restoration will be made by ruining asphalt recycling agerd
antfar virgin asphalt cement meeting the requirements of Item 301.'As phi, Oils and Emulsions'.
08!23186 Page 2 Hot Mix Asphaltic Concrete Pavement
The mixture design will Include recovery of asphalt from the RAP in accordance with TxDOT Test Method Tex -211-
F. The recovered asphalt shall be blended In the laboratory with the amount of asphalt cement and/or asphalt
recycling agent selected for the Project. The following test shall be performed on the laboratory blend by the
producer of the asphattic concrete.
(1) Viscosity, 140 F, poises - Test Method Tex -528-0
(2) Thin Film Oven Aging Test - Test Method Tex -510 -C
(3) Viscosity, 140 F, poises, on residue from the Thin Film Oven Aging Test -Test Method Tex -528 -C
(4) Penetration at 77 F, 100 g, 5 sec, an residue from the Thin Film Oven Aging Test - Test Method Tex -502 -C
The viscosity in poises equivalent to the residue penetration at 77 F shall be calculated as set forth in TxDOT Test
Method Tex-535-C. The viscosity index of the residue shall then be caladated as follows:
Residue Viscosity Index =
The aging index of the laboratory blended aspnait shall be determined as fofows:
Aging index =
Residue Viscosity, pow,
eauivaterd to Penetration at 77 F
Residue Viscosity, 140 F poises
Residue Viamai 140 F seis
Original Visoosity, 140 F poises
The laboratory blended asphalt shalt meet the following requirements:
Residue Viscosity Index, maximum - 1500
Aging Index. maximum 3.0
Samples of asphalt recovered from plant produced mixture shag show the asphalt to meet the following requirements
when tested in accordance with TxDOT Test Methods Tex -211 -F and Tex-502-C:
Penetration, 77 F, 100 g. 5 sec -- 30 min. and 55 max.
(c) Tack Coat Tack Coat shall conform to Item 307, 'Tack Coat'.
(3) Additives: Additives to fac itate mixing and/or improve the quality of the asphaltic mixture or tack coat may be used
with the authorization of the Engineer. The Contractor may choose to use either time or a liquid aNStripping agent to
reduce moisture suscepttorTdy ofthe aggregate.
(4) Temporary Pavement Marldnga: Temporary pavement markings shall conform to item 864, 'Abbreviated Pavement
Markings'.
340.3 Paving factures
An asphalt modus design is a laboratory process which Includes the determination of the quality and quantity of the asphalt
and the individual aggregates, and the testing of the combined mdxtrme (laboratory Design).
The job mix fommla (JMF) shall list the quantity of each anent to be used in the mix after the Laboratory design has been
adjusted by running It through a particular plant (Plaid Corrected). The JMF w10 be the standard to which the Acceptance Plan
will be applied. The JMF of one drum or batching snit shall not be used for another unit.
The Contras shall submit to the Engineer on fours provided by the Engineer, an asphalt mixture design reviewed. signed
and sealed by a Texas Registered Pry agbleet or wed by a TxDOT Level II Certified Asphalt Tedrddan. The
asphalt mbmae design shag be sum every two (2) years. Mx designs older than one year will not be accepted without a
review of errand test data of the proposed materials to ensure that the materials meat spin rem.
The JMF (Plant Corrected) shall be sum to the Engineer an a form provided by the Engineer trough the Inspector of the
Project for review, for each individual Project, a rminbroan of three (3) working days before the mid= Is to be placed. Under
no drew:sle:tees will a mirdu a be placed before Its use is reviewed by the Engineer.
Pe ionrumce of the mix design shaft remain the r>spo s0>Dlty of the Contractor.
Page 3 Hot Mix Asphaltic Concrete Pavement
Sieve
Size
Type
A
Coarse
Base
11
C
Coarse
Surface
D
Fine
Surface
F
Fine
Mb:ure
1 -112
100
1 -114'
95 -100
1'
100
71F
70-90
95-100
100
518'
75-95
96-100
1?
50-70
100
318'
60-80
70-85
85-100
100
114
95 -100
No.4
30-50
40-60
43.63
50-70
No. 10
20-34
27-40
30-40
32-42
32 -42
No. 40
5-20
10-25
10-25
11 -26
9-24
No. 80
2 -12
3-13
3-13
4-14
3.13
No 200
1.W
1-6•
1-6
1-6•
1-W
VMA
% minimum
11
12
13
14
16
Rec.
Min. Lift
3'
2•
1-314'
1•
. 314'
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
(1) Mixture Design: :hall be designed in TxDOT Construction Bulletin 0-14 and Test Method Tex -204 -F to
conform with the : herein. The master grading limits of the appropriate type and the JMF will be plotted on a
graduated chart es raised to the 0.45 power and be submitted to the Engineer with•the asphalt mixture
design.
The Bulk Specific Gravity of aggregates In RAP will be determined on ®:ranted aggregates.
(2) Types: The blend of coarse aggregate, fine aggregate, and ndneral filler, if allowed, shall conform to the master
gradation shown in Table 2 for the type of mixture specified in conformance to TxDOT Test Method Tex- 200-F, Dry
Sieve Analysis. The voids In the mineral aggregate (VMA) will be determined as a mixture design requirement only. in
axz ardance with TxDOT Teat Method Tex - 207 -F, and shall not be less than the value indicated in Table 2.
TABLE 2
Master Gracing
Percent Passinm by Weinht or Volume
• 2 - 8 when Test Method Tex-200-F, Part I (Washed Sieve Analysis) is used.
340 08/73196 Page 4 Hot Mix Asphaltic Concrete Pavement
SIEVES
OPTIMUM
LABORATORY
DENSITY (%)
LABORATORY
DENSITY (%)
STABILITY
Local Streets Surface Courses
Collectors 8 Arterials Surface Courses
All Base Courses
96
96
96
MIN. MAX.
94.5 97.5
94.5 97.5
94.5 97.5
Pi
SIEVES
PERCENT BY WEIGHT
2' Sieve through No. 10 Sieve
No. 40 through No. 200 Sieve
Asphalt Content ....
±0.5
1
1
1
1
1
1
1.
1
1
1
1
1
1
1
1
1
1
1
1
(3) Tolerances•. Fluctuations in the gradation and asphalt content of t mule shall not vary by more than the
following but shall be limited to the range of the master gradation as determined by TIX -210-F.
(4) Stability and Density: The mixture shall be designed at or near optimum density as indicated. The laboratory mixture
shall be molded in accordance with TxDOT Test Method TEX -206 -F and the Bulk Specific Gravity determined in
accordance with TxDOT Test Method TEX- 207 -F with the following percent of Maximum Theoretical Density as
measured by TxOOT Test Method IOC- 227 -F and Stability conforming to TxDOT Test Method TEX- 2011 -F:
(5) Job Mix Formula Feld Adjustments: The Contractor shall produce a mixture of uniform composition closely
conforming to the reviewed JMF within the limits of the tolerances given above and the Acceptance Plan.
If It is detemdned by the City's laboratory that adjustments to the JMF am necessary to achieve the specified
'requirements. the Engineer may allow adjustments of the JMF within the following runts without a laboratory redesign of
the mixture. The adjusted JMF shall not exceed the master grading for the type of mixture specified nor shag the
adjusbtants exceed 5 percent on any one sieve. 12 Inch size and larger, or 3 percent on the sieve size below the 1/2
itch sieve of the JMF (Plant Conceded) reviewed for the Project
When the considered adjustments exceed either the 5 or 3 percent limits, and the Engineer determines that the impact
of these flanges may adversely affect pavement performance, a new laboratory mixture design will be required.
The asphalt content may be adjusted as concurred by the Engineer to malntaln desirable laboratory density near the
optimum value while achieving other mix requirements. However. increasing the asphalt content of the mixture in order
to reduce pavement air voids will not be allowed. Also. If the percent air voids is determined to be less than 4 percent,
adjustments shag be made to the plant production by the Contractor, within the tolerances as outlined above so that an
adequate air void level results.
340.4 Equipment
Al equipment used for the production, placement and compaction of the mixture shag be maintained in good repair and
operating conditions to the satisfaction of the Engineer. All equipment shag be made available for Inspectfmr. Any equipment
shag not be used until It is repaired to the satisfaction of the Engineer.
(1) Mbdng Plants: Plants may be of the weigh -batch or doom -nix type equipped with suitable material conveyers,
aggregate proportioning devices. dryers. bins, dust collectors and sensing and recording devices as appropriate for the
mbdng Wild typa
(2) Spreading and Fbdshtng Paving Machine: The paving machine shag be self- propelled and equipped with a heated
screed capable of pry a finish surface meeting the requirements of the street cross-section spud on the
Drawings and ail surface testa. Exdeusions to the screed tag have the same heating and vibratory capabilities as the
primary wilt The paving machine shall be equipped with an audcrrtatc duel longitudinal screed comrol system and a
transverse screed =Vol system. The longitudinal contols shall be capable of operating from any longitudinal grade
reference hududtng a strhhgllne, std, mobil strtngline or matching shoe. Unless of etwise shown on the Drawings, the
Co drag mr may use any one of these grade references. The Contractor shag furnish all labor and equipment required
for grade reference.
(3) Rogers: The Contractor shall select ropers conforming to Ohm 230, Tolling (Flat Wheel) and Ben 232, Tolling
(Pnewitatc Tire)'. Rogers not oriburning to these requirements stall be hmrrediately removed from the Project.
340 03123/96 Page 6 Hot Mix Asphaltic Concrete Pavement
(4) Motor Grader. A self - propelled motor grader may be used only when its use is approved by the Engineer. It shall have
a blade of not less than 12 feet and a wheelbase of not less than 16 feet. Smaller graders may be used for small
irregular areas when approved by the Engineer.
(5) Material Transfer Equipment Equipment to transfer mixture from the hauflng units or the roadbed to the spreading and
finishing machine will be allowed runless otherwise shown on the Drawings.
Windrow pick -up equipment, if parrdtted, shall be constructed In such a manner that substantially all of the mbctttre
deposited on the roadbed is picked up and loaded into the spreading and finishing machine. The loading equipment
shall be designed so that it does not interfere with the spreading and finishing machine in obtaining the required line,
grade and surface without resorting to hand finishing.
(6) Straightedge: The Contractor shall provide a ten foot straightedge acceptable to the Engineer for surface testing.
340.5 Stockpiling Aggregates
Aggregates shall be stockpiled to faciltate blending. If the aggregate Is not stockpiled on a hard, non-contaminant base, the
bottom six inch layer of the stockpiles shall not be used. Where space is limited, stockpiles shall be separated by walls or other
appropriate barriers. Aggregate shall be stockpiled and protected from the weather a minimum of 24 hours prior to use to
minimize free moisture conterrt. When stockpiles are too large to protect from the weather. accurate and continuous means
acceptable to the Engineer shall be provided to monitor aggregate moisture. Aggregates shall be stockpiled and handled such
that segregation and contamination are minimized. No stockpile shall contain aggregate, including RAP, from more than one
sconce.
340.6 Mature Temperature
The Conhador shall Select a target temperature for discharge from the mixer between 250 F and 350 F for the mixture suitable
to weather and Project conditions. The target temperature shall be reported to the Engineer daily and recorded in the Daily
Progress Report The mixture temperature shall not vary by more than 25 F from the target temperature upon discharge from
the mixer. No mixture cooler than 50 F from target temperature shall be accepted or placed on the Project.
340.7 Mixture Storage
A surge- storage system may be used to mtrmn¢e production interruptions during the normal day's operations. When approved
by the Engineer, overnight storage In insulated storage bins may be used provided that material temper t re and physical
properties are not adversely affected. Matures with hardened Iweps shall not be used. Stoned mbdures shall not be exempt of
any requirements provided in this spun.
When a surge - storage system is used, it shall be equipped with a device such as a gob hopper or other device approved by the
Engineer to prevent segregation In the surge - storage bin.
340.6 Mixture Moisture Content
Mixture produced from any plant Shag not have a noiehre no=ted in mess of 3f4 percent by weight when discharged from
the mixer. The moisture content shall be detendned in accordance with TxDOT Test Method Tex-212-F, Part It a rapt that
the sample shag be left In the oven a total a not less than four (4) hours.
340.9 Construction Methods
(1) Dermal: The Contractor slag be responsible for the production, tram., placement and compaction of the
spadged paving mixture to the requirements dais specification. The Contractor shall also be responsible for providing
a safe arvhmanert for iron personnel to inspect the equipment and to tale', sam
Any material delivered to the Project titer by visual asps :don can reasonably be expected not to meet specdcafiax
requirements (i.e. segregated or bared material. deficient or excess asphalt, Iow mbdng temperature, visible
etc.), as Maculated by the Engineer, shall not be used or left m place.
Equipment shall be Inspected prim to use and, if found to be defective or In an operating condition that could potentiefly
effect the quality of the fhdshed pavement, as by the Engineer, Its use shag not be allowed. leakage of
fuela, ode, grease, hydraulic or brake dads or ether contairdnants onto the prepared surface or newly -laid mat will not be
allowed.
The paving mixture, when placed wrflh a spreading and finishing machine, shall not be placed when the air taupe ahae
Is below 50 F and Is falling, but It may be platted when the elrtempera= is above 40 F and rising. The paving mixture,
when used as a level -up course or when placed war a motor grader, shall not be pared when the air temperature is
340 08123196 Page 6 Hot Mix Asphaltic Concrete Pavement
below 60 F and is falling, but it may be placed when the air temperature is 50 F and rising. Mat thickness of 1-1/2
inches and less shall not be placed when the temperature of the surface on which the mat is to be placed is below 50 F.
The temperature shall be taken in a shaded area away from artificial heat.
Surfaces to be paved shall be finished, pruned. aced, broomed and tacked, as appropriate, to the satisfaction of the
Engineer. If the surface on which the fist course of the paving mixture is to be placed is a flexible base course, and a
art -back asphalt is to be used as a prime coat, the flexible base shag have been primed and cured a minimum of 24
hours before the paving mbcture may be placed. The 24 hour restriction wit not apply to a flexible base that has been
primed with material other than a cut -back. However. the surface on which the tack coat and/or paving mixture is to be
placed shall be in a dry condition.
Pavement shat be opened to traffic as soon as possible after temporary pavement markings or permanent markings are
in place as indicated or as directed by the Engineer. Construction traffic allowed on pavements open to the public will
be subject to all laws governing traffic an streets and highways.
(2) Tack Coat The surface upon which the fade is to be plaaad shall be cleaned thoroughly to the satisfaction of the
Engineer. The surface shall be given a uniform application of tacit coat as governed by Item 307. Tack Coar. The tack
coat shag be appred with an approved sprayer at a rate not to exceed 0.05 gallons per square yard. Where the paving
mixture will adhere to the surface on which It is to be placed without the use of a tact coat. the tack coat may be
egrtdnated by the Engineer. All contact surfaces of orbs, castings and structures shall be painted with a thin uniform
application of tact coat
•
Whenever cut-back asphalts are used as 8 tact cwt, the tack coat shat be rolled with a pneumatic roller.
During the of tack coat, care shat be taken to prevent splattetuxg•of adjacent pavement curb-and gutter and
structures. All splatter shag be removed by the Contractor at his eupenae before the Work can be accepted.
(3) Transporting Asphaltic Cona de: The asphaltic mbdure shat be hauled to the Work she to tight vehicles previously
cleaned of at foreign eaterial. In cool weather or for tong hauls. covering of the truck bodies Is required.
(4) Placing: Placing of the asphaltic mixture slag be done without tearing, shaving, gouging or segregating the mixture and
without producing streaks in the rtat, Unloading into the finishing ma hi ne shall be controlled so that bouncing or jarring
the spreading and fishing machine shall not or= and the required rules and grades shall be obtained *bout
resoling to hand fig except as pemdted below hh tds Section.
Unless otherwise shown an the Drawings, dumping of the asphaltic material in a windrow and then placing the mieure to
the finishing machine with windrow pidc -up equipment will be permitted provided the temperature of the asphaltic
mixture does not drop more than 50 F below the target temperature before being placed by the finishing machine.
Under no circumstances will the asphaltic material be permitted to be dumped on or near the job site and then reloaded
for hauling to the site of placement Exceptions may be allowed if approved by the Engineer.
When approved by the Engineer, level -up courses may be spread with a motor grader meeting the requirements of this
specification.
The siding and finishing machine shall be operated at a uniform froward speed consistent with the plant production
rate, hauling capability and niter train capacity to result 01 a ccndhamua operation. Stopping of the spreading and
tinlahhug nadhhte betrieen buds Is to be held to a ndrdnsan. If, in the opinion of the Engineer, delivery of material Is
adversely affedhtg the mat (excessive stopping of the spreadbm and fatshing machine, loss of mixture temperature,
etc.). the Engineer may require paving operations to cease until a ep able methods are provided to mhtbnise stating
and stapplhg of the spreading and txdsking machine.
The hopper gates of the spreading and finishing machbh shag be adjusted to provide an adequate and consistent tow
of mahadaL This shall result in enough mural being delivered to the augers so that they are operalbhg approximately
85 percent of the tine or more. The augers shag provide means to su ppy adequate flow of material to the canter of the
paver. Augers shat supply an adequate flow of materiel for the full with of the mat being placed. Augers should be
kept y she -half to three-quarters full of mb ire at et times durbg the paving °paragon.
When the asphaltic mlxcise is placed in a narrow strip along the edge of an extsting pavement, or used to level up small
areas of an existing pavement or placed in small irregular areas where the use of a finishing machine Is not practical,
the t rdsfhhg machine may be eliminated when permitted by the Engbeer.
The paving material adjacent to castings and curb and gutter shall be finished uniformly high so that when compacted. it
will be slightly above but not mare tan 1/8 inch above the edge of the casting or gutter lip.
Page 7 Hot Mix Asphaltic Concrete Pavement
Longitudinal joints in the mat shall be placed to coincide with lane lines. Transverse joints shall be offset a minimum of
five (5) Feet.
(5) Compacting: The pavement shall be compacted thoroughly and uniformly to obtain the compaction and cross section
meeting the requirements of the Drawings and specifications
Regardless of the method used for compaction, all rolling for compaction shall cease before the mature drops berm
175 F.
Rolling with a pneumatic Bra roller to seal the surface shall be provided. Roiling with a tandem or other steel -wheel
roller shall be provided if required to iron out any roller marks. vibratory rollers shall not be allowed in the vitiating
mode on mats with a plan depth of less than 1 -12 inches.
340.10 Sampling and Testing
The asphalt mixture shall be tested daffy at the Project site for conformance to specification requirements. The Engineer shall
detem ine sample locations based on the Contractor's anticipated production and the random number method of TxDOT Test
Method Tex- 225-F. Each day's anticipated production shall be sectioned into three (3) equal single -pass, sub-area lots Each
day's sample locations shall be equally distributed over the three (3) sub-areas. t. due to the weather or plant malfunctions.
the Contractors daily andrdpated praduGnm is not made. the random locations will not be recalculated. Also, no more than one
location d the three (3) sub -areas is to be located in an irregular shaped area such as a cul-de-sac.
Unless otherwise approved by the Engineer, a minimum of three bag samples and three correlating cores will be obtained from
each day's production. Bag samples aha0 be taken during lay-down operators. The primary sampling point for the bag
samples shell be from the windrow B a windrow elevator is used. If a windrow elevator is not used, the sample shall be taker
from the middle of the paving machine hopper. This wig require stopping the paving machine in order for the Inspector to safely
secre a sample by digging into the hopper. Gradation. asphalt content and stability shat be reported for each of the bag
samples. The stability value reported for each of the bag samples shall be the average of three (3) tests per bag. Pavement
thickness and density shall be detemiihed by 6-inch cores. One core shag be taken for every 2,000 single -pass square yards
with a minimum of three (3) cores for all projects. One core shall be taken at the same station and pass sampled for each of
the bag samples. For each day's placement, density of cores for which no corresponding bag samples were taken shall be
determined by using the average Ma inw m Theorett®I Density of the day's three (3) bag samples or as may otherwise be
determined by the Engineer. The Engineer may alter, increase or waive the testing schedule to ensure material and
workmanship compfiance with ell ton requirements. AcceptirdsTdy of the completed pavement shall be based on the
average of test results for the Project as defined in Article 340.11. Acceptance Plan'.
For total areas of less than 500 square yards. a total of only two bag samples and two correlating cores will be obtained. If the
Contractor desires additional testing, it shall be at his entire expense.
When, In the opinion of the Engineer, test results appear unrepresentative, additional testing may be authorized. The retesting
will be at the expense of the Contractor and the resits of the retesting shall be averaged with the results of the original testing.
If the results of retesting indicate that the original testing was erroneous, the original test results will be discarded. Pavements
with kw density results may be reared; but, the pavement shall not receive any addtioal competitive effort
Cores shall be taken by the city's laboratory within 48 hours of paving unless otherwise tadhorized by Engineer. Pavements
that wO not or can not be wed within 48 hours shall be dosed to both public and construction traffic.
340.11 Acaopthnce Plan
For to purpose dtm Acmes Plan only, the "Project' shag be defined as Mover The Project is the quantity of each of the
speed mbdurm types as determined by the Engineer before the paving operation begins. Conslderators for defining the
Project shall include paving operation staged due to traffic considerattons. flanges to the Job Mix Formula, phasing of large
projects, or other fedors affecting the consistency in the production, lay-deem/compaction, use of completed potions, andlor
aging of In- place nwtelal. Achy of the completed pavement shall be based an the average of e mininnan of three testa
per Project for each of the mbdure types specified.
Pay adjustments for two or more acceptance factors shall be ammwlaive. Pay adjustments d 100% unt price reduction shall
require removal and replacement of the Work. Replacemord materials shall be subject to all requirements of tuts specification.
Alternatively, the Engineer may allow the Work to remain la place without payment provided that the Work Is warranted for an
ehdanded period and under comtdons as determined by the Engineer. The decision of the Engineer es to the removal and
replacement &the Work shall be the final au hady.
340
08123198
Page 8 Hot Mix Asphaltic Concrete Pavement
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(1) Non-Pay-Adjustment Acceptance Factors:
(a) Surface CharacterIsti : Unless otherwise directed by the Engineer, all pavements shall be tested for smoothness.
Surfaces shall be tasted with a 10 foot straightedge parallel to the roadway centerline and perpendicular to the
centerline on flat, cross -slope sections. Maximum allowable deviation in 10 feet shall be 1/8 inch parallel to the
centerline and 1/4 inch perpendicular to the centerline. Sections exceeding these maximums shall be corrected to
the satisfaction of the Engineer. The completed surface must meet the approval of the Engineer for surface
smoothness. finish and appearance.
If the surface ravens. ruts or deteriorates in any manner prior to the end of the warranty period, it will be the
Contractor's responsibility to correct this condition at his expense to the satisfaction of the Engineer and in
conformance with the requirements of this specification.
For HMAC rehabilitation and overlay projects, if cracks develop in the pavement surface within the one year warranty
period, the Contractor shall seal the clacks in accordance with Item 313. - Rubber Asphalt Joint and Cradle Sealer'.
Payment for this work will be measured and paid for as Mobifaatton (LS) and Crack Sealing (LF).
For new HMAC roadways constructed in aaardance with the Drawings and specifications, if cracks less than 1/4
inch in width develop in the pavement surface within the cne year warranty period the Contractor shall seal the
cracks in accordance with Item 313. 'Rubber Asphalt Joint and Crack Sealer'. Payment for this Work will be
measured and paid for as MobhT¢etion (LS) and Crack Seafmg (LF). If cracks equal to or greater than 1/4 inch in
width develop in the pavement surface within the one year warranty period. the aadmhg shall be reviewed and
evaluated by the Engineer before corrective action Is taken.
(b) Stability: Stability teat results shall be used as Indicators of potential problems. Where stability test results fall
outside the range specified in this *meditation, additional tests shall be taken as directed by the Engineer for further
evaluation and monitoring of the paving mcdtre. This additional stability testing will be at the expense of the
Contractor. When, in the opinion of the Engineer, the stability Is deemed unacceptable for the intended use of the
pavement the paving mixture shall be removed and replaced to the-limits indicated by test results or may be left in
place on conditions acceptable to the Engineer. When the paving mixture is removed and replaced, it shall be at the
sole expense of the Contractor.
(c) Laboratory Density: laboratory density resuits as detennmsed by TxDOT Test Method Tex- 207 -F shall be used as
indicators of potential problems. Where labarato y density test results are less than 94.5% or mare than 97.5%,
additional tests shall be taken as directed by the Engineer for further evaluation and monitoring of the paving
mixture. This additional laboratory density testing will be at the expense of the Contractor. When, in the opinion of
the Engineer, the laboratory density is deemed unacceptable for the intended use of the pavement. the paving
mixture shall be removed and replaced to the Omits indicated by test results.
Paving mixtures that are removed and replaced shall be at the sole expense of the Contractor.
(d) Limited Areas: Irrespective of an acceptable overall Project average for any or all of the Pay - Adjustment
Acceptance Factors, limited substandard pardons of the Work, as determined by the Engineer, shall be remedied or
removed and replaced to the satisfaction of the Engineer at the expense of the Contractor.
(2) Pay •Adjustment Acceptance Factors: Contract kmit prides shall be adjusted for paving mixtures that fan to meet
acceptance criteria for gradation, asphalt content density and mat thickness in accordance with the fonowing.
GRADATION ACCEPTANCE SCHEDULE (TDC- 210-F)
SIEVE
DEVIATION FROM PERCENT CONTRACT UNIT
JOB MIX FORMULA PRICE REDUCTION
Total retained an No. 10
Passing No. 200
x6.0 0
5.1± 10
x3.0 0
3.1± 5
340 0W23/86 Page 9 Hot Mix Asph akin Concrete Pavement
Deviation from the
Job Mix Formula
Percent Contract Unit Price Reduction
Local Sheets'
All Others
± 0.5
±0.51 to ±0.60
+0.61 to +0.70
-0.61 to -0.70
Over ±0.70
0
15
25"
100: Remove and Replace
100: Remove and Replace
0
25
100; Remove and Replace
100; Remove and Replace
100; Remove and Replace
'A local or residential street that serves
"If the street has an ADT of 500,
Remove and Replace
as access to residence or other abutting
property.
plus a 2 year warranty, otherwise.
or less, with 1 %, or less, of truck traffic,
'PERCENT
DENSITY
Percent Contract Unit Price Reduction
i-itr Thiclmess or Greater
Less than i -1 f2" Thickness
Above 96
91to96
90.9 t0 88.1
Less tier 88.1
100; Remove and Replace
0
0.625 per 0.10% deficiency
In density
100: Remove and Replace
100; Remove and Replace
0
0.50 per 0.10% deficiency
In density
100; Remove and Replace
'Core bulk density divided by mac theoretical density
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ASPHALT CONTENT ACCEPTANCE SCHEDULE (TEX- 210-F)
340
DENSITY ACCEPTANCE SCHEDULE (TE)t- 207- F1TEX- 227-F)
THICKNESS ACCEPTANCE SCHEDULE
VARIANCE PERCENT OF THICKNESS
0 -10
10.1 -16
16.1 -25
Over 25
PERCENT CONTRACT UNIT PRICE REDUCTION
0
20
50
100; Remove and Replace or
mtlVoverlay 1' minimum
The Deafly Acceptance Schedule will not apply to parking lots and other irregular shaped areas in wind' it Is difficult to
properly compact It will apply to utllfly trendies 4 feet or wider.
Core tindorases greater than Drawing requirements shall be factored into calculation at Drawing required thickness. If
total thickness of 66(s) proves to be less than required, the Contractor may remove and replace the overlay deficient
areas as agreed to by the Engineer. Overlays to correct thhimess deficiencies shall be not less than one (1) Inch thick.
Overlays shall require milling of the asphatt in order to prevent a 'featheredge' of the overbuying pavement
The oxtent of the area to be overlaid or removed and replaced shall be determined by addttlanal cores meeting the
required ttddmess. Ail additional coring to determine the area shall be paid for by the Contractor.
340.12 Measurement
Work performed and material placed shall be measured under one of the following methods. When Drawing quardity
measuremerd is speed adjustment of quantity may be made as Maws. If the quantity measured as outlined vary from
those shetrn an the Drawings by more than 5%, either party to the Contract may request In writing and adju sbment of the
quantity by each separate bid Itan. The party to the Contract wild' requests the adjuwonent shall present to the other one
copy of measurements and calculations showing the revised quantity in question. This revised quantity, when approved by the
08113188
Page 10 Hot MI: Asphaltic Cmuaete Pavement
Engineer, shall constiarte the final quantity for which payment will be made. However, no adjustment will be made for any
quantity which exceeds the Drawing required thickness.
Method A Asphaltic concrete pavement shall be measured by the ton (2,000 pounds) of the type actually used in completed
and accepted Work in accordance with the Drawings and specifications.
The measurement shall be made on approved truck scales that meet the requirements of the National Institute of Standards
and Technology Handbooks 44 and 112 except that the required accuracy shall be 0.4 percent of the load being weighed. The
Contractor shall furnish a report of calibration from a scale mechanic fcensed by the Texas Department of Agriculture certifying
that the scales meet this requirement.
Method B: Asphaltic concrete pavement shall be measured by the square yard of specified total thickness of the type of
paving mixture actually used in completed and accepted Work in accordance with Drawings and specifications_ Multiple lifts of
the same type shall be considered as one for square yard measurement purposes.
Method C: Asphaltic concrete pavement shall be measured by the linear foot of specified total thickness of the type of paving
mbdure actually used in completed and accepted Work in accordance with Drawings and specifications. Multiple lifts of the
same type shall be considered as one for linear foot measurement purposes.
340.13 Payment
Work performed and materials furnished as prescribed by this item and measured as provided under 'Measurement' will be
paid for at the unit prices bid or pay adjusted unit price for HOT MIX ASPHALTIC CONCRETE PAVEMENT, of the types and
thicknesses specified, which prices shall be full compensation for furnishing all labor, equipment, "time, materials and
incidentals necessary to complete the Work.
Tack coat, sawcut nng and temporary pavement iiuukl will not be measured or paid for directly but shall be considered
subsidiary to ITEM 340, 'HOT MIX ASPHALTIC CONCRETE PAVEMENT - .
Payment for Work meeting specifications wilt be made under one of the following
Pay Item No. 340 -A: Hot Ma Asphaltic Concrete Pavement. Type , - Per Ton
Pay Item No. 340-8: Hot Mix Asphaltic Concrete Pavement, _ inches, Type _ - Per Square Yard.
Pay Item No. 340-C: Hot Ma Asphaltic Concrete Pavement. _ Inches, Type _ - Per Linear Foot.
Pay Item No. 340 -PQ: Hot Ma Asphalts Concrete Pavement, _ Inches, Type _ - Per Drawing Quantity.
Pay Item No. 340-L• Hot Mix Asphaltic Concrete Pavement, Um., Type _ - Level -up Course.
Pay Item No. 34051 Crack Sealing Mobrizah'on, Lump Sum
Pay Item No. 3405: Crack Sealing, per linear Foot..
End
Ret 230, 232. 301, 307, 313, 864, 1804
340 08123/86 Page 11 Hot Mix Asphaltic Concrete Pavement
Rem No. 401
Structural Excavation and Backlit!
401.1 Description
This Rem shall consist of the excavation for the placing of structures, except pipe sewers, for the disposal of such excavated
material and for the backfilling around completed structures to the level of the original ground or grade indicated. The work shall
Include all necessary pumping or bailing, sheathing, drainage and the construction and removal of any required cofferdams.
Unless otherwise Indicated. the work included hereunder shall provide for the removal of old structures or portions thereof (abut-
ments, buildings, foundations, wingwalls, piers, eta), trees and al other obstructions necessary to the proposed construction.
Where excavation is not classified, it will be grouped under "Unclassified Structural Excavation ", which shall include the removal
of all materials encountered regardless of their nature or the mariner in which they are removed.
Where excavation is classified, it shall be classed as "Common Structural Excavation" or "Rode Structural Excavation" in accor-
dance with the following criteria:
"Common Structural Excavation" shall include the removal of all materials other than rock.
"Rock Structural Exton" shall include the removal of firm and compact materials that cannot be excavated with power
equipment, without first being loosened or broken by blasting, sledging or drilfmg.
401.2 Materiels
(1) Sand
(a) Fine aggregate sand shall be Grade 1 contemning to Item No. 302. "Aggregates for Surface Treatments ".
(b) Native Sand shall be local material obtained from approved sources and subject to the approval of the
Engineer.
(2) Flexible Base
Flexible base shall conform to hem No. 210, "Flexible Base ".
(3) Lima Stabilized Base
Lime slabdized base shall conform to hem No. 202. "Hydrated Lime and Lime Slurry" and Item No. 203. "Lime
Treatment for Materials in Place ".
(4) Concrete Base
Concrete base shall conform to Class J Concrete. hem No. 403, "Concrete for Structures".
(5) Granular Material
(a) Coarse aggregate shall conform to Item No. 403. "Concrete for Structures ".
(b) Foundation Rock
Foundation rock shag be wen graded, hard durable coarse aggregate ranging in adze from 2 to 8 Inches.
(e) Pea Gravel
Pea gravel shall consist of hard, durable. opaque gravel. bee of day, loam, stud or other foreign substances.
ranging in size from'/. inch to 3 hen cordomdng to ASTM C 33.
(8) Cement Stabilized Rock fill
Content Stabilized base shall conform to Gass J Concrete, Item Na. 403, 'Concrete for Structures'.
401.3 Construction Methods
(1) Excavation shall be done In accordance with the roes and depths indicated or as established by the Engineer. Un-
less otherwise indicated or permitted by the Engineer no excavation shall be made outside a vertical plane 3 feet
from the footing Brea and parallel thereto.
(2) Excavation shell conform to elevations indicated or raised or lowered by written order of the Engtrser, when such
alterations are )edged proper. When deemed necessary to increase or decrease the plan depth of footings. the al-
401 Rev. 08130187
Page 1 Structural Excavation and Backlit]
terations in the details o1 the structure shall be as directed by the Engineer. The Engineer shall have the nght to
substitute revised details resulting from consideration of changes in the design conditions.
When a structure is to rest on an excavated surface other than rock, special care shall be taken not to disturb the
bottom of the excavation and the final excavation to grade shall not be performed until just before the footing is
placed. Equipment selected and used by the Contractor for excavation which disturbs what was otherwise stable
subgrade matenal. as shown by laboratory tests. will not be used as a justification for payment for excavating to
extra depth or for payment for stabilizing matenals which may be ordered by the Engineer.
(4) Excavated matenal required to be used for backflll may be deposited by the Contractor in storage piles as indicated
or at points convenient for its rehandling during the baddilling operations. subject to the approval of the Engineer,
who may require that the survey center line of the structure and the transverse or hub line of any unit of the structure
be kept free of any obstruction. The Contractor shall adjust any stockpiles, to facilitate surveying and the work of
other Contractors working in the immediate proximity, as directed by the Engineer.
(5) Excavated matenal required to be wasted shall be disposed of as directed by the Engineer. in a manner which will
not obstruct the stream or otherwise impair the efficiency or appearance of the structure or other part of the work.
For all single and multiple box culverts. pipe culverts. pipe arch culverts and box sewers of all types. where the soil
encountered at established footing grade is a quicksand. muck or similar unstable matenal. the following procedure
shall be used unless other methods are indicated:
The depth to which unstable matenal is removed will be determined by the Engineer. It will not exceed 2 feet
below the looting of culverts that are 2 feet or more in height and will not exceed the height of culverts tor those
less than 2 Ieet high. Excavation shall be carried at least 1 foot horizontally beyond the limits of the structure on
all sides. All unstable soil removed shall be replaced with suitable stable matenal. in uniform layers of suitable
depth for compaction as directed by the Engineer. Each layer shall be wetted, if necessary and compacted by
rolling or tamping as required to provide a stable foundation for the structure. Soil which has sufficient stability
to properly sustain the adjacent sections of the roadway embankment will be considered a suitable foundation
matenal
(3)
(6)
When. in the opinion of the Engineer. it is not feasible to construct a stable footing as outlined above. the
Contractor shall construct it by the use of special materials. such as flexible base. cement stabilized base.
cement stabilized backhll or other matenal, as directed by the Engineer. This work will be paid for as provided
below.
Special materials used or additional excavation made for the Contractor's convenience to expedite the work
will not be paid for directly, but shall be subsidiary to the various classes of structural excavation. In addition. if
the Contractor's construction methods and equipment creates conditions necessitating usage of special mate -
nals or additional excavation. the work and matenals will not be paid for directly. but shall be subsidiary to the
various classes of structural excavation.
(7) When the matenal encountered at footing grade of a culvert is found to be partially rock Or incompressible material
and partially a compressible sod which is satisfactory for the foundation, the incompressible material shall be re-
moved for a depth of 6 inches below the footing grade and backfilled with a compressible material similar to that
used for the rest of the structure.
When me matenal encountered at footing grade of a bridge bent or pier is found to be partially of rock or in-
compressible matenal and partially of a compressible matenal, the foundation shall not be placed until the Engineer
has inspected the footing and authorized such changes found necessary to provide an adequate foundation.
(8)
401.4 Cofferdams
The term cofferdams. whenever used in this specification, designates arty temporary or removable structure constructed to hold
the surrounding earth, water or both. out of the excavation. whether the structure is formed of earth, timber, steel. concrete or a
combination of these. It includes earthen dikes. timber cribs. any type of sheet piling, removable steel shells and the like and all
necessary bracing and it shall be understood also to include the use of pumping wells or well points for the same purpose. The
cost of cofferdams. when required. shall be included as a part of the bid price for excavation.
It Is the Intent of this specification to require that a suitable cofferdam wtdch will provide a safe work area be provided for all
excavation when necessary in order to control water so that the foundation may be placed in a dry condition, as to preclude
sliding and caving of the walls of the excavation. Where no ground or surface water is encountered, the cofferdam need be
sufficient only to protect the workmen and to avoid cave-ins or sides beyond the excavation limits.
The type. strength and clearance of cofferdams. Insofar as such details affect the character of the finished work and the safety of
laborers and inspectors working therein. will be subject to review by the Engineer, but the Engineer's review shall in no way
relieve the Contactor of responsibility for the adequacy and safety 01 the cofferdam design. Other details or design will be let to
the choice of the Contractor. who will be responsible for the successful completion of the work. Approval of tie drawings by the
Engineer will not relieve the Contractor of responsibility in arhy manner. The interior dimensions of cofferdams shall provide suth-
401 Rev. 19/30187 Page 2 Structural Excavation and Backffu
aent clearance for the construction and removal of any required forms and the inspection of their extenors and to permit pumping
outside tit the forms.
Unless otherwise indicated, cofferdams shall be removed by the Contractor after the completion of Inc substructure without
disturbing or marring the structure.
401.5 Pumping or Balling
The manner of pumping or bailing from the interior of any foundation enclosure shall preclude the possibility of the movement of
water through or alongside any connate being placed. No pumping or bailing will be permitted during the placing of concrete or
for a period of at least 24 hours thereafter, unless from a suitable sump separated from the concrete work by a water -tight wall.
401.6 Baekfllting
(1) General
401 Rehr. 09=7
As soon as practicable. all portions of excavation not occupied by the permanent structure shall be backfilled. Back -
fill material shall be free Mom large or frozen lumps, wood or other extraneous material.
That portion of backfihl which will not support any portion of completed roadbed or embankment shall be placed In
layers not mare than 10 inches in depth (loose measurement) and shall be compacted to a minimum of 95 percent of
maximum density as determined by SDHPT Test Method Tex-I 14-E and then re- excavated to the proper grade and
dimensions.
If the excavation has been made through a hard material resistant to erosion, the backfl0 around piers and in front of
abutments and wings may be ordered by the Engineer to be of stone or lean concrete. Unless otherwise indicated,
such beddlII shall be paid for as extra work.
That portion of Inc baeldill which will support any portion of the roadbed or embankment shall be placed in uniform
layers not more than 10 inches in depth goose measurement) and shall be compacted to a minimum of 95 percent of
maximum density as determined by SDHPT Test Method Tex - 114 -E and then re- excavated to Inc proper grade and
wetted uniformly to the moisture content required to obtain the specified density and shall be compacted to that
density by means at mechanical tampers or rammers, except that the use of rolling equipment of Inc type generally
used in compaction embankments will be permitted an portions which are accessible to such equipment All portions
of embankment too dose to any portion of a structure to permit compaction by the use of Inc btading and rolling
equipment used on adjoining sections of embankment. shall be placed and compacted in the same manner as
specified above for bacldhti material. These provisions require the mechanical compaction by means of either rolling
equipment or mechanical tampers or rarmhers, of all backflll and ernbanimhent adjoining the barrels and wingwalls
or culverts and adjoining all sides of bridge abutments and retaining walls, regardless of whets or not such em-
bankments or backM is above or below the original surface of the ground and regardless of whether the excavation at
structure site was performed conforming to Item Na 111, 'Excavation", this item, "Structural Excavation, Item Na 110,
Street Excavation' or Item Na 120, 'Channel Excavation' Unless otherwise Indicated, hand tamping will not be ac-
cepted as an alternate for mechanical compaction. As a general rule, material used in filling or bac filling Inc por-
tions described In this paragraph shall be an earth, free of any appreciable amount of gravel or stone particles larger
than 4 inches In greater dimension and of a gradation that permits thorough compaction. When, in the opinion of
Inc Engineer, such material is not readily available, the use of rock or gravel mixed with earth will be permitted, provided
that no particles larger than 12 inches or smaller than 6 Inches may be used. The percentage of fines shall be suffi-
cient to fill voids and Insure a uniform and thoroughly compacted mass of eloper density. When impaired by Inc plans
or by written order of Inc Engineer, cement stabilized material shall be used for baddFUMhg.
All portions of fill and bada described In Inc preceding paragraph shall be compacted to Inc earns density require-
ments wedged for the adjohdng sections of embankment In aeomdakde with the governing spoons therefor.
Where no embankment Is involved on the project and no specifications therefore are bnduded In the contract, all
baddfil shall be compacted to a density comparable with the adjacent umdsbrrbed material.
No baddtll stag be placed against any abutment or rembn wall until such structure has been in place at least 7
days. No baddill shall be placed actjacent flexural strength. Badd1A placed around te abutments and piers boxes until the top des to slab has pr 500 psi
same elevation at Inc same time. P shall be deposited on both sides approximately Inc
Care shell be taken to prevent any wedging felon of bade against the structure and the slopes bounding the
excavation shall be stepped or serrated to prevent such action.
Pipe Culverts
The following requirements shall apply to the badd®ing of pipe adverts in addition to Inc pertinent portions of Inc
general red.thentents given In the preceding secticm.
Page 3 Structural Excavation and Backlit
(
401 Rev. 09/30/57
Selected materials from excavation. borrow or other approved material shall be wetted, if required and placed along
both sides of the PIPe equally, in uniform layers not exceeding 6 inches in depth (loose measurement) and thor-
oughly compacted so that there shall be a berm of thoroughly compacted material on each side of the pipe. The
method and degree of compaction shall be the same as specified above for portions of baddill within the limits of
embankment or roadbed.
Filling and/or backfilling shall be continued in this manner to the elevation of the top of the pipe. Special care shall be
taken to secure thorough compaction of the material placed under the haunches of the pipe. All fill or bacicfifi below
the top of pipe shall be compacted mechanically In the manner and to the density prescribed above, regardless of
whether or not such material is placed within the Omits of the embankment or roadbed. In the ease of pipe placed in
trenches. that portion al the baddi0 above the top of the pipe which supports embanlmrent or the roadbed shall
receive mechanical compaction as specified above and the portion which will not support arty portion of embank-
ment or roadbed shall be placed in layers not more than 10 Inches in depth (loose measurement) and shall be com-
pacted by whatever means the Contractor chooses, to a density comparable with the adjacent, undisturbed material.
Embankments above the top of pipe shall be placed conforming to Item No 132, "Embankments'. During construction
adequate cover must be provided to protect the structure from damage.
Whenever excavation is made for installing pipe culverts or box sewers across private property or beyond the limits
of the embankment, the top soil removed in excavating the trench shall be kept separate and replaced as nary as
feasible in its original position and the entire area involved in the construction operations shall be restored to a pre -
sentable condition.
(3) Cement Stabilized Beckett
When indicated, trenches shall be backflfied to the elevation shown with Cement Stabltized Bacldifi.
Cement Stabilized Backfill below the spring fin of pipe culverts shall be sufficiently plastid to completely fill all voids
in the trench. The pipe shall be held in alignment by jacks or other suitable means to prevent the mortared joints from
' tracking due to displacement caused by placing the badcffll material.
Cement Stabilized Backe-II above the spring line of pipe culverts may be dry enough to be transported without special
mixing equipment.
On structures other than pipe culverts, special mixing equipment will not be required to transport the cemem stabi-
lized baddll unless otherwise indicated.
Hand-operated mechanical tampers may be used with approval of the Engineer for compacting thbe baddlll.
401.7 Measurement
Unless otherwise Indicated. structural excavation for pipe headwalls. inlets, manholes, culvert widening (extensions), bridge
abutments and side road and private entrance pipe culverts will not be measured but shall be considered subsidiary to the
various bid items. Determination of quantities for structural excavation shall be made by the method of average end -areas using
the following limits to establish templates for measurement.
( Far
toot the requiring of footings parallel thereto will be Included. n material outside of vertical pierces
1 (2) For the barrels of pipe culverts of 42 Itches or less nominal or equivalent diameter, no material outside of vertical
planes 1 foot beyond the horizontal projection of the outside surfaces of the pipe and parallel thereto will be included.
For the barrels of pipe culverts more than 42 Inehes In nominal or equivalent diameter, no material outside of vertical
planes located 2 feet beyond the horizontal projection at the outside surfaces of the pipe and parallel thereto will be
included.
If 8 cofferdam, as herein defined, is used, the limitations irk above stag apply just as If no cofferdams were
used.
(4) Where cap. cross strut or tl am of ee pier or bent � supostruolure, measure portions m the structure, such as for
for arch additional excava-
tion will be limited laterally by vertical planes 1 toot beyond the face ct the member and parallel thereto and vertically
to 8 depth of 1 foot below the bottom of such member.
(5) Except as allowed by the above conditions, no account will be taken of any excavation necessary for placing tome
or falaawork.
(6) culverts, � ct planS at all strueture sites shall be as-
sumed to be completed before �
e starting ore structural excavation and the measurement of ebtrcunal excavation will
Include only material below or outside the limits of the completed street excavation. Excavation tor side road and
private entrance pipe culverts will not be measured for payment but shag be subsidiary to the Item.
Page a Structural Excavation and Backlit
(7) On all structures of bridge classification where the contract plans call for channel excavation at the structure sae. it
shall be assumed to have been completed before starting the structural excavation and the measurement of struc-
tural excavation will include only material below or outside the limas of the completed channel section. }die method
of measurement for payment will be in accordance with this procedure regardless of the actual construction methods
followed.
(8) Where excavation diagrams are indicated, they shall take precedence over these provisions.
(9) Measurement will not include materials removed below looting grades to compensate for anticipated swellage due to
pile driving and it will not include material required to be removed due to sweilage beyond the specified limas during
pile driving operations.
(10) Measurement will not include additional yardage caused by slips. slides, cave -Ins, siftings or fillings due to the action
of the elements or the carelessness of the Contractor. Water will not be classed as excavated material.
(11) Where rock, other incompressible or unstable material is undercut to provide suitable foundation for pipe or box
culverts, such material below grade, ordered by the Engineer to be removed, will be measured for payment
(12) Except for any required undercut quantifies for "Structural Excavation ", as Indicated. shall be considered as final
quantities and no further measurement will be required. unless the alignment, grades or structure locations are re-
vised by the Engineer during construction. Final determination of quantities for Individual structures will be made, if
in the opinion of the Engineer or upon evidence furnished by the Contractor, substantial variations exist between
quantities indicated and actual quantities due to changes In cross sections or apparent errors. Excavation quantities
for foundations Indicated where cofferdams are required shall be considered as final quantities and no further mea-
surement will be made.
(13) For any tooting, foundation or other structure unit within the scope of this specification, additional measurement will
be made of the volume of excavation involved in the kowertng or raising of the elevation of a tooting. foundation or
structure unit, when such grade change Is authorized by the Engineer. Measurement will be made by the addition to
or the deduction from. the original quantities for the volume of excavation involved in the authorized grade change.
(14) Cement stabilized backfill shall be measured by the backflll diagram as indicated. The quantity of 'Cement Stabi-
lized Bacldilr as indicated shall be considered as final quantities and no further measurement will be required, un-
less alignment or grade elevations as indicated are revised by the Engineer. If such revisions result in an increase or
decease in this quantity, the final quantity will be revised by the amount represented by the changes In alignment or
grade elevations.
401.8 Payment
Payment for all work prescribed under this item and measured as provided above will be made at the unit price bid per cubic yard
for the particular dens of excavation specified on the plans in the amount shown on the plans and in the proposal. Payment for
revised quantities will be made as specified above and for the removal of unstable and incompressible material as noted below.
Payment for removal and replacement of unstable or incompressible material below the tooting grades of culverts and box
sewers as indicated above will be made as follows:
When Indicated or the Engineer directs the use of special materials such as flexible base, cement stabilized base. cement
stabilized bacidill or other special material, payment for excavation below the footing grades shall be made at the unit price
bid for "Unclassified Structural Excavation "Common Structural Excavation" or "Rock Structural Excavation ", as the
case may be. Payment for furnishing. hauling. placing end Ong the tiendble base. cement stabilized base, cement
wed baddUl or other special material will be made at the unit price bid for these items in the bid or in accordance with
pertinent provisions for extra work.
Where special materials are not required or specified. the removal and replacement of the unstable material will be per-
formed as described above. Payment therefore will be made at a price equal to 200 pertrem of the unit price bid per cubic
yard for 'Unclassified Structural Excavation". "Common Structural Excavation" or "Rock Studienl Excavation ", as ere
case may be. which price shall be full compensation for removing the unstable or incompressible material. furnishing,
hauling, placing and compacting suitable material required to replace it and for all labor, equipment. tools and incidentals
necesaery to complete the work
Payment for 'Concrete Base" and "Cement Stabilized BaddUr measured as prescribed above Shall be made at the unit price bid
per aide yard of "Cement Stabilized Bacidir. Such payment shall be hill compensation far furnishing all materials. tools, labor
equipment sheathing and incidentals required to perform the applicable work p
Should the Engineer Judge it necessary to lower the structure footings to an elevation below the grade lridleated, payment for the
"Unclassified Structural Excavation "Common Structural Excavation" or "Rode Structural Excavation" as the case may be,
required below plan grade down to and including an elevation 5 feet below plan grade for any badividual footing will be made at a
snit price equal to 115 percent of the contract unit bid price. Payment for the excavation from an elevation over 5 feet below plan
grade down to and including an elevation 10 feet be plan grade cum be made at a unit price equal to 125 percent of the
401 Reuc 09!30!87
Page 5 Structural Excavation and Baddill
contract unit bid price tor "Unclassified Structural Excavation ", "Common Structural Excavation" or "Rock Structural Excavation"
as the case may be. No increase in unit price will be allowed for other bid items of the contract and no stational compensation
will be allowed tor any required cofferdam adjustments made necessary by such lowering of footings. These provisions shall not
apply to the lowering of culverts. except when me flow line grade is lowered 1 foot or more below plan grade.
In cases where the extra depths required for any looting or footings exceeds 10 teat, a supplemental agreement shall be made
covering the quantities removed from depths in excess of 10 feet below pan grade.
No direct payment will be made for idling or baddilling around structures. Payment for the baddifing and compacting of areas
which were removed as structural excavation shall be included in the unit prices bid for the various classes of structural
excavation.
At the end of each estimate period. the Engineer shall determine the completed portion of the total work under Item No. 401
'Structural Excavation and Backfill' and payment shall be made accordingly.
Filling or backfllfing of areas above the natural ground level or above the limits of street excavation or channel excavation sections
shall be considered as Item No 132, 'Embankment" and payment therefore shall be included In the unit prices bid for the various
classes of Item No. 110, 'Street Excavation; Item No 120, "Channel Excavation" or Item No. 130, 'Borrow'.
Where no channel excavation is provided for at culvert sites and where it is necessary to excavate beyond the limits of structual
excavation, as herein described in order that the culvert may function properly, such excavation shall be included with structural
excavation or shall be subsidiary to structural excavation and backlit] as may be Vacated.
Payment for all work prescribed under this item shall be full compensation for all excavation and baddilt Including compaction, all
soundings. constructing all cofferdams. all dewatering and for furnishing all materials, labor, equipment, tools, sheathing, brac-
ing, cofferdams. pumps. drills. explosives and incidentals necessary to complete the work. except for specific allowances staled
above.
Payment will be made under one of the following:
Pay Item No. 401 -A: Unclassified Structural Excavation — Per Cubic Yard -Plan Quantity.
Pay tram No. 401-B: Common Structural Excavation — Per Cubic Yard.
Pay hem No. 401-C: Rock Structural Excavation — Per Cubic Yard.
Pay Item No. 401-0: Concrete Base — Per Cubic Yard.
Pay tram No. 401 -E: Cement Stabilized Bacldin — Per Cubic Yard.
End
Ref: 110, 111, 120, 130, 132, 202, 203, 210, 302, 310, 403
401 Rev. 09/30/87
Page 6 Structural Excavation and Backlit'
Item No. 403
Concrete for Structures
403.1 Description
This item shall govem quality. storage, handling, proportioning and mixing of materials for Portland cement concrete
construction of buildings, bridges. adverts, slabs, prestressed concrete and incidental appurtenances.
403.2 Materials
Concrete shall be composed of Portland xarnent or Portland cement and fly ash. water, aggregates (fine and coarse), and
admixtures proportioned and mixed as hereinafter provided to achieve specified results.
(1) Cementltious Materials
Portland cement shall conform to ASTM C 150, Type I (General Purpose). Type II (General Purpose with Moderate
Sulfate Resistance) and Type III (High Early Strength). Type I shall be used when none is specified. Type I and Type In
shall not be used when Type II is specified. Type III may be used in lieu of Type !when the anticipated air temperature
for the succeeding 12 hours will not exceed 60 F. All cement shall be of the same type and from the same source for a
monolithic placement_
Portland cement manufactured in a cement kiln fueled by hazardous waste (30 Texas Administrative Code, Section
335.1) shag be prohibited. This applies to any other specification concerning the use of cement materials. Contractor
shall maintain a record of source for each batch. Supplier shag certify that no hazardous waste is used in the fuel mmc or
raw materials.
Fly ash (denoted by TEC designations Type A and Type B) may replace 20 to 35 percent of a ma design's Portland
cement content by absolute volume. Fly ash shall not be used in mix designs with less than five (5) sacks of Portland
cement per cubic yard unless specifically permitted by the contract plans or project manual. Fly Ash may be used in all
other classes of concrete. except that Type B fly ash shall not be used with Type II cement. Fly ash shag conform to the
requirements of Item 405. 'Conine Admixtures.'
(2) Mixing Water
Water for use In concrete and for axing shag be potable water free of ills, adds. organic matter or other deleterious
substances and shag not contain more than 1.000 parts per million of chlorides as CI or sulfates as SO4.
Contractor may request approval of water from other sources. Contractor shall arrange for samples to be taken from the
source and tested at his expense. Water quality tests shall conform to AASHTO Method T 26 except where such
methods are in conflict with provisions of this specification.
(31 Coarse Aggregate
Coarse aggregate shall consist of durable particles of crushed or unaushed gravel, crashed blast furnace slag, crushed
stone or combinations thereof; free from frozen material or injurious amounts of salt, alkalfk vegetable matter or other
objectionable material either free ar as an adherent coding. It stag not cordein more than 0.25 percent by weight of
day humps, nor more than 1.0 percent by weight cif shale nor more than 5 percent by weight of laminated and/or friable
particles when tested in accordance with TXDOT Test Method TM-413-A. It shall have a wear of not more than 40
percent when tested In accordance with TXDOT Test Method TEC -410-A.
Unless otherwise indicated. coarse aggregate shag be subjected to 5 cycles of the soundness test conforming to
1XDOT Test Method TD(-411-A. The loss shag not be greater than 12 percent when sodium sulfate is used or 18
percent when magnesium sulfate is used.
Coarse aggregate shall be washed. The Loss by Decantation (TXDOT Test Method T1M-406 A), plus allowable weight
of day lumtps, shall mat exceed 1 percent or value Ind on the plans or In the project manual, whichever is less. If
material finer than the 200 sieve is definitely established to be dust of fracture of aggregates made primarily from
crushing of stone. essentially free from day or shale as established by TXDOT Test Method TE C -406 -A the percent
may be Increased to 1.5
The manse aggregate factor may not be more than 0.82; however, when voids in the coarse aggregate exceed 48
percent of the total added volume. the manse aggregate factor shall not exceed 0.85. The coarse aggregate factor
may not be less than 0.68 except for a Class 1 machine extruded mix that shag not have a coarse aggregate factor not
lower than 0.61.
403 06118195 Page 1 Concrete for Structures
Table 1: Course Aggregate Gradation Chart (TEX 401a, Percent Retained)
Grade
Nom.
yq "
1f2"
7!6"
No. 4
No. B
Size
2 -112°
2"
1112°
1'
� C rI
I N •• �
0
0-20
15-50
60-80
95 -100
0
0-5
30-65
70-90
95-100
V c
0
0-5
10-40
40-75
95 -100
0
0-5
40-75
90 -100
95-100
0
0-10
45-80
90 -100
95-100
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
When exposed aggregate surfaces are required. the coarse aggregate shall consist of panicles with at least 40 percent
crushed aggregate faces. Unaushed gravel, polished aggregates and dear resilient coatings are not acceptable for exposed pedestrian surfaces (i.e. sidewalks. driveways, medians, islands. etc.). Grade 5 aggregates
exposed aggregate finishes.
VVhen tested by approved methods. the coarse aggregate including combinations of aggregates when used, shall
conforrn to the grading requirements shown in Table 1.
(4) Fine Aggregate
Fine aggregate shall consist of dean, hard, durable and uncoated particles of natural or manufactured sand or a
combination thereof. with or without a mhreral idler. It shall be free from frozen material or injurious amounts of salt
day
alkali, vegetable matter or cuter objectionable material and tit hall n T Test Method than 0.5 percent by weight of
-A. it shall not show color
lumps. When subjected to color test for organic impurttl per
darker than standard.
Add insoluble residue of fine aggregate used in slab concrete subject to dived traffic shall not be less than 28 percent
by weight when tested conforming to TXDOT Test Method TEX- 612 -J.
When tested by approved methods, the fine aggregate, including combinations of aggregates, when used. stall conform
to the grading requirrorrents shown in Table 2.
Table 2: Fine Aggregate Gradation Chart (TEX 401-A, Percent Retained)
916" No. 4
0 0-5
No.8 No.16
0-20 1 15-50
No. 30
35-75
No. 50
85.90
No.100 No.200
90- 100 97 -100
Where sand equivalence is greater than 85, retainage on No. 50 sieve may be 65 to 94 percent Where manufactured
sand Is used in lieu of natural sand, the percent retained on No. 200 sieve shag be 94 to 100. Sand equivalent per
TXDOT Test Method TEX -203-F shall not be Ices than 80 nor less than othenaise indicated whichever is greater. The
fineness modulus will be detemdned by adding the percentages by weight retained on sieve Nos. 4, 8. 16. 30, 50 and
100 and dividing the sum of the sic sieves by 100. For Class A and C concrete. the fineness mwduhs shall be between
2.30 and 3.10. For Class H concrete, the fineness moduLS shag be between 2.40 and 2.90.
(5) Mineral Filler
Mineral filler shag consist of atone dust, dean crushed sand, approved fly ash or other approved Inert material.
(6) Mortar (Grout)
Mortar for repair of concrete shag consist of 1 part cement. 2 parts finely graded sand and enough water to make the
mixture plastic. When refired to prevent color difference. white cement shall be added to produce color requlreed.
When required by the Engineer, an approved latex adhesive shag be added to the mortar.
(7) Admixtures
All admixtures shag comply with the requirements of ITEM 405 CONCRETE ADMIXTURES. Calcium chloride -based
admhtbmes shag not be Betrayed-
403 05/18195 Page 2
Concrete for Structures
403.3 Storage of Cement and Fly Ash
Cement and fly ash shall be stored in separate and well ventilated, weatherproof buildings or approved bins which will protect
the material from dampness or absorption of moisture. Storage facilities shall be easily accessible and each shipment of
packaged cement shall be kept separated to provide for identification and inspection. Engineer may permit small quantities of
sacked cement to be stored in the open for a maximum of 48 hours on a raised platform and under waterproof covering.
403.4 Storage of Aggregates
Aggregates shall be stockpiled in sizes to facilitate blending. If the aggregate is not stockpiled on a hard. non-contaminant
base. the bottom 6 inch layer of the stockpile shall not be used without recleaning the aggregate. Where space is limited,
stockpiles shall be separated by walls or other appropriate barriers Aggregate shall be stockpiled and protected from the
weather a minimum of 24 hours prior to use to minimize free moisture content. When stockpiles are too large to protect from
the weather, accurate and continuous means acceptable to the Engineer shall be provided to monitor aggregate temperature
and moisture. Aggregates shall be stockpiled and handled such that segregation and contamination are minimized.
403.5 Measurement of Materials
Water shall be accurately metered Fine and coarse aggregates. mineral tier, bulk c 9 nt fly ash s content ed
separately. Allowances shall be made in the water volume and aggregate
aggregates and admixtures. Volumetric and weight measuring devices shall be acceptable to Engineer.
Batch weighing of sacked cement is net required: however, bags, individually and entire shipments, may not vary by more than
3 percent from the specified weight of 94 pounds per bag. The average bag weight of a shipment shad be determined by
weighing 50 bags taken at random.
403.6 Mix Design
Contractor shall furnish a mix design acceptable to the Engineer for class of concrete specified. The mix shad be designed by
a qualified commercial laboratory and signedlsealed by a Texas-registered Professional Engineer to conform with requirements
contained herein. to ACI 211.1 or TXDOT Bulletin C-11 (and supplements thereto). Contractor shall perform. at his own
expense, the work required to substantiate the design, including testing of strength specimens. Complete concrete design data
shall be submitted to the Engineer for approval. The ma design will be valid for a period of one (1) year provided that there are
no changes to the component materials.
At the end of one (1) year, a previously-approved mix may be resubmitted for approval if it can be shown that no substantial
change tx
id the ed Professional mona Et ma n m o will include reanalysis of specific gravity, absorption, finess modulus, sand
equivalent. a ent. ssoundness, dness, undn
equivl wear r a and nd and weights of the aggregates. Provided that the fineness modulus did not deviate by more
than 020 or that the reproportioned total mixing water, aggregate and cement (or cement plus fly ash) are within 1. 2. and 3
percent. respectively, of pre-approved quantities, a one -year extension on the approval of the mix may be granted by the
Engineer. Updated cement, fly ash. and adnmdure certifications shad accompany the resubmittal.
Approved admixtures conforming to Item 405. 'Concrete Adnmdrres' may be used with all classes of concrete at the option of
the Contractor provided that specific requirernerds of the governing concrete structufe specification are met. Water reducing
and retading agents shad be required for hot weather, large mass, end continuous slab placements. Air entraining agents may
be used in all mixes but must be used in the lasses indicated an Table 4. Unless approved by the Engineer. mix designs shall
not exceed air cements for extreme exposure cendflions as recommended by ACI 211.1 for the various aggregate grades.
403.7 Consistency and Quality of Concrete
Consistency and quality of concrete should allow efficient placement and completion of flushing operations before initial set
Retemperutg shall not be allowed. When Geld conditions are such that additional moisture is needed for final concrete surface
finishing operation, required water shad be applied to surface by fog spray only and shad be held to a mfWnurn. Concrete shad
be workable. cohesive, p085885 satsfadorY finishing quakes and of sdffest consistency that can be placed and vibrated Into a
homogeneous mass within slump requirements specified in Table 3. Excessive bleeding shall be avoided and in no case will it
be permissible to expedite finishing and drying by sprinkling the surface with cement powder. No concrete will be permitted
with a slump in excess of the maximums Mown urdess water reducing admixtures have been preview* approved. Slump
values shad conform to TXDOT Test Merited TEX -415 -A.
05/18195 Page 3
Concrete for Structures
Table 3: Slump Requirements
Slump, inches
Type of Construction Max. Min.
Cased Drilled Shafts 4 3
Reinforced Foundation Caissons and Footings 3 1
Reinforced Footings and Substructure Walls 3 1
Uncased Dulled Shafts 6 5
Thin - walled Sections (9 inches or less) 5 4
Prestressed Concrete Members 5 4
Precast Drainage Structures 6 4
Wall Sections over 9 inches - 4 3
Reinforced Bupdrng Slabs, Beams. Columns and Walls 4 1
Bridge Decks 4 2
Pavements. Fixed -form 3 1
Pavements, Slip -form 1-1/2 12
Sidewalks. Driveways and Slabs on Ground 4 2
Curb & Gutter, Hand - vibrated 3 1
Curb & Gutter. Hand - tamped or spaded 4 2
Curb & Gutter. Srrp- form/extrusion machine 2 1/2
Heavy Mass Construction 2 1 •
High Strength Concrete 4 3
Riprap and Other Miscellaneous Concrete 6 1
Under Water or Seal Concrete 6 5
During progress of the work, Engineer or City's testing laboratory shall cast test cylinders and/or beams as a check on
compressive and/or flexural strength of concrete actually placed. Engineer or Cty's testing laboratory may also perform slump
tests, entrained air tests and temperature checks to ensure compliance wittl specifications.
Proportioning of all material components shall be checked prior to discharging. Excluding mortar material for pre-coating of the
mixer drum [ 403.8(2)] and adjustment for moisture contend of admixtures and aggregates, material components shall fall within
the range of ± 1% for water, ± 2% for aggregates. ± 3% for cement. -2% for fly ash and within mamdadurer recommended
dosage rates for admixtures except that air entrainment shall be ± 1 -12 points of the mix design requirements.
Unless otherwise specified, concrete mix temperature shall not exceed 90' F except in mikes with high range water reducers
where a maxdrwm mix ter erahue of 100' F will be allowed. Cooling an otherwise acceptable mil by addition of water or the
will not be aflowed.
Test beams or cylinders will be required for email placements such as manholes. inlets, culverts. wingwals. etc. Engineer may
vary the number of tests to a minimum of 1 for each 25 cubic yards placed over a several day period.
Test beams or cyrmders stall be required for each monolithic placement of bridge decks or superstructures, top slabs of direct
traffic culverts, cased drilled shaft, structural beams and as otherwise directed by Engineer for design strength or early form
removal. Test beams or cylinders made for early farm removal or use of structure will be at Contractor's expense, except when
required by Engineer.
A strength test stall be defined as the average of breaking strength of 2 cylinders or 2 beams as applicable. Speeirnea will be
tested conforming to TXDOT Test Method TEC -418-A or TEX.420 -A. If required strength or consistency of class of concrete
being produced cermnt be seared with minimum eementiflous material specified or without exceeding nmdmum
waterleemerditlaus material ratio. Contractor wig be required to furnish different aggregate% use a water reducing agent, an air
entraining agent or Increase cementltious material coated in order to provide concrete meeting these specifications. Test
specimens shall be aced using the same methods and under the same conditions as the concrete represented. Design
strength beams and cylinders step be arced wig to TXDOT Main C-11 (and supplements thereto).
When control of concrete quality Is by 28 day compressive tests, job control w hl be by 7 day flexural tests. tithe required 7 day
strength is not secured with the quantity of canard specified in Table 4, changes in the rank design shall be made and
resubmitted for approval
05118!95
Page 4 Concrete forStruebaes
Class
Sk
Cement
Per CY
Min. 26
Day psi
Min.
Beam
7 Day psi
'Max.
WIC
Ratio
Coarse
Agg. No.
eI
0
6.5
1.2.3,4,5
Yes
8.0
2.3.4.5
No
6.0
1,2,3,4,5
Yes
I
7.5
2.3.4
No
5.5
3.4
Yes
6.2
2.3.4,5
Yes
N/A
2,3,4,5
No
5.0
2.3,4,5
Yes
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
403
Table 4: Classes of Concrete
Notes:
1. Grade 1 coarse aggregate may be used in massive foundations only (except cased drilled shafts) with 4 inch minimum
clear spacing between ,eudu'u"y steel.
2, When Type II cement is used in Class C or S concrete. the 7 day beam break requirement will be 550 psi: with Class A.
460 psi., minimum.
3. The design water- cement ratio shall be apPropriatey adjusted for nixes with fly ash per ACI 211.1 or TXDOT C -11 (and
supplements thereto). as applicable.
4. ' Maximum air design contents
for the five grades of coarse aggregate, unless otherwise approved by Engineer, are
4.5% for Grade 1, 5.5% for Grade 2. and 6.0% for Grades 3, 4. and 5.
403.8 Mixing and Wining Equipment
All equipment tools and machinery used for hauling materials and performing any part of the work shall be maintained in such
condrtlon to insure completion of the work wdhc ut excessive delays.
Mixing nsc s lab be done in a mixer of tflg co meeting requirements uniform distribution y ��e and these material throughout
and an be capable of Producing
specifications. Mixing equipment shall be capable of producing sufficient concrete to provide required quantities Entire
contents of the drum shall be discharged before any materials are placed therein for a succeeding batch. Improperly mixed
concrete shall not be placed in a structure. The mixer may be batched by either volumetric or weight sensing equipment and
shall be equipped
with a suitable tinting device that will lode the discharging mechanism and signal when specified time of
mixing has elapsed
(1) Proportlonhhg and Mixing Equipment
For all miscellaneous concrete placements. a mobile. contimious, volumetric mixer or a volumetric or weight batch mixer
of the rotating paddle type may be used.
When approved by Engineer in writing ar when specified for use, these mixers may be used for other types of concrete
eonstrudimh, Including structural canaete, if the number of mixers furnished will supply the amount of concrete required
for the particular operation In queue.
These mixers shall be designed to receive all the concrete ingredients, including adml xbres. required by the mix design
in a rsndttuaua uniform rate and mix them to the required consistency before discharging. Mbcers shall have adequate
water supply and metering devices.
For continues volumetric mixers. the materials delivered during a revohnion be of the driving calculated to th a oro in n el T d
interval. will be considered a batch and the proportion of each ingredient will
batch type pliant
Mixing time shall conform to recommendation of manufacturer of mixer unless otherwise directed by Engineer.
05718185 Page 5 Concrete for Structures
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
(2) Ready -mixed Concrete
Use of ready -mixed concrete will be permitted provided the batchmg plant and mixer trucks meet quality requirements
specified herein. When ready -mixed concrete is used, additional mortar (1 sack cement. 3 parts sand and sufficient
water) shall be added to each batch to coat the mixer drum. Ready -mixed concrete. hatching plant and mixer truck
operation shall include the following:
(a) A ticket system will be used that includes a copy for the Inspector. Ticket will have machine stamped time/date of
concrete batch, weight of cement. fly ash, sand and aggregates: exact nomenclature and written quantities of
admixtures and water. Any item missing or incomplete on ticket may be cause for rejection of concrete.
(b) Sufficient trucks will be available to support continuous placements. Contractor will satisfy Engineer that adequate
standby trucks are available to support monolithic placement requirements.
(c) A portion of mixing water required by the mix design to produce the specified slump may be withheld and added at
the job site, but only with pe mission of Engineer and under the Inspector's observation. When water is added under
these conditions. It will be thoroughly mixed before any slump or strength samples are taken. Additional cement
shall not be added at the job site to otherwise unacceptable mixes.
(d) A metal plates) shall be attached in a prominent place on each truck mixer plainly showing the various uses for
which it was designed. The data shall include the drum's speed of rotation for mbdng and for agitating and the
capacity for complete mixing and/or agitating only. A copy of the manufacturer's design, showing dimensions of
blades, shaft be available for inspection at the plant at al times. Accumulations of hardened concrete shall be
removed to the satisfaction of the Engineer or Owner.
(e) The loading of the transit mixers shag not exceed capacity as shown on the manufacturer's plate attached to the
mixer or 63 percent of the drum volume, whichever is the lesser volume. The loading of transit mixers to the ex tent
of causing spill-out enroute to delivery will not be acceptable. Consistent spillage will be cause for disqualification of
a supplier.
(f) Excess concrete remaining in the dump location delive is y and wash from the � Owh shall not be dumped an the
project site unless approval of
(3) Hand -mixed Concrete
Hand miring of concrete may be pemdtted for small placements or in case of an emergency and then only on
authorization of the Engineer. Hand -mixed batches shag not exceed a 4 cubic foot batch in volume. Material volume
ratios shall not be leaner than 1 part cement, 2 parts large aggregate, 1 part fine aggregate and enough water to
produce a consistent mix with a slump not to exceed 4 inches. Admud res shall not be used unless specifically
approved by the Engineer.
403.9 Excavation, Placing of Concrete, Finishing, Curing and Backlll
Excavation, placing of concrete, finishing, curing and baddfg shag conform to Item 401. "Structural Excavation and Backlit!".
and Item 410. 'Concrete Structures'.
403.10 Measurement
Where measurement of concrete for a structure is not provided by another governing pay item In the Project Manual.
measurement shall be made under this specification in accordance with the talk:wing.
The quantities of concrete of the various dasslfiratiora which constitute the � and accepted structure ProjectProject siin
place will be measured by the cubic yard. each, square foot, square yard m completed
Measurement will be as follows:
(1) General
(a) Measurement based on dimensions stag be for the wed structure as measured in place. However, field -
measured dimensions shag not exceed those indicated on the plans or as may have been directed by the Engineer
in writing.
(b) No deductions shall be made for chamfers less than 2 inches bh depth, embedded portions of structural steel,
reidordng steel. nuts. bolts, conduits less than 5 inches In diameter. pre/post tensioning tendons, keys, wateratops.
weep hates and expansion joints 2 inches or less in width.
' 403 09118/95 Page 6 Concrete for Structures
(c) No measurement shall be made for concrete keys between adjoining beams or prestressed concrete planks.
(d) No measurement shall be made for fill concrete between the ends or adjoining prestressed concrete planks/bcx
beams at bent caps or between the ends of prestressed concrete planks/box beams and abutment end walls.
(e) No measurement shall be made for inlet and junction box invert concrete.
(f) No measurement shall be made for any additional concrete required above the normal slab thickness for camber or
crown.
(2) adjustment Is required by Article 403.11. ditional n measurements or calculations will not de. If no
not be rrequired or
(3) Measured in Place. For those items not measured for Plan Quantity payment, measurement will be made in place.
subject to the requirements of Article 403.10(1)(a) above.
403.11 Payment
The work perfouned and materials furnished as Prescribed by this item and measured to accordance with the applicable
provisions of 'Measurement' above will be paid for as follows.
The quantity to be paid for will be that quantity shown on the contract plans and/or in the Project Manual, regardless of errors in
calculations, except as may be modified by the following.
Plan Quantities will be adjusted:
(1) When a complete structure element has been erroneously included or omitted from the plans, the quantity shown on the
plans for that element will be added to or deducted from the plan quantify and included for payment A complete
structure element will be the smallest portion of a total structure for which a quantity is included on the plans. Quantities
revised in this manner will not be subject to the provisions of the 'General Conditions', Article 11.
(2) When the plan quantity for a complete structure element is in error by 5 percent or more. a recalculation will be made
and the corrected quantity included for payment. Quantities revised in this manner will not be subject to the provisions
of the "General Conditions'. Article 11
(3) When quantities are revised by a change in design, the 'plan quantity will be increased or deceased by the amount
involved In the design change. Quantities revised ill this manner will be subject to the provisions of the 'General
Comfltions', Article 11.
The patty to the contract requesting the adjustment shall present to the other. a copy of the description and location, together
with calculations of the quantity for the structure element involved. When this quantity is certified correct by the Engineer, it will
become the revised plan quantity.
Payment for increased r e Yard' or 'Linear Foot will determined design Change Order. Quantities revis
Square Fool'. *Square in this manner will be
subject to the provisions of the 'General Conditions'. Article 11.
The unit prices bid for the various dosses of concrete shown shall be full compensation for fumishdng, hauling, and mixing all
concrete material; placing, finishing and artrtg all concrete: all grouting and pig: furnishing and placing drains: furnishing
and Plating metal flashing Strips: furnishing and plating expansion joint material required by this Kern; and for all forma and
falsework, labor, tools. equipment and Incidentals necessary to complete the work
Pay item No. 403: (Structure or Structural Component) - Per (Un(t Measure).
End
Ref.: 401, 405, 410
05/18195 Page 7 Concrete for Structures
(1) Bars
406.1 Description
This Rem shall consist of the furnishing and placing of reinforcing steel, deformed and smooth, of the size and quantity indicated
and in accordance with these specifications.
406.2 Materials
Item No. 406
Reinforcing Steel
Bar reinforcement shall be deformed and shall conform to ASTM A 615. A 616, Grades 40. 60 or 75 and shall be
open-hearth, basic oxygen or electric furnace new billet steel, unless otherwise indicated. Large diameter new billet
steel (Nos. 14 and 18), Grade 75. will be permitted for straight bars only.
Where bending of bar sizes No. 14 or No. 18 of Grades 40 or 60 is required. bend testing shall be performed on
representative specimens as described for smaller bars in the applicable ASTM specification. The required bend
shall be 90 degrees at a minimum temperature of 60 F around a pin having a diameter of 10 times the nominal
diameter of the bar and shall be free of cracking.
Spiral reinforcement shall be either smooth or deformed bars or wire of the minimum diameter indicated. Bars for
spiral reinforcement shall comply with ASTM A 675. A 615 or A 617. Wire shall comply with ASTM A 82. The mini-
mum yield strength for spiral reinforcement shall be 40,000 psi.
hi cases where the provisions of this item are in conflict with the provisions of the ASTM Designation to which refer-
ence is made, the provisions of this item shall govem.
Report of chemical analysis showing the percentages of carbon. manganese, phosphorus and sulphur will be re-
quired for all reinforcing steel when it is to be welded, except for drill shafts. No tack welding will be allowed. All
welding shall conform to the requirements of AWS D -1 -72.
The nominal size and area and the theoretical weight (Ibs.) of reinforcing steel bars covered by these specifications
are as tollows:
Bar Size Nominal Nominal Area Weight per
Number Diameter Inches Square Inches Linear Foot
2 0.250 0.05 0.167
3 0.375 0.11 0.376
4 0.500 0.20 0.668
5 0.625 0.31 1.043
6 0.750 0.44 1.502
7 0.875 0.60 2.044
8 1.000 0.79 2.670
9 1.128 1.00 3.400
10 1.270 1.27 4.303
11 1.410 1.56 5.313
14 1.693 2.25 7.65
18 2257 4.00 13.60
Smooth bars, larger than No. 4, may be steel conforming to the above or may be furnished in any steel that meets
the physical requirements of ASTM A 36.
Smooth, round bars shall be designated by size number through No. 4. Smooth bars above No. 4 shall be desig-
nated by diameter in inches.
(2) Welded Wire Fabric
Wire for fabric reinforcement shall be cold -drawn from rods hot -rolled from open - hearth, basic oxygen or electric
furnace billet Wire shall conform to the requirements of the Standard Specifications for Cold -Drawn Steel Wire for
Concrete Reinforcement ASTM A 82 or A 496. Wire fabric, when used as reinforcement shall conform to ASTM A
185orA497.
When wire is ordered by size numbers, the following relation between size number. diameter in Inches and area shall
apply unless otherwise indicated:
Page 1 04 17 86 406
406 04'17'66
Size W
Number
31
30
28
26
24
22
20
18
16
14
12
10
8
7
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
1.2
1
0.5
0.628
0.618
0.597
0.575
0.553
0.529
0.505
0.479
0.451
0.422
0.391
0.357
0.319
0.299
0.276
0.265
0.252
0.239
0.226
0.211
0.195
0.178
0.160
0.136
0.124
0.113
0.080
Where deformed wire is required, the size number shall be preceded by D and for smooth wire the prefix W
shall be shown.
(3) Chairs and Supports
Chairs and Supports shall be steel. precast mortar or concrete blocks cast in molds meeting the approval of the
EngineeriArchdect of sufficient strength to position the reinforcement as indicated when supporting the dead load of
the reinforcement, the weight of the workers placing concrete and the weight of the concrete bennng on the steel.
Chairs shall be plastic coated when indicated.
Chair Types and Applicable Uses
Structural or Architectural Elements (columns. beams.
walls, slabs) exposed to weather, not subjected to
sand blasting. water blasting or grinding.
Structural or Architectural Elements exposed to
weather and subject to sand blasting. water blasting
or grinding.
Structural or Architectural Elements not exposed to
weather or corrosive conditions.
Slabs and grade beams cast on grade.
Page 2
Nominal Nominal
Diameter (Inch) Area square Inches
0.310
0.300
0.280
0.260
0.240
0.220
0.200
0.180
1.160
0.140
0.120
0.100
0.080
0.070
0.060
0.055
0.050
0.045
0.040
0.035
0.030
0.025
0.020
0.015
0.012
0.010
0.005
Galvanized steel or steel
chairs with plastic coated
feet.
Stainless steel chairs.
Uncoated steel chairs
Steel chairs with 8 base with
9 Inds' minimum area or suf-
ficient area to prevent the
chair from sinking into fill or
subgrade. Precast mortar or
concrete blocks meeting the
requirements of this item may
be used.
408.3 Bending
The reinforcement shall be bent cold. true to the shapes Indicated. Bending shall preferably be done in the shop. Irregularities in
bending shall be cause for rejection.
Unless otherwise indicated. the inside diameter of bar bends, in terms of the nominal bar diameter (d), shall be as follows:
Bends of 90 degrees and greater in stirrups, ties and other secondary bars that enclose another bar in the bend.
Bar Number Grade 40 Grade 60
406.6 Splices
3, 4, 5 3d 4d
6,7,8 4d 5d
All bends in main bars and in secondary bars not covered above.
Bar Number Grade 40 Grade 60
3 thru 8 6d 6d
9. 10 Bd 8d
11 8d Bd
14,18 10d 1Od
Grade 75
8d
406.4 Tolerances
Fabricating tolerances for bars shall not be greater than shown on Standard 406 -1.
406.5 Storing
Steel reinforcement shall be stored above the surface of the ground upon platforms. skids or other supports and shall be pro-
tected as far as practicable from mechanical injury and surface deterioration caused by exposure to conditions producing rust.
When placed in the work. reinforcement shall be free from dirt, paint, grease, oil or other foreign materials. Reinforcement shall
be free from Injurious defects such as cracks and laminations. Rust, surface seams. surface irregularities or mill scale will not be
cause for rejection, provided the minimum dimensions, cross sectional area and tensile properties of a hand wire brushed speci-
men meets the physical requirements for the size and grade of steel Indicated.
No splicing of bars, except when indicated or specified herein, will be permitted without written approval of the Engineer/Architect.
No substitution of bars will be allowed without the approval of the Engineer/Architect Any splicing of substituted bars shall con-
form to Table 1.
Splices not indicated will be permitted in slabs not more than 15 inches in thickness. columns, walls and parapets. but not in-
cluded for measurement subject to the following:
Splices will not be permitted in bars 30 feet or less in plan length. For bars exceeding 30 feet in plan length, the distance
center to center of splices shall not be less then 30 feet minus 1 splice length, with no more than 1 individual bar length less
than 10 feet. Splices not indicated, but permitted hereby, shall conform to Table 1. The specified concrete cover shall be
maintained at such splices and the bars placed in contact and securely lied together.
Table 1
Minbnum lap Requirements
Bar Number Grade 40 Grade 60
3 1 foot 0 troches 1 foot 0 inches
4 1 foot 2 Inches 1 foot 9 Inches
5 1 foot 5 inches 2 feet 2 Inches
8 1 foot 9 Inches 2 feet 7 Inches
7 2 feet 4 aches 3 feet 5 Inches
No. 8 3 feet 0 Inches 4 feet 8 inches
No. 9 3 feet 10 Inches 5 feet 8 inches
No. 10 4 feet 10 inches 7 feet 3 inches
No. 11 5 feet 11 itches 8 feet 11 inches
Spiral steel shall be lapped a minimum of 1 tom. Bar No. 14 and No. 18 may not be lapped.
Welding of reinforcing bars may be used only where indicated or as permitted herein. All welding operations, processes. equip-
ment, materials, wodonanship and inspection shall conform to the requirements indicated. All splices Mall be of such dimension
and character as to develop the hill strength of the bar being spliced.
End preparation for butt welding reinforcing bars shall be done In the field. except Bar No. 6 and larger shall be done In the shop.
Delivered bars shall be of sufficient length to permit this practice.
Page 3 04.17 86 408
For box culvert extensions with less than 1 foot of fill. the existing longitudinal bars shall have a lap with the new bars as shown in
Table 1. For box culvert extensions with more than 1 foot of fill, a minimum lap of 6 inches will be required.
Unless otherwise indicated. dowel bars transferring tensile stresses shall have a minimum embedment equal to the minimum lap
requirements shown in Table 1. Shear transfer dowels shall have a minimum embedment of 12 inches.
406.7 Placing
Reinforcement shall be placed as near as possible in the position indicated. Unless otherwise indicated. dimensions shown for
reinforcement are to the centers of the bars. In the plane of the steel parallel to the nearest surface of concrete. bars shall nor
vary from plan placement by more than 11,, of the spacing between bars. In the plane of the steel perpendicular to the nearest
surface of concrete, bars shall not vary from plan placement by more than 'i inch. Cover of concrete to the nearest surtace of
steel shall as follows:
Minimum Cover. Inches
(a) Concrete cast against and pemlanently exposed to eann 3
(b) Concrete exposed to earth or weather:
Bar No. 6 through 18 bars 2
Bar No. 5. W31 or D31 wire and smaller 1
(c) Concrete not exposed to weather or in contact with ground:
Slabs. walls. joists:
Bar No. 14 and 18 11
Bar No. 11 and smaller
1
Beams. columns:
Primary reinforcement. Des. stirrups. spirals
Shells. folded plate members:
Bar No. 6 and larger 1
Bar No. 5. W31 or D31 wire, and smaller 1
Vertical stirrups shall always pass around the main tension members and be attached securely thereto. The reinforcing steel
shall be spaced its required distance from the form surface by means of approved galvanized metal spacers. metal spacers with
plastic coated bps. stainless steel spacers. plastic spacers or approved precast mortar or concrete blocks. For approval of plastic
spacers on a project. representative samples of the plastic shall show no visible indications of deterioration after immersion in a
5 percent solution of sodium hydroxide for 120 hours.
All reinforcing steel shall be tied at all intersections, except that where spacing is less than 1 foot in each direction, alternate
Intersections onty need be tied. For reinforcing steel cages for other structural members. the steel shall be tied at enough inter-
sections to provide a rigid cage of steel. Mats of wire fabric shall overlap each other 1 full space as a minimum to maintain a
uniform strength and shall be tied at the ends and edges.
Where prefabricated deformed wire mats are specified or if the Contractor requests. welded wire fabric may be substituted for a
comparable area of steel reinforcing bar plan. subject to the approval of the Engineer Architect.
A suitable tie wire shall be provided in each block. to be used for anchoring to the steel. Except in unusual cases and when
specifically authorized by the Engineer, the size of the surface to be placed adjacent to the forms shall not exceed 2' inches
square or the equivalent thereof In cases where circular or rectangular areas are provided. Blocks shall be cast accurately to the
thickness required and the surface to be placed adjacent to the forms shall be a true plane. free of surface imperfections.
Reinforcement shall be supported and tied in such a manner that a sufficiently rigid cage of steel is provided. If the cage is not
adequately supported to resist settlement or floating upward of the steel. overturning of truss bars or movement in any direction
during concrete placement permission to continue concrete placement will be withheld until corrective measures are taken.
Sufficient measurements shall be made during concrete placement to insure compliance with the above.
No concrete shall be deposited until the Engineer/Architect has reviewed the placement of the reinforcing steel and all mortar.
mud. din, ate, shall be cleaned from the reinforcement. forms, workers' boots and toots.
406.8 Measurement
The measurement of quantities of reinforcement furnished and placed will be based on the calculated weight of the steel actually
placed as indicated, with no allowance made for added bar lengths for splices requested by the Contractor nor tor extra steel
used when bars larger than those indicated or with a higher grade of steel are substituted with the permission of the Engineer
408 04 :17.86 Page 4
Architect. Tie wires and supporting devices will not be included in the calculated weights. The calculated weight of bar reinforce-
ment will be determined using the theoretical bar weight set forth in this item.
Measurement required by a change in design will be computed as described above for the actual steel required to complete the
work.
406.9 Payment
This item shall be paid for at the unit price bid per pound of "Reinforcing Steer, which price shall be full compensation for
fumishing, bending. fabricating, welding and placing reinforcement. for all clips. blocks. metal spacers. ties. chairs. wire or other
matenals used for fastening reinforcement in place and for all tools. labor, equipment and incidentals necessary to complete the
work.
Reinforcement in items specifically including the reinforcement shall not be paid for directly. but shall be included in the unit price
bid for the items of construction in which the reinforcing steel is used.
Payment. when included as a contract pay item, will be made under:
Pay Item No. 406: Reinforcing Steel — Per Pound.
End
Page 5 04 17 86 406
Item No. 408
Concrete Joint Materials
408.1 Description
This item shall govern for the furnishing and placing of all longitudinal. contraction and expansion joint material in concrete work
as herein specified in the venous items of these specifications as indicated or as directed by the Engineer.
408.2 Material
(1) Preformed Asphalt Board
Preformed asphalt board formed from cane or other suitable fibers of a cellular nature securely bound together and
uniformly impregnated with a suitable asphaltic binder and meeting the requirements of the Standard Specifications
for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction, ASTM D 1751
(2) Preformed Nonbltuminous Fiber Material
Preformed nonbituminous fiber material shall meet the requirements of the Standard Specifications for the Pre-
formed Expansion Joint Filler for Concrete Paving and Structural Construction. ASTM D 1751. except that the re-
quirements pertaining to bitumen content. density and water absorption shall be voided.
(3) Boards
Boards obtained from Redwood timber. of sound heartwood, tree from sapwood. knots. clustered birdseye, checks
and splits. Occasional sound or hollow b rdseye. when not in clusters, will be permitted provided the board is free
from any other defects that will impair its usefulness as a joint filler.
(4) Joint Sealer (Concrete Pavement)
This material shall be a one part low modulus silicone especially designed to cure at ambient temperatures by react-
ing with moisture in the air and shall have the following properties:
As Supplied
Color Gray
Flow. MIL- 2 -8802D Sec. 4.8.4 0.2 maximum
Working Time, minutes 10
Tack -Free Time at 77 F =2 F Min. MIL- 2 -8802D Sec.4.8.7 60
Cure time. at 77 F (25 C), days 7 -14
Full Adhesion, days 14 -21
As Cured —after 7 days at 77 F (25 C) and 40% RH
Elongation. percent minimum 1200
Durometer Hardness. Shore A, points ASTM 2240 15
Joint Movement Capability, percent +100/ -50
Tensile Strength. maximum elongation, psi 100
Peel Strength. psi 25
The joint sealer shall adhere to the sides of the concrete joint or crack and shall be an effective seal against
infiltration of water and incompresslbles. The material shall not crack or break when exposed to low temperature.
(5) Backer Rod
Backer Rod shag be expanded closed cell polyethylene foam compatible with sealant. No bond or reaction shall
occur between rod and sealant. Backer Rod shall be of sufficient width to be in compression after placement and
shall be used with joint sealer
(6) Joint Sealing Material
Joint Sealing Material for other than pavement use may be a two - component, synthetic polymer or cold- pourable.
sell leveling type meeting the foftowing requirements:
The material shaft adhere to the sides of the concrete joint or tract and shall form an effective seal against
infiltration of water and incompressibles. The material shall not crack or break when exposed to low tempera -
ttaes. Curing Is to be by polymerization and not by evaporation of solvent or fluxing of harder particles. It shall
tare sul icently at an average temperature of 77x3 F so as not to pick up under wheels of traffic in a maximum
013 hours.
Pagel 04.17/86 408
End
Performance Requirements:
When tested in accordance with Test Method Tex - 525 -C. the joint sealing matenal shall meet the above curing
times and the requirements as follows:
It shall be of such consistency that it can be mixed and poured or mixed ana extruded into joints at
temperatures above 60 F.
408 04. 17+86 Page 2
Penetration. 77 F.
150 gm. Cone, 5 sec., max. -cm 0.90
Bond and Extension 75 %, 0 F, 5 cycles:
Dry Concrete Blocks Pass
Wet Concrete Blocks Pass
Steel Blocks (Primed R specified by manutacturer) Pass
Flow at 200 F None
Water content % by weight. max. 5.0
Resilience:
Original sample min. i (cured)
Oven -aged at 158 F. min. °
50
50
For Class 1 -a material onty
Cold Flow (10 min.) None
408.3 Construction Methods
The Contractor shall Install "Concrete Joint Materials" which will function as a compatible system. Joint sealer shall not be placed
where a bond braker Is present.
Asphalt, Redwood board or other materials used shall extend the hill depth of the concrete and shall be perpendicular to the
exposed face. All joints shall be shaped to conform to the contour of the finished section in which they are installed. All material
shall be a minimum of 'h inch thick or as indicated. Wood materials shall be anchored to the adjacent concrete to permanently
hold them in place. Joint sealer shall be installed in accordance with the manufacturer's recommendations.
The material used for sidewalk expansion joints, shall conform to No. 3 above, unless otherwise indicated.
The material used for curb and gutter expansion joints filler shall conform to any of the above. except when placed adjacent to
concrete pavement, the joint material shall match the pavement joint material.
408.4 Measurement and Payment
No additional compensation will be made for materials. equipment or labor required by this item. but shall be considered subsidi-
ary to the various items included in the contract.
409.1 Description
This nem shall consist of curing concrete pavement. concrete base. pavement. curbs. gutters. retards. sidewalks, driveways.
medians, islands, concrete nprap, cement stabilized nprap, concrete structures and other concrete as indicated. by applying an
impennous liquid membrane forming material.
4095 Material
The liquid forming membrane wring compound shall comply with the "Standard Specification for Liquid Membrane-forming
Compounds for Cunng Concrete ", ASTM C 309. Type 1 -D clear or translucent. with fugitive dye or Type 2 white pigmented. The
matenal shall have a minimum flash point of 80 F when tested by the "Pensky -Martin Closed Tester ASTM Designation: D 93.
It shall be of sucn consistency that it can be satisfactorily applied as a fine mist through an atomuzrng nozzle by means ot ap-
proved pressure spraying equipment at atmospheric temperatures above 40 F.
It shall be of such nature that it will not produce permanent discoloration of concrete surfaces nor react deletenously with the
concrete or its components. Type 1 compound shall contain a fugitive dye that will be distinctly visible not less than 4 hours nor
more than 7 days after application.
Type 2 compound shall not settle out excessively or cake in the container and shall be capable of being mixed to a uniform
consistency by moderate stirring and shall exhibit a daylight reflectance of not less than 60 percent of that of magnesium oxide
when tested as indicated.
The compound shall produce a firm, continuous, uniform. moisture impermeable film, free from pinholes and shall adhere Satis-
factorily to the surfaces of damp concrete. When applied to the damp concrete surface at the rale of coverage indicated, the
compound shall dry to the touch in not more than 4 hours and shall not be tacky or crack off concrete after 12 hours.
It shall adhere to horizontal and vertical surfaces in a tenacious film and shall not run off or show an appreciable sag, disinte-
grate, check, peel or track during the required curing period.
Under traffic, the compound shall not pick up or peel and shall gradually disintegrate from the surface.
The compound shall be delivered to the job only in the manufacturer's anginal containers. which shall be dearly labeled with the
manufacturer's name, the trade name of the material and a batch number or symbol with which test samples may be correlated.
The water retention test Shall be in accordance with the following:
Percentage loss shall be defined as the water lost after the application of the tarring material was applied. The permissible
percentage moisture loss (at the rate of coverage specified herein) shall not exceed the following:
24 hours after application
72 hours after application
409.3 Construction Methods
2 percent
4 percent
Item No. 409
Membrane Curing
The membrane arcing compound shall be applied after the surface finishing has been completed and immediately after the free
surface moisture has disappeared. The surface shall be sealed wdh a single unit's= crating of the specified type of curing
compound applied at the rate of coverage recommended by the manufacturer and directed by the Engineer, but not less than
1 galleon per 180 square teat of area. The Contractor Shall provide satisfactory means and faciUUes to properly control and check
the rate of application of the compound.
The communes shall not be applied before the Surface has become dry, but shall be applied just after free moisture has
disappeared.
The Compound shall be thoroughly agitated during its use and shall be applied by means of approved mechanical power pressure
sprayers far street and bridge applications. The sprayers used to apply the membrane to concrete exposed surfaces shall travel at
a uniform speed along the forms and be mechanically driven. The equipment shall be of such design that it will insure uniform and
even application of the membrane material. The sprayers shall be equipped with satisfactory atomizing nozzles. On small
miscellaneous items or on interim bridge deck curing the Contractor will be permitted to use hand - powered spray equipment. For
all spraying equipment. the Contractor shall provide facilities to prevent loss of the compound between the nozzle and the
concrete surface during the spraying operations.
At locations where the coating shows discontinuities. pinholes or other dialects or O rant laps on One newt' Coated surface before
the film has dried sufficiently 10 reeiltt damage. an additional Coat of the compound shat) be applied immediately at the same rate
of coverage specified herein. -
To insure proper coverage. the Engineer shall Inspect all treated areas after application of the compound for the period of time
Page 1 12/03/86 409
designated in the specification tor cunng, either tor membrane cunng or for other methods. Dry areas are identifiable because of
Me lighter color of dry concrete as compared to damp concrete. All suspected areas shall be tested by placing a few drops of
water on the suspected areas. If the water stands in rounded beads or small pools which can be blown along the surface of the
concrete without wetting the surface, the water impervious film is present. If the water wets the surface of the concrete as deter-
mined by obvious darkening of the surface or by visible soaking into the surface. no water - impervious film is present. Should the
foregoing test indicate that any area during the curing period is not protected by the required water- impervious film an additional
coat or coats of the compound shall be applied immediately and the rate of application of the membrane compound shall be
increased until all areas are uniformly covered by the required water - impervious Pont,
The compounds shall not be applied to a dry surface and if the surface of the concrete has become dry, it shall be thoroughly
moistened poor to the application of the membrane by fogging or mist application. Spnnkling or coarse spraying will not be
allowed.
When temperatures are such as to warrant protection against freezing. curing by this method shall be supplemented with an
approved insulating material capable of protecting the concrete for the specified curing penod.
It at any time there is reason to believe that this method of cunng cs unsatisfactory or is detrimental to the work. the Contractor,
when notified. shall immediately cease the use of this method and shall change to cunng by one of the other methods specified
under this contract.
Curing compounds shall be compatible with the adhesion of toppings or overlays where cunng has been applied to the concrete
base surface in order to assure adequate bond.
When forms are snipped before the 4 minimum cunng days have passed. cunng shall continue by an approved method.
409.4 Measurement and Payment
Membrane cunng will not be measured tor payment. The work and materials prescribed herein will not be paid tor directly, but
Shall be included in the unit pace bid for the item of construction in which these materials are used.
End
409 04!17 ;86 Page 2
Item No. 411
Surface Finishes for Concrete
411.1 Description
This item shall govem for the furnishing of all matenals and the application by the methods of construction indicated for the
application of a surface finish to concrete.
411.2 Materials
(1) Masonry Sand
Masonry sand shall conform to ASTM C 144.
(2) White Cement
White cement shall conform to ASTM C 150.
(3) Portland Cement
All cement unless otherwise indicated shall be Portland Cement conforming to ASTM C 150.
Portland cement manufactured in a cement kiln fueled by hazardous waste (30 Texas Administrative Code. Section
335.1) shall be prohibited. This applies to any other specification conceming the use of cement materials.
Contractor shall maintain a record of source for each batch. Supplier shall certify that no hazardous waste is used in
the fuel mix or raw materials.
(4) Membrane Curing
Membrane airing shall conform to Item No. 409, 'Membrane Curing'.
(5) Adhesive Grout
This subsection sets forth the requirements for three epoxy adhesives with different viscosity's designed to bond
fresh Portland Cement concrete to existing Portland Cement concrete. hardened concrete to hardened concrete and
steel to fresh or hardened concrete. These adhesives are as follows:
Type V: Standard (medium viscosity) for applying to horizontal and vertical surfaces. This material is
suitable for surface sealing of fire cracks in concrete.
Type VI: Low viscosity for application with spray equipment to horizontal surfaces.
Type VII: Paste consistency for overhead application and where a high buildup is required. This
material is suitable for surface sealing of cracks in concrete which are veed out prior to
sealing and for grouting of dowel bars where clearance Is 1/16 inch or less.
(a) Mixing Ratio: The ratio of resin and hardener components to be mixed together to form the finished adhesive
shall be either 1 to 1 or 2 to 1 by volume.
Any specific coloring of resin and/or hardener components desired will be stated by the Engineer.
Fglers. pigments and thixotropic agents. All fillers, pigments and/or thixotropic agents In either the epoxy resin or
hardener component must be of sufficiently fine pantile size and dispersed so that no appreciable separation or
settling wW moor during storage.
Any fillers present in the low viscosity version rust be of such a nature that they will not interfere with applicatlon
by spray equiernent or abrade or damage such equipment.
The Concrete adhesive shall contain no volatile solvents.
411 0111111/95 Page 1 Surface Finishes for Concrete
411
(b) Consistency: The adhesives shall compty with the following:
Type V Type VI Type VII
Viscosity of mixed adhesive at 400 Maximum 150 Maximum must be sufficiently fluid -to apply by
77 ± 1 F, Poises trowel or spatula without difficulty
Pot Life at 77 F. minutes.
minimum - 30
Set Time at 77 F. hours,
maximum -12
(Time required to attain 180 psis
Thixotropy test shall be performed at both 77 and 120 F. Average thickness of cured adhesive remaining on test
parcel. mils minimum.
Type V Type VII
30 45
Samples of the individual components in sealed containers shall be maintained at 115 * 3 F for 2 weeks. The
mixed adhesive prepared from these samples must still compty with the minimum thixotropy requirements.
The viscosity of the Type V and Type VI versions must not show an increase of more than 20 percent compared
with the viscosity prior to the stability tent. The Type VII adhesive must still be sufficiently fluid to apply by trowel
or spatula without difficulty.
(c) Physical Properties of the Cured Adhesive
Spec gravity, 25/25 degrees
Test methods to be used in determining these qualities are fisted below:
06118195 Page 2
Requirements
Property
Adhesive Shear Strength. psi, minimum 2200
Water Gain. percent by weight, maximum 020
Ability to bond fresh Portland Cement 400
Concrete to cured Portland Cement concrete,
psi. minimum (7 days cure time)
(6) Synthetic Resin Paint
Type X Epoxy. This is a high solids epoxy coating designed for application by brush or roller. The materials can also
be applied by airless spray by addition of a maximum of 5 percent toluene solvent at the direction of the Engineer.
Raw Materials
The basic raw materials to be incorporated into this mating are fisted below. along with the specific requirements for
each nil. The final dedaion as to the quality of materials shall �� 9 neer After h owed d�u
m
has approved the brand aces of raw materials proposes!
the manufacture without prior approval
Epoxy Resin
The basic epoxy resin used in the formulation shat be an unmodified Liquid resin mnfomdrtg to the following
chemical and physical requirements:
Viscosity at 25.0 + 0.1 C, cps. 7,000 to 10,000
Weight per epoxy equivale d, gyre per gm - mole 175 to 195
Color (Gardner Number), maxlmtmh 5
Hydrolyzable chlorin. maximum Pint by weight 0.2
1.14. to 1.18
Surface Rnlshes for Concrete
(a) Viscosity - Test for Kinematic Viscosity (ASTM Designation: D 445).
(b) Weight per Epoxy Equivalent - Test for Epoxy Content of Epoxy Resins (ASTM Designation: D 1652).
(c) Color - Test for Coior of Transparent Liquids (Gardner Color Scale) (ASTM Designation: 0 1544).
(d) Hydrolyzable Chlorine - Test for Hydrolyzable Chlorine Content of Liquid Epoxy Resins (ASTM Designation D:
1726).
(e) Specific Gravity - Method of Test for Density of Paint. Vamish. Lacquer and Related Products (ASTM
Designation: 0 1475).
Pigment
Titanium Dioxide
The titanium dioxide used in this formulation shall be equivalent to DuPont R -900. This shall be a pure.
chalk-resistant, ruble titanium dioxide meeting the requirements of ASTM D 476, Type Ill.
Extender
The extender used in this formulation shall be Nyad 400, manufactured by Interpace Pigments. Specific
requirements are as follows:
Particle size distribution:
Minimum Maximum
Minus 20 microns. percent by weight 95
percent by weight 70 80
Minus 10 microns. Pe 40 50
Minus 5 microns, percent by weight 0 50
Minus 3 microns, percent by weight 4 3 0 20
Minus 1 micron, percent by weight
Oil Absorption (rub out. Ibs/100 Ibs) 25 natdnnum
92.5 minimum
Brightness (G.E.)
411.3 Grade of Finish
(1) General
The grade and/or days af finish shall be as described herein and es indicated.
' Grade' af finish desires the areas to which a higher finish Is to be applied beyond the regtmemerds of an
Ordinary Surface Finish. Four grades dirtier are included herein.
- Class' of finish designates the materials or the p000555 to be used in providing the grade of finish. Three sasses
of finish are included herein.
For structures and surfaces not described herein under grade specified Where neither a grade nor lass is specified. an Ordinary in Item
No. 410. "Concrete Structures'.
grade the pions specify a e and dass of finish. Le.. Grade 11, Class C. only that type of finish shall be
furnished.
Where the plans specify a grade of finish only. Le.. Grade I Fhdsh, any of the lasses of finish may be furnished.
Only one Bass of Srdah shall be furnished on any individual structure. twin structures or on structures In dose
proximity to each other, except as specified for prestressed concrete members below.
(Z) Grade I
The following areas shall receive a Class A. B or C (two nib) Finish, except tat Prestressed members shall
receive either a Class A or B Finish only. Surface Finishes for Concrete
411 05/18/95 Page 3
AU concrete surfaces of railing, including the parapet types: exterior vertical faces of slabs. slab spans. arches and
box girders: the outside and bottom surfaces of fascia beams or girders (including prestressed members): the
underside of overhanging slabs to the point of juncture of the supporting beam: all exposed vertical surfaces of
bents and piers and bottom surfaces of bent caps: all exposed surfaces of tie beams, abutments. bridge wingwalls.
culvert headwalls and wingwalls and retaining walls exposed to view after all backfill and is placed.
Unless otherwise indicated, the underside of the slab of slab spans shall be finished its entire width.
Unless otherwise indicated, exposed surfaces of pump houses and other miscellaneous concrete surfaces shall
receive a Class A. B or C (one rub) Finish.
(3) Grade II
AU concrete surfaces of railing. including the parapet types. all exposed surfaces of bridge wingwalls and the
exterior vertical faces of slabs and slab spans shall receive a Class A, B or C (two rub) Finish. All other surfaces
described under Grade 1 Finish shall receive a Class A or B finish only. The underside of slab spans shall receive
an Ordinary Surface Finish only.
(4) Grade HI
MI concrete surfaces of railing, including the parapet types. all exposed surfaces of bridge wingwalls and the
exterior vertical faces of slabs shall receive a Class A, B or C (two rub) Finish. All other surfaces described under
Grade I Finish shall receive an Ordinary Surface Finish.
(5) Grade IV
The top and roadway faces only of all concrete ratimg, including the parapet types and bridge wingwalls shall
receive a Class A, 8 or C (one rub) Finish. All other surfaces described under Grade I shall receive an Ordinary
Surface Finish.
411.4 Class of Finish
The Class of Finish designates either an adhesive grout material, a paint -type material or a nrbbing process applied to surfaces
specified in 'Grade of Finish', as required above and/or as indicated.
Unless otherwise indicated the color shall be concrete gray.
(1) Class A
This finish scan consist of an adhesive grout textured coating with a minimum 1/18 inch thickness. composed of 1
part white cement, 1 part natural (gray) cement. 2 parts masonry sand, 1 part (latex) emulsion and enough water to
form a viscous slurry of a consistency that may be applied by spray gun, brush or roller without appreciable
naming or sagging. The proportions of white and gray cement may be varied slightly to obtain the desired color.
Gradation of the masonry sand shall be as required to produce a texture satisfy to the Engineer.
Prepadraged materials meeting these requiremerds and aceeptabie to the Engineer as to color, texture and
appearance wW be permitted.
(2) Class B
The finish shall be a paint-type material, consisting of a synthetic resin, contabeng fibrous as well as texturing
pigments, which when applied by a 1 coat spray application at the rate of 45 + 5 square feet per gallon wlU yield an
acceptable textured coating. Certification by the mamdacbtrer of the above mdeials will be required.
(3) Class C
This finish shall consist of a one rub or two rub system, as the ease may be. meeting the requirements set forth
below under 'Constiuction Methods'.
411.5 Approval of Surface Finishing Materials
The material to be furnished shall meet the requiremerfts of SDHPT Spedfcatlon D-9 -8110, Structural Coatings. latest revision.
In addition to the above, the manufacturer shall fumrisr the following:
411 05/18195 Page 4 Surface Finishes for Concrete
(1) At the time of original request for approval of the surface furnishing material. the manufacturer shall supply a 1
gallon sample of the material to the Engineer /Architect, If requested.
(2) Each 6 months after approval of the material. the manufacturer shall furnish a notarized ca formulation di ti of that
the mat originally approved has not been changed or altered in any way. Any change
surface finish shall require retesting prior to use.
The Engineer may request additional information to be submitted such as infrared spedophotometry scan, solids content. etc-.
for further identification. A change in formula discovered by any of the tests prescribed herein or by other means and not
reported and retested. may be cause to permanently bar the manufacturer from furnishing surface finish materials for City warts.
The City reserves the right to perform any or all of the tests required by this specification as a the on the tests reported by
the manufacturer. In case of any variance the City tests will govern.
411.6 Construction Methods
Prior to application of any of the finishes required herein, concrete surfaces shag be given an Ordinary Surface Finish. For
Class A and B materials, concrete surfaces shall be dean and free of dirt, grease, curing compound or any other bond breaking
substance. Class A shall be applied on moistened surfaces but Class B requires a dry surface. The temperature of the
atmosphere, concrete and compound shall be above 50 F for Classes A and B at the time of application. The finished surfaces
shall be protected against rain or freezing for a period of 24 hours after application.
Class A materials shall be applied by spraying, by roller or by brush. Class B materials shall be applied by spraying only. All
application shall provide an ameptable texture of the proper coverage.
The Class A and B material shag be applied after all preparation work required by Ordinary Surface Fweh has been completed.
The Class C Finish shag be performed with a carbonmdum stone as follows, after all preparatory work required by Ordinary
Surface Finish has been completed: •
For a two rub system, the first rubbing shall bring the wetted concrete face to a paste and produce a smooth dense
surface without pits, form marks or other irregularities. The use of cement or grout to form the paste will not be
permitted. Striping with a brush and washing after the first rubbing will not be required. Chamfer lines shall be finished
during the second rubbing.
The first rubbing shag be dare soon after form removal. Mernbrarre curing, if used, shall be applied after the first rub is
complete. Prior to the second rubbing, any remaining raring membrane scrag be removed from the surface by brushing,
buffing or other satisfactory methods.
The second rubbing shall be performed when conditioning the structure for final acceptance. The specified surfaces
shall be cleaned of drip marks and discoloration's and given a final rubbing. The surface shag be striped nearly with a
brush and the paste allowed to take a reset, after which the surfaces shag be washed with clean water leaving them with
a neat and uniform appearance and texture.
For a one nib system, the rubbing requirements shall be the same as for the first rub above, except chancier Ones shag
be finished and the paste spread uniformly, striped with a brush and allowed to take a reset after which the surfaces
shall be washed with dean water Leaving them with a neat and uniform appeerarce and texture.
411.7 Special Surfaces Finishes
(1) General
When special surface finishes are required for retaining walls. panels. copings or a i m ll ar eo struddien. the
cardrudpr shag prepare sample panels for approval of the finish and the method of appgcelbn• unless otherwise
indicated, p or pattern arrangement and dimension may be varied to aeweve a more pleasing appearance or
to utilize fomrbrg material more eidently when approved by the EngineerlArdnited- Aggregates. materials,
variation of petrel or pattem arrangement dimensions and other feabues affecting the work shag be approved prior
to start of the work.
(2) Striated Finish
The striated ( grooved) pattern shag be as indicated or as approved by the EngineerlArchited.
411 06118195 Page 5 Surface Finishes for Concrete
End
Ref.: 409
The finish shall be made by lining the forms with striated sheets of plywood. plastic. fiberglass, metal or other
material acceptable to the Engineer /Architect. The striations on the panels shall be of a smooth, wide pattern, not
sharp or angular.
A chamfer groove shall be used along all edges of each panel. All ties. bolts or other forming accessories shall be
located along the chamfer grooves or panel edges.
(3) Exposed Aggregate Finish
(a) Structural Concrete
Exposed aggregate panels may be either raised, recessed or as indicated with the sides of each panel
chamfered as directed by the Engineer /Architect.
The aggregate used for this finish shall be approved by the Engineer /Architect. Unless otherwise indicated,
aggregate shall conform to the grading requirements of Grade 2 aggregate except that a minimum of 50 percent
shall be retained on the 3/4 inch sieve. Gravel of predominately rounded particles shall be used, except that
when indicated or approved by the Engineer/Architect In writing, crushed stone may be used. The aggregate
shall be large enough to remain ihmly anchored in the face of the final product. The depth shall be 1/4 inch
minimum to 1/2 inch maximum, unless othetwise indicated or directed by the Engineer /Arrhtted.
A surface retarder that penetrates the concrete approximately 1/4 inch shall be applied to the forms or concrete
absorption. Form joints shall be taped desired fetish. to prevent ape of the retarder during placing operations. for
Treated form surfaces shall be protected from sun and rain while exposed to the atmosphere. In rase of high
humidity or if ram has dampened the fortes prior to placing concrete. a reapplication of the surface retarder may
be required to provide uniform coverage of the retarder on the forms.
Adjacent areas of fresh concrete not requiring exposed aggregate finish shall be protected when the retarder is
applied.
The finish shall be obtained by sandblasting, bush hammering, water blasting or other methods, as approved by
the EngineedAfchlted. Horizontal surfaces may be finished by a combination of brushing and washing, but only
after the concede has set sufficiently to prevent loosening of the aggregate.
Unless otherwise directed by the Engineer /Architect forms for surface requ exposed aggregate finish shall
be reproved 12 to 15 hours after concrete placement. The exposed aggregate operation shall be accomplished
immediately after form removal. Except for the time required for obtaining the exposed aggregate finish, curing
of all surfaces shall be maintained for the minimum 4 day wring time. AD surfaces shall be either water cured or
may be cured with an approved dean membrane compound. If water wring i3 used. it shall be followed by a
dear membrane curing compound confommng to Item No. 409, "Membrane Curing".
Care shall be taken to ensure proper vibration at all points of concrete placement to prevent honeycomb or
segregation of the materials. Vibration shall be done in such a manner as to provide adequate penetration of
previously placed concrete fills. Care shall be taken to prevent contact of the vibrator with the face *urn.
(b) Sidewalks
When exposed aggregate surfaces are required for sidewalks, driveways and/or medians, the coarse aggregate
shall consist resilient c particles atings are n t at cce least acce40 percent crushed faces. Uncrushed ptable. Grade 5 coarse aggregates shall be used for exposed aggregate
clear coatings ro �ceab
f/nlshes for sidewalks, driveways and/or medtans.
411.8 Mew and Payment
No direct measurement or payment wig be made for the wok to be done, the equtpmmd or materials to be furnished under this
item, but shall be considered subsidiary to the particular items required by the plans and the contract
411 05118/95 Page 8 Surface Finishes for Concrete
hem No. 430
Concrete Curb and Gutter
430.1 Description
This item shall consist of Portland Cement concrete curb or curb and gutter with reinforcing steel as required. constructed on an
approved subgrade and base in accordance with this specification and in conformity with the lines, grades. section and details
indicated or as established by the Engineer.
430.2 Materials
(1) Concrete
Concrete shall conform to Class A Concrete as indicated in Item No. 403. "Concrete tor Structures" or Item No. 360.
"Concrete Pavement" when the curb and gutter is placed integral with the pavement.
(2) Reinforcing Steel
Reinforcing steel shall conform to Item No. 406. "Reinforcing Steel ".
(3) Expansion Joint Materials
Expansion joint materials shall conform to Item No. 408, "Expansion Joint Matenals".
(4) Membrane Curing Compound
Membrane curing compound shall conform to Item No. 409, "Membrane Curing ".
(5) Flexible Base
Aggregate shall conform to Item No. 210, "Flexible Base
430.3 Construction Methods
Subgrade for curb and gutter shall be excavated and prepared to required depth and width including a minimum of 12 inches
behind the curb. unless a greater width is indicated. to construct the work to grades and dimensions indicated. A minimum of 4
inches of flexibte base shall be spread. wetted and thoroughly compacted under curb and gutter as specified in Item No. 210.
"Flexible Base". If dry. the base shall be sprinkled with water lightly before concrete is deposited thereon.
Forms shall be of metal or well seasoned wood. The length of the forms shall be not less than 10 feet. Flexible or curved forms
shall be used for curves of 100 foot radius or less. Wood Corms for straight sections shall be not less than 2 inches in thickness.
Forms shall be clean. straight. free from warp and oiled with a light form oil. All forms shall be securely staked to line and grade
and maintained in a true position during the depositing of concrete.
The reinforcing steel shall be placed in position as shown on the typical section. Care shall be exercised to keep all steel in Its
proper location.
Expansion Joint material, 3 4 inch in thickness. shall be provided at intervals not to exceed 40 feet and shall extend the full width
and depth of the concrete. Weakened plane joints shall be made Y Inch deep at 10 toot intervals. All joint headers shall be
braced perpendicular and at right angles to the curb.
Two round smooth dowel bars. 2 inch in diameter and 24 inches in length, shall be installed at each expansion joint. Sixteen
inches of one end of each dowel shall be thoroughly coated with hot oil, asphalt or red lead. so that tl will not bond to the con-
crete. The dowels shall be installed with a dowel sleeve on the coated end as indicated or equivalent as directed by the Engmeer.
Concrete shall be placed in the forms. rodded and tamped to exclude all eh' and honeycomb. Not more than 1 hour after the
concrete has been placed. a thin coating not more than '/ Inch nor less than '/, inch thick of finish mortar. composed of 1 part
Portland Cement to 2 parts fine aggregate. shall be worked Into the exposed faces of the curb and gutter by means of a "mule'
After the concrete has become sufficiently set, the exposed edges shall be rounded by the use of an edging tool to the radii
indicated. The entire exposed surface of the curb and gutter shall be floated to a uniform smooth surface, then finished with a
camel hair brush to a gritty texture. The forms shall remain In place a minimum of 24 hours unless approved otherwise by the
Engineer. After removal of the forms, any minor honeycombed surfaces shall be plastered with a mortar mix as described above.
Excessively honeycombed curb and gutter, as determined by the Engineer, shall be completely removed and replaced when
directed.
The finished concrete, while still plastic, shall be stamped with an Impression having the Contractor's name and the month and
year. The stamp shall be of approved design and impressions shall be made on the face of the curb at or near street intersections
and not exceeding 350 feet apart or as directed by the Engineer.
Page 1 04 430
Immediately after finishing the curb. concrete shall be protected by a membrane cunng conforming to Item No. 409. "Membrane
Curing ".
After a minimum of 3 days curing and before placing the final course base. the curb shall be backfilled to the hill height of the
concrete, tamped and sloped as directed by the Engineer. The top 4 inches of backtill shall be of clean topsoil. free of stones and
debris conforming to Item No. 604. "Seeding for Erosion Control" when turf is to be established
430.4 Measurement
Accepted work as prescribed by this item will be measured by the linear toot of concrete curb and gutter. complete in place.
430.5 Payment
The work performed as prescnbed by this item will be paid for at the unit price bid per linear foot tor "Concrete Curb and Gutter
which pnce shall be full compensation for all work as set forth and described under payment Method A. B. C or D.
Method A (Pay Item No. 430-A)
This payment method includes all the work performed for 'Concrete Curb and Gutter' . complete. at the unit price bid.
which price shall be full compensation for excavation. preparing the subgrade. for furnishing and placing all base material.
reinforcing steel. dowels. expansion joint material. cunng material. backfilling and for all other materials. manipulations.
labor. toots. equipment and incidentals necessary to complete the work.
Method B (Pay Item No. 430-B)
This payment method includes all the work performed for "Concrete Curb and Gutter'. complete. at the unit pnce bid
which pnce shall be full compensation for fine grading. for furnishing and placing reinforcing steel. dowels. expansion joint
material, wring matenal, backfilling and for all other materials. manipulations, labor. tools. equipment and incidentals nec-
essary to complete the work.
Method C (Pay Item No. 430 -C)
This payment method includes all the work performed for "Concrete Curb". complete. at the unit price bid. which price shall
be full compensation for fine grading. for furnishing and placing reinforcing steel. dowels. expansion joint material. curing
material. backfilling and for all other materials. manipulations. labor. tools. equipment and incidentals necessary to com-
plete the work.
Method D (Pay Item No. 430-D)
This payment method includes all the work performed for "Concrete Curb', complete. at the unit pnce bid. which price shall
be full compensation for excavation. preparing the subgrade. tor finishing placing at base material. reinforcing steel.
dowels. expansion joint material. curing matenal, backfilling and tor other materials. manipulations. labor. tools. equipment
and incidentals necessary to complete the work.
Payment wit be made under one of the following:
Pay Item No. 430-A: Concrete Curb and Gutter — Per Unear Foot
Pay Item No. 430-B: Concrete Curb and Gutter — Per Linear Foot.
Pay Item No. 430-C: Concrete Curb — Per Linear Foot.
Pay Item No. 430-0: Concrete Curb — Per Linear Foot.
End
430 04 17;86 Page 2
503.1 Description
503.2 Materials
Item No. 503
Frames, Grates, Rings and Covers
This item shall consist of the fumishing and installation of frames, grates, rings and covers for inlets, manholes and other
structures indicated.
The Contractor shall submit descriptive information and evidence that the materials and equipment the Contractor proposes
for incorporation into the Work is of the ldnd and quality that satisfies the specified functions and quality. Water and
Wastewater Utility Standard Products Lists (SPL) form a part of the Specifications. Contractors may, when appropriate,
elect to use products from the SPL; how ever, submittal to the E/A is still required. Should the Contractor elect to use any
materials from these lists,each product shall be completely and dearly identified by its corresponding SPL number when
making the product submittal. This will expedite the review process in which the E/A, and, if ner. csary, the Water and
Wastewater Utility Standard Products Committee, decides whether the products meet the Contract requirements and the
specific use foreseen by the E/A in the design of this engineered Project. The purpose of the SPL's is to expedite review,
by the E/A and, 11 necessary. the Water and Wastewater Utility Standard Products Committee. of Contractor product
submittals. The SPL's should not be interpreted as being a pre - approved fist of products necessarily meeting the
requirements for a given construction Project. Items contained in the SPL cannot be substituted for items shown on the
Drawings, or called for in the specifications, or specified In the Bidding Requirements, Contract Forms and Conditions of
Contract, unless approved by the E/A in conjunction with the Water and Wastewater Utility Standard Products Committee.
The Standard Product List current at the time of plan approval will govern.
(1) Welded Steel
Welded steel grates and fns shall conform to the number, size, dimensions and details indicated and shall be
welded into an assembly in accordance with those details. Steel shall conform to the requirements of ASTM A 36.
(2) Castings
Castings, whether Carbon-Steel, Gray Cast Iron or Ductile Iron shall conform to the shape and dimensions
indicated and shall be clean substantial castings, free from sand or blowholes or other defects. Surfaces of the
castings shall be free from burnt on sand and shall be reasonably smooth. Runners, risers, fins and other cast on
pieces shall be removed from the castings and such areas ground smooth. Bearing surfaces between manhole
rings and covers or grates and frames shall be cast or machined with such precision that uniform bearing shall be
provided throughout the perimeter area of contact Pairs of machined castings shall be matchmarked to facilitate
subsequent identification at installation except that water and wastewater manhole and valve castings shall be
fabricated with such draft, tolerances, bolt hole spacing, etc., that all rings and covers of a particular type or class
are interchangeable and match - marking will not be required.
Steel castings shall conform to ASTM A 27, 'Mild to Medium Strength Carbon Steel Castings for General
Application'. Grade 70-36 shall be furnished unless otherwise specified.
Cast Iron castings shall conform to ASTM A 48, 'Gray Iron Castings', Class 30.
Ductile Iron casings shall conform to ASTM A 536, ' Ductile Iron Castings'. Grade 60 -40-18 shall be used unless
otherwise indicated.
(3) Manhole Cover Riser Rings
Hight - adjustment inserts for wastewater manhole rings for raising standard Manhole covers shall be those models
listed in Water and Wastewater Standard Products List SPL W N -330.
(4) Nuts and Bons
Nuts and bolts shall be hex head 518' x 25' x #11 National Coarse Thread, Type 316 winless steel.
Page 1 Frames, Grates, Rings and Covers
1
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(5) Mortar
Mortar for bedding castings shall consist of 1 part cement and 3 parts sand meeting the requirements of fine
aggregate Grade No. 1, Item No. 403, Concrete for Structures',
503.3 Construction Methods
Frames, grates, rings and covers shall be constructed of the materials as specified and in accordance with the details indicated
and shall be placed carefully to the lines or grades indicated or as directed by the Engineer.
M welding shall conform to the requirements of the AWS- D -1 -72. Welded frames, grates, rings and covers shall be given 1
coat of a commercial grade red lead oll paint and 2 coats of commercial grade aluminum paint. All coats shall be a minimum of
1.5 mils, dry.
Painting of gray iron castings will not be required. except when used In conjunction with structural steel shapes.
503.4 Measurement and Payment
Frames, grates, rings and covers will not be measured and payment for furnishing all materials, tools. equipment, labor and
incidentals necessary to complete the work will be included In the Bid items which constitute the complete structures.
End
Aoptcabfe References:
Standard Specifications Manual: Item Nos. 403
Standards Manual: Standard Detail Nos.
503
0ti23f86
Page 2 Frames, Grates, Rings and Covers
Item No. 504
Adjusting Structures
504.1 Description
This item to consist of the removal and replacement of surfacing, fumishiig of materials, adjusting existing structures, valve
boxes, pull boxes, survey monument boxes, water meters, manholes and manhole castings to the locations or elevations
indicated or as directed by the Engineer and in accordance with these specifications. This item to also consist of any pumping,
bailing, drainage and Item No. 509. 'Trench Safety Systems° for trench walls, when indicated.
5042 Materials
Precast reinforced concrete manhole cones and straight sections, concrete rings, bricks and castings in good condition removed
from the structures to be adjusted may be reused with the written approval of the Engineer. Additional materials required shall
conform to the details Indicated.
(1) Concrete
Concrete shall be Class A conforming to Item No. 403. 'Concrete for Structures °.
(2) Mortar
Mortar shall conform to Item No. 510,'Pipe °.
Mortar shall be mixed in proportions of 1 part cement to 3 parts sand by volume based on dry materials.
604.3 Construction Methods
All adjustments shall be completed prior to the placement of the final surface.
Manhole, pull box and valve box components to be reused shall be carefully removed and the contact areas shall be cleaned of
all mortar, concrete, grease and searing compounds. Any items broken in the process of removal and deaning shall be replaced
in kind by the Contractor at his expense.
If the adjustment involves lowering the top of a manhole, a sufficient depth of precast concrete rings or brick courses shall be
removed to permit reconstruction. The mortar shall be cleaned from the top surface remaining In place and from all brick or
concrete rings to be reused and the manhole rebuilt to the required elevation. The manhole ring and cover shall then be Installed
with the top surface conforming to the proposed grade.
If the adjustment Involves slight raising the elevation of the top of the manhole, the top of brick or concrete ring shall be cleaned
and bndit up vertically to the new elevation, using new or selvaged concrete rings or bricks and the ring and cover installed with
the top surface conforming to the proposed grade. For new manhole construction, the madmen vertical allowable ring
adjustment shall be limited to one foot. For existing manhole adjustments that fall within the Omits of overlay and street
reconstruction projects, the maximum vertical allowable shall be limited to two feet. All other existing manholes shall have a
maximum allowable ring adjustment of one foot he maximum Includes the depth of the ring casting). Any adjustment that
exceeds the above shall be accomplished by replacement with new manhole cone section. If after adjustment of an existing
wastewater manhole, the depth of the adjustment rings or bricks will exceed 1 foot, the manhole cone shall be reconstructed In
accordance with Item 508, 'Manholes% to make the adjustment to proposed grade.
If the adjustment Involves slight lowering or raising a valve box or survey monument box, the outside shag of a slip or screw
casing shall be excavated to its full length and adjusted to the proposed grade. Pipe castings shall be excavated to the depth
required to cut from or weld a section to the easing as may be needed to adjust the ring to the proposed elevation. The ring shall
be welded to the casing prior to pouring concrete around the casing. tithe adjustment requires more than 1 foot of rings or brick,
the manhole cone shag be adjusted or reconstructed to make the adjustment.
If the adjustment involves lowering or raising or a horizontal reassignment of a water meter and the property owner's cut off
valve, this work shag be completed In accordance with Standard Installation Details In Service Connection Guide. After the
adjustments have been completed and cued, structures within the paved area scrag be paved as indicated.
504.4 Measurement
The work performed and materials furnished as prescribed by this item as Indicted shall be measured per each.
504 08/25195
Page 1 Adjusting Structures
504.5 Payment
The work performed and materials fumished and measured as provided above, will be paid at the unit price bid per each, which
price shall be full compensation for fumishing all materials, handling, placing, labor, tools, equipment and inadentals necessary
to complete the work.
Payment will be made under one of the following:
End
Pay Item No. 504-1SM:
Pay Item No. 504 -1WM:
Pay Item No. 504 -1 W W:
Pay Item No. 504-2WW:
Pay Item No. 504 -3G:
Pay Item No. 504 -3S:
Pay Item No. 504 -3W:
Pay Item No. 504-4PB:
Ref: 403, 506, 509, 510
Adjusting Storm Sewer Manholes to Grade - Per Each.
Adjusting Water Meters - Per Each.
Adjusting Wastewater Manholes - Per Each.
Reconstruct Manhole Cone - Per Each.
Adjusting Gas Valve Boxes to Grade - Per Each.
Adjusting city of Austin Survey Monument Boxes to Grade - Per Each.
Adjusting Water Valve Boxes to Grade - Per Fade.
Adjusting Pull Boxes to Grade - Per Each.
504 0825195 Page 2 Adjusting Structures
506.1 Description
This item shall govem construction of manholes complete in place and the materials used therein, including excavation,
installation, backfilling and surface restoration. It shall also include fumishing and installing rings, covers, appurtenances and
any pumping, and drainage necessary to complete the work. Wastewater manholes shall be acceptance tested by the
Contractor. Water and Wastewater Standard Products Lists form a part of the Specifications.
The Contractor shall submit descriptive infomhation and evidence that the materials and equipment the Contractor proposes for
incorporation into the Work is of the kind and quality that satisfies the specified functions and quality. Water and Wastewater
Utility Standard Products Lists (SPL) form a part of the Specifications. Contractors may, when appropriate, elect to use
products from the SPL; however, submittal to the E/A is still required. Should the Contractor elect to use any materials from
these lists, each product shall be completely and clearly Identified by its corresponding SPL number when making the product
submittal. This will expedite the review process in which the E/A. and, if necessary, the Water and Wastewater Utility Standard
Products Committee, decides whether the products meet the Contract requirements and the specific use foreseen by the E/A in
the design of this engineered Project. The purpose of the SPL's is to expedite review, by the E/A and, tf necessary, the Water
and Wastewater Utility Standard Products Committee, of Contractor product submittals. The SPL's should not be interpreted
as being a pre-approved list of products necessarily meeting the requirements for a given construction Project Standard
Product List current at the time of plan approval will govem.
506.2 Materials and Components
Item 506
Manholes
(1) Concrete and Cement Stabilized Sand: All concrete shall conform to Item No. 403 'Concrete For Structures". Cast in
place concrete shall be Class A, and precast concrete shall be Class I. All interior surfaces of wastewater manholes
shall have a coating acceptable to the E/A or be otherwise acceptably protected from the acidic effects of municipal
wastewater. Concrete for backflll of overexcavated areas shall be Class A or Class J as indicated. Cement stabilized
sand for bedding or backfilfmg, where indicated or required, shall contain 2 bags of Portland Cement per cubic yard;
sand shall be as defined far 'Fine Aggregate° in Item No. 403 'Concrete For Structures.
(2) Mortar. Mortar shall be composed of one part Portland Cement, one part masonry cement (or 1/4 part hydrated lime),
and sand equal to 2 -12 to 3 times the sum of the volumes of the cements and lime used. The sand shall meet the
requirements for 'Fate Aggregate° as given in Item No. 403 'Concrete For Structures'.
(3) Reinforcement Reinforcing steel shall conform to the requirements of Item No. 406, 'Reinforcing Steer. Secondary,
non - structural steel may be replaced by collated fibrillated polypropylene fibers acceptable to the E/A in cast -in -place
stormwater manholes.
(4) Brick: Brick for ring adjustment courses and for storrnwater manholes shall be of first quality, sound, herd burned,
perfectly shaped brick conforming to the requirements of ASTM C 62 Grade SW or concrete brick meeting the
requirements of ASTM C 55, Grade N -1.
(5) Rings and Covers: Rings and coven: shall conform to the requirements of Item No. 503, 'Frames, Grates, Rings and
Covers'.
Replacement Rings and Covers, 24 ' Diameter Lids: This ring and cover shall be used for the replacement of broken
rings and covers, Minor Manhole Adjustment. or as otherwise directed by the E/A.
Rings and Covers, 32 ' Diameter Lids: This ring and cover shag be used for all new manhole construction, except as
otherwise directed by the EIAA.
(6) Bulkheads: Bulkheads shall meet the requirements of Item No. 507 Bulkheads.
(7) Precast Base Sections, Riser Sections, and Conan: Precast connate base sections, riser sections, and cones shag
conform to the requirements of ASTM C 478. The width of the invert shag be specifically sized for the connecting
pipes. Inverts shall be 'U' shaped with a miners= depth of three fourths of the largest pipe diameter. The invert shall
have a minimum difference of 0.10 feet between the inlet and outlet. Where lines enter the manhole up to 24 Inches
above the flowftne of the outlet, the invert shag be filleted to prevent splashing and solids deposition. A drop pipe shall
be provided for a sewer entering a manhole et more than 24 inches above the towline of the outlet. Joints for
wastewater base sections, riser sections, and cones shag conform to the requirements of ASTM C 443. Additionally,
joint dhnensions for 48-inch Inside diameter wastewater manhole sections and cones shall comply with STANDARD
NO. 506-12 0-RING JOINT DETAIL or NO. 513 WEDGE SEAL JOINT DETAIL Precast bases for 48 Inch inside
diameter manholes shag have preformed inverts. Inserts acceptable to the E/A shag be embedded in the concrete
well of the manhole sections to facditete handing; through-wall holes for lilting will not be permitted. Any voids
$06 08/23196 Page 1 Manholes
between the pipe and boot shall be filled to the spnngline with a product recommended by the manhole manufacturer
to prevent solids collection.
(8) Precast Junction Boxes: Precast junction boxes shall be allowed only where Indicated on the plans or acceptable to
the E/A. Joints for wastewater junction boxes shall conform to the requirements of ASTM C 443.
(9) Pipe- to- Manhole/Junction Box Assemblies: Precast bases and precast junction boxes shat have flexible, resilient
and nom-corrosive boot connectors or ring waterstops acceptable to the E/A contorning to the requirements of ASTM
C 923 on all wastewater pipe connections.
(10) Precast Flat-Slab Transition/Junction Box Lids: Precast slab transitions and lids shall be designed to safely resist
pressures resulting from loads which might result from any combination of forces imposed by an HS-20 loading as
defined by the American Association of State Highway and Transportation Officials (AASHTO). The joints of precast
slab transitions and of lids for wastewater applications shall conform to the requirements of ASTM C443.
(11) Precast - Prefabricated Tee Manholes: Tee manholes shall be allowed only where indicated on the plans or as
directed by the E/A. The main pipe section shall conform to the requirements of Item No. 510, °Pipe'. The vertical
manhole portion (tee) above the main pipe shall conform to the requirements of the precast components.
The manhole tee shall have a minimum inside diameter of 48 inches and shall rise vertically centered or tangent to the
main pipe, as Indicated or as directed by the E/A. An access hole less than 48- inches in diameter shall be cut into the
main pipe to allow a ledge for support of access ladders. Unless otherwise specified, the main pipe portion of the tee
manhole shall be paid subsidiary to the unit tee manhole price.
(12) Precast Grade Rings: Rings shall be reinforced Class A or I concrete.
Precast Grade Rings, 24 -1/2' Inside Diameter. This adjustment ring shat be used only for adjusting existing manholes
with 24 inch lids and for Wastewater Access Device. Inside to outside diameter dimension of ring shall be 6' with a
thickness of 3' to 6".
Precast Grade Rings, 35 ' Inside Diameter. This adjustment ring shall be used for all new manhole construction with
32' lids. Inside to outside diameter dimension of ring shall be 6' with a thickness of 4' to 6'.
(13) New Manhole Construction and Minor Manhole Adjusbnent
New manhole construction and minor manhole adjustments shall be performed as indicated on Std. Detail 506-4,
"New Manhole Construction and Minor Manhole Adjustment", and shall consist of adding precast reinforced
concrete rings to adjust the manhole to final grade.
For new manhole construction, the maximum vertical allowable ring adjustment shall be limited to 18 inches (the
maximum includes the depth of the ring casting). For existing manhole adjustments that fall within the frrdts of overlay
and street reconstruction projects, the maximum vertical allowable shag be limited to two feet (the maximum includes
the depth of the ring casting). All other existing manholes shall have a maximum allowable ring adjustment of one foot
(the maximum includes the depth of the ring casting). Any adjustment that will exceed these requirements shall be
accomplished as indicated on Std. Detail 506-2, and as described below in (14) "Major Manhole Adjustment°. All
manholes not located in paved areas shag have bolted covers.
(14) Major Manhole AdJusbnent
Any adjust rent that exceeds the requirements of (13) Minor Manhole Adjtaebnenta, shag be accomplished Qe
indicated on Std. Detail 5062, 'Major Manhole Adjusbnent and shag consist of any combination of removing the
concrete rings, and/or the manhole cone section, and/or the straight riser section of the manhole to bring the rnanhole
to final grade. All manholes not located In paved areas shall have bolted covers.
(15) Waterproofing Joint Materials: 0-rings and wedge seats for the joints of all wastewater manholes, and for
stomnvater manholes when Indicated, shag conform to the requirements of ASTM 0443. Cold applied preformed
plastic gaskets for stomiwater manholes shag be as specified In Item No. 510, "Pipe'. Connections between
reinforced concrete wastewater manhole structures and pipes shall meet the requirements of ASTM C923.
506 08/23/86 Page 2 Manholes
506.3 Construction
All manholes shall have a minimum inside diameter of 48 inches. Manhole base section or junction box dimension shall be
appropriately increased to accommodate all converging pipe. A minimum horizontal clearance of 12 inches shall be maintained
between adjacent pipes. Pipe ends within the base section or junction box walls shall not be relied upon to support overlying
manhole dead and live load weights. All wastewater branch connections to new or existing mains shall be made at manholes
with the influent pipe crown installed at the elevation of the effluent pipe crown. Where lines enter the manhole up to 24 inches
above the flowline of the outlet, the invert shall be sloped upward to receive the flow, thus preventing splashing or solids
deposition. Where the springline of an influent pipe is 24 inches or more above the springline of the effluent pipe, a drop
manhole shall be used. Construction of extensions to existing systems shall require placement of bulkheads at locations
indicated or directed by the EJA. Unless otherwise indicated, stormwater manholes shall have eccentric cones; wastewater
manholes shall have concentric cones, except on manholes over large mains where an eccentric cone shall be situated to
provide access to an invert ledge. Eccentric cones may be used where conflicts with other utilities dictate. Flat -slab tops may
be used where clearance problems exist; see 506.2(10) above.
Manholes shall be founded at the established elevations on uniformly stable subgrade. Unstable subgrade shall be over -
excavated a minimum of 12 inches and replaced with a material acceptable to the E/A. Precast base units shall be founded
and leveled on a 6 inch coarse aggregate bedding. A pipe section with a prefabricated tee manhole and half the length of the
adjoining pipe sections on each side shall be founded on a minimum of 6 inch unreinforced Class A concrete. The cast -in-
place concrete cradle shall be poured against undisturbed trench walls up to the pipe's springhne.
AO adjustments shall be completed prior to the placement of the final surface.
Manhole components to be reused shaft be carefully removed and the contact areas shall be cleaned of all mortar, concrete,
grease and sealing compounds. Any items broken in the process of removal and cleaning shall be replaced in kind by the
Contractor at his expense.
If the adjustment involves lowering the top of a manhole, a sufficient depth of precast concrete rings or brick courses shall be
removed to permit reconstruction. The mortar shall be cleaned from the top surface remaining in place and from all brick or
concrete rings to be reused and the manhole rebuilt to the required elevation. The manhole ring and cover shall then be
installed with the top surface conforming to the proposed grade.
If the adjustment involves raising the elevation of the top of the manhole in accordance with 506.2 (13) New Manhole
Construction and Minor Manhole Adjustment , the top of brick or concrete ring shall be cleaned and built up vertically to the
new elevation, using new or salvaged concrete rings or bricks and the ring and cover installed with the top surface conforming
to the proposed grade.
Cast -in -place foundations shall have a minimum depth of 12 Inches at the invert flowline. The widths of all manhole inverts
shall be specifically sized for the connecting pipes. Inverts shall be 'L/' shaped with a minimum depth of three fourths of the
largest pipe diameter. The invert shall have a minimum fall of 0.10 of a foot between the inlet and outlet The lowermost riser
section may be set in the concrete while still green, after which the foundation shall be cured a minimum of 24 hours prior to
proceeding with construction of the manhole up to 12 feet in depth_ The foundation shall be cured an additional 24 hours prior
to continuing construction above the 12 foot level. Manhole depth shall be measured from the invert flowline to the finish
surface elevation.
Wastewater manholes having cast in place foundations may be constructed over existing wastewater pipes, except polyvinyl
chloride (PVC), and the top half of the pipe removed to facilitate invert construction. The manhole both= shall rise from the
springline elevation of the pipe, apprccdr ately one inch for each 12 Inches of run (8%). Wastewater manholes with lines larger
than 18 inches shall require precast bases; manholes constructed over in -service mains however, may be built on cast -in -place
foundations if the flow cannot be interrupted. Precast and cast-in-place wastewater junction boxes shell be allowed only where
Indicated on the plans or- acceptable to the E/A. The floors of stormwater manholes also, shall rise outwardly from the
springflne on a slope of 1:12 (8%).
Wastewater fines, except reinforced concrete pipe, set in cast -in -place foundations, shall require a waterstop seal or gasket
acceptable to the E/A around the outside perimeter of the pipe. It shall be approxl rmtely centered under the manhole section
wall.
Cast -in -place stonnwater manholes, jum lion boxes and flat -slab transitions shall be relydorc ed, Class A concrete. Ail structural
concrete work shall conform to Item No. 410, 'Concrete Structures'. Forms will be required for all cast -in -place wafts above the
foundation. Where the surrounding materiel can be trimmed to a smooth vertical face, outside forms may be omitted.
Bacldtlling for manholes shall conform to the density requirements of Item No. 510, 'Pipe'. Manhole construction in roadways
may be staged to facilitate base construction. Manholes constructed to interim elevations shall be covered with steel plates of
sufficient thickness to support vehicular traffic. Steel plates on wastewater manholes shall be set in mortar to minimize Inflow.
506 08123186 Page 3 Manholes
Manholes shall be completed to finish elevation prior to placement of the roadways finish surface. The excavation for
completion of manhole construction shall be backfilled with cement stabilized sand (2 sacks per cubic yard) up to the bottom of
Portland Cement pavement slabs or to within two (2) inches of finish elevation of asphaltic concrete pavements. The cement
stabilized sand shall be a minimum of 12 inches thick.
After nngs and covers are set to grade, the inside and outside of the concrete rings shall be wiped with mortar so placed as to
form a durable water -tight joint smooth and even with the manhole cone section. No grouting shall be performed when the
atmospheric temperature is at or below 40° F, and when necessary, because of a sudden drop in temperature, joints shall be
protected against freezing for at least 24 hours.
506.4 Acceptance Testing of Wastewater Manholes:
Manholes shall be tested separately and independently of the wastewater lines.
(1) Test by the Vacuum Method:
A vacuum test shall be performed by the Contractor prior to backfilling those manholes that fall within the right-of -way
that require detouring of vehicular traffic. A second vacuum test will not be required after backfllling and compaction is
complete unless there is evidence that the manhole has been damaged or disturbed subsequent to the initial vacuum
test
For manhole installations which do not require detouring of vehicular traffic, the vacuum method is recommended and
may be used by the Contractor prior to backfilling the manhole to insure proper installation so that defects may be
located and repaired; however, a vacuum test shall be performed after backfllling, and compaction are complete.
Testing after bacddlg and compaction are complete will l be the basis for acceptance of the manhole.
(a) Equipment:
1. Manhole vacuum tester shall be by PA Glazier, Inc., Cheme Industries, or other manufacturer acceptable to
the E/A.
2. Pipe sealing plugs shall have a load resisting capacity equal to or greater than that required for the size of the
connected pipe to be sealed.
(b) Procedures — applicable to new 4'-0° diameter manholes.
1. Manhole section interiors shall be carefully Inspected; units found to have through -wall lift holes, or any
penetration of the interior surface by inserts provided to feaTdate handling, will not be accepted. Coating shall
be applied after the testing unless coating is applied before Installation or unless it is applied at the factory. All
lift holes and exterior joints shag be plugged with an acceptable non - shrink grout. No grout shall be placed In
horizontal joints.
2. After cleaning the Interior surfaces of the manhole, the Contractor shag place and inflate pneumatic plugs in all
of the connecting pipes to isolate the manhole; searing pressure within the plugs shall be as recommended by
the plug manufacturer. Plugs -and the ends of pipes connected by flexible boots-shall be blocked to prevent
their movement during the vacuum test
3. The vacuum hest head shall be placed on the top of the cone soon or. inside of the top of the manhole cone
section, and the compression seal band Inflated to the pressure recommended by its manufacturer. The
vacuum pump shag be connected to the outlet port with the valve open. When a vacuum of 10 Incites of
mercury (-5 prig) has been attained, the valve shag be dosed and the time noted. Tampering with the teat
equipment will not be allowed.
4. The manhole shall have passed the test if the vacuum does not drop below 9 inches of mercury (-4.5 psig)
within three (3) minutes of the time the valve was dosed. The actual vacuum shall be recorded at the end of
the three (3) minutes during which the valve was closed.
5. When the standard vacuum test cannot be performed because of design or material constraints (examples: T-
Type manholes, T-Lodc Liners, or other reasons acceptable to the E/A), testing of Individual joints shall be
performed as directed by the E/A_
(2) Test by the Exfiltuation Method
At the discretion of the E/A, the Contractor may substitute the Exftration Method of testing for the Vacuum test
described In 506.4(1) above. This method may only be used when ground water Is not present. If ground water Is
508 08/23196 Page 4 Manholes
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present a Vacuum Test shall be used unless otherwise directed by the FJA. All backfilling and compaction shall be
completed prior to the commencement of testing.
(a) Procedures:
1. Manhole section interiors shall be carefully inspected: units found to have through -wall lift holes, or any
penetration of the interior surface by inserts provided to facilitate handling, will not be accepted. Coating shall be
applied after the testing unless coating is applied before field assembly, or at the factory. All lift holes and
exterior joints shall be plugged with an acceptable non -shrink grout. No grout shall be placed in horizontal joints.
2. After leaning the interior surface of the manhole, the Contractor shall place and inflate pneumatic plugs in all of
the connecting pipes to isolate the manhole; sealing pressure within the plugs shall be as recommended by the
plug manufacturer.
3. Concrete manholes shall be filled with water or otherwise thoroughly wetted for a period of 24 hours prior to
testing.
4. At the start of the test. the manhole shall be filled to the top with water. The test time shall be 1 hour (60
minutes). The Construction Inspector must be present for observation during the entire time of the test.
Permissible loss of water In the 1 hour test time is 0.025 gallons per diameter foot, per foot of manhole depth. For
a 4 foot diameter manhole, this quantity converts to a maximum permissible drop in the water level (from the top
of the manhole cone) of 0.05 inches per foot of manhole depth (0.5 inches for a 10 foot deep manhole).
(3) Failure to Pass the Test — Records of Tests
If the manhole fails to pass the to't'al test method as desarbed in (1) Test by the Vacuum Method and, if allowed, (2)
Test by the Exfiltration Method, or if visible groundwater leakage into the manhole is observed, the Contractor shall
locate the leak, if necessary by disassembly of the manhole, checking gaskets and replacing if necessary re-
lubrication and re- assembly, or Contractor may install an acceptable exterior joint sealing product (see SPL WW-
148A) on all joins and then retested. If any manhole fails the vacuum and/or exflltration test twice, the Contractor
shall consider replacing that manhole. If the Contractor chooses to attempt to repair that manhole, the manhole must
be retested until it passes. In no case shall cold applied preformed plastic gaskets be used for repair. Records of all
manhole testing shall be made available to the E/A at the dose of each working day, or as otherwise directed. Any
damaged or visually defective products, or any products out of acceptable tolerance shall be removed from the site.
At a minimum. test Records shag include the following and shall be part of the Project records turned In with the
acceptance package.
Name of the manhole manufacturer
Date tested/date re- tested
Passed/failed and state what was done to correct the problem
Test Method Used
Location/station of manhole
Precast/cast -in- place bottom
Type of Coating
Any repairs made to the joints.
(4) Inspection:
The E/A shag make a visual Inspection of each manhole after it has passed the testing requuemerds and is considered
to be In Its final condition. The inspection shall determine the completeness of the manhole; any defects shag be
corrected to the VA's satisfaction.
506.5 Measurement
AB junction boxes and manholes of the type Indite shall be measured as units complete In place.
New manholes constructed to Interim elevations to facilitate stage construction shall be measured as one unit regardless of the
number of interim elevations constructed. All labor, nnasriaLs and other expenses necessary for the stage construction shall be
considered subsidiary to the completed unit
506.6 Payment
Payment for completed junction boxes and manholes of the type indicated shag be made at the unit price bid for each Including
all labor, equipment, materials. time and incidentals necessary to complete the work.
50B 08123/66 Page 5 Manholes
The intended use of each item shall be designated by a two-letter code (Wastewater = WW; Stormwater = SW) in the spaces
provided after the pay item number.
1. Pay Item No. 506 M_ New Manhole Construction, _ Dia. Per Each
2. Pay Item No. 506 S_ Special Manhole, _ Dia. Per Each
3. Pay Item No. 506 DWW: Drop Manhole, Dia. Per Each
4. Pay Item No. 506 C_ Centered Tee Manhole, _ Dia. x Dia. Per Each
5. Pay Item No. 506 T_ Tangent Tee Manhole, _ Dia. x _ Dia. Per Each
6. Pay Item No. 506 J_ Junction Box, Ft x _ Ft Per Each
7. Pay Item No. 506 2_: Major Manhole Adjustment, _ Dia. Per Each
8. Pay Item No. 506 4_ Minor Manhole Adjustment, _ Dia. Per Each
End
Applicable References:
Standard Specifications Manual: Item Nos. 403, 406, 410, 503. 507, 510
Standards Manual: Standard Detail Nos. 100-1, 503 -2, 503-3, 506-1, 506-2, 506-3, 506, 506 -5, 506-7, 506-8, 506.9, 506 -10.
506- 11,506- 12,506 -13
Utilities Manual: Section 2, Water and Wastewater Design Criteria
508 0823196 Page 6 Manholes
Item No. 509
Trench Safety Systems
509.1 Description
This item consists of designing, furnishing, installing, dewatenng, maintaining and removing safety systems for
trench excavations as determined by Contractor's Trench Safety Engineer and/or Contractor's Competent
Person(s). This includes special clearing, excavation and backfilling for salely systems. Al a minimum. this
work shall conform to United States Department of Labor Rules 29 CFR, Part 1926 (OSHA).
509.2 Trench Safety System Plan Submittal
Prior to, or at the Pre - Construction Conference, the Contractor shall submit to Owner a Trench Safely System
Plan sealed by a Professional Engineer registered in the State of Texas. Notice To Proceed with construction
will not be issued by Owner until Contractor has submitted a Trench Safety System Plan to Owner. The Trench
Safety System Plan at a minimum, shall conform to OSHA standards for sloping of sides, utilization of trench
boxes, and /or utilization of shoring, sheeting and bracing methods. Contractor shall be responsible for obtaining
the necessary geotechnrcal information to design the Trench Safety System Plan, however, if geolechnrcal
information was obtained by Owner for the design of the improvements (normally taken at 500 fool intervals
along the proposed centerline to a depth not exceeding five feel below proposed flowline), it shall be provided to
Contractor for information purposes subject to the provisions of Section 00220 Soil Investigation Data.
The Trench Safety System Plait submittal shall include:
(1) A plan or other designation of areas in which each type of system is to be used, including length of
trench to be opened, length of time trench to remain opened, means of egress, storage of materials,
allowable loads on trench walls, methods for filling/compacting bedding /backfill within the safety of the
system, removal of system and equipment restrictions.
(2) Drawings or manufacturer's data describing various elements of Trench Safety System with sufficient
detail for workers to properly install Trench Safety System, as applicable.
(3) Recommendations and limitations for using systems.
(4) Sealed engineering calculations and/or equipment manufacturer's certifications, as applicable, showing
that system is designed to withstand anticipated loadings and can be fully installed in designated space
within the street right of way or easement provided by Owner.
(5) Certificate of Insurance of Trench Safety Engineer's Professional Liability Insurance coverage written by
a company acceptable to Owner and authorized to do business in State of Texas at time policy is issued.
Contractor's Trench Safety Engineer shall carry and maintain coverage with minimum limits of $500,000.
509.3 Trench Safety System Plan Review
Review of the Trench Safety System Plan by Owner Is only for general conformance to OSHA standards and
regulations. Owner's failure to note exception(s) to the submittal does not relieve Contractor of any or all
responsibility or liability for the Trench Safety System Plan. Contractor remains solely and completely
responsible for all trench safety systems and for the means, methods, procedures. and materials therefor.
509.4 Construction Methods
Contractor's Competent Person(s) shall maintain a copy of and implement OSHA trenching safely regulations at
the worksile. Trenching shall be completed to lines and grades indicated or as spelled in vanous technical
specification items requiring excavation and trenching and/or backfilling. Contractor shall perform all trenching in
a safe manner and maintain safety systems to prevent death or injury to personnel or damage to structures,
utilities or property in or near excavation.
If evidence of possible cave -ins or slides is apparent or an installed trench safety system is damaged, work in
trench shall immediately cease and personnel evacuated from hazardous area and Owner notified. Personnel
shall not re- tinter excavation until necessary repairs or replacements are completed, inspected and approved by
509 02/19/93 1 Trench Safi} Space's
Contractor's Competent Person(s). Repair and replacement of damaged safety system shall be at Contractors
sole expense.
509.5 Changed Conditions
When changed conditions require modifications to the Trench Safety System. Contractor shall provide a new
design or an alternate Trench Safety System designed by Contractor's Trench Safety Engineer adequate for
conditions encountered. Copies thereof shall be provided to Owner in accordance with 509.2 "Trench Safety
Plan Submittal ". A copy of the most current Trench Safety System shall be maintained on site and made
available to inspection and enforcement officials at all times
Changes to the Trench Safety System Plan initiated by Contractor for operational efficiency or by changed
conditions that could be reasonably anticipated will not be cause for contract time extension or cost adjustment
thereof. When changes to the Trench Safety System Plan are the result of severe and uncharacteristic natural
conditions or other conditions totally out of the control of Contractor, Contractor may make a written request to
Owner for a Change Order to address said work. Contractor shall notify Owner in writing immediately. but no
later than 24 hours, whenever changed conditions are encountered that Contractor may claim for additional
compensation. Only that work that Contractor deems immediately necessary to protect the safety of workers and
public, equipment or materials may be accomplished until Contractor makes the written request for a Change
Order and Owner has a reasonable opportunity to investigate and respond in writing to the request.
509.6 Measurement
Trench Safety Systems shall be measured by linear foot through manholes and other appurtenances along the
centerline of trench conforming to Contractor's plans and specifications.
609.7 Payment
Payment for Trench Safety Systems. measured as prescribed above. will be made at unit puce bid per centerline
linear foot al trench per Contractor's plan and specifications which price shall include designing. furnishing,
installing. dewatering, maintaining, replacing and removing the Trench Safety Systems, sloping. special clearing,
and excavation necessary to safely implement the Trench Safety System Plan_
Payment will be made under the following:
Pay Item No. 509 -1: Trench Safety Systems (all depths) Per linear Foot.
END
Ref: 104, 110, 111. 120, 130, 401, 414, 501, 502, 504, 506, 508, 510, 511, 551, 558. 559, 591. 593. 594
509 02/19/93 2 Trench Said) Systems
510.1 Description
This item shall consist of fumishing and installing all pipe and/or materials for constructing pipe mains, sewers, laterals, stubs,
inlet leads, service connections and culverts, including all applicable Work such as excavating, bedding, jointing, back filling
materials, tests, concrete trench rap, concrete cap and encasement, etc., prescribed under this item in accordance with the
provisions of the Edwards Aquifer Protection Ordinance, when applicable, and City of Austin Utility Criteria Manual, Section 5,
°Cuts in Public Right of Way'. The pipe shall be of the sizes, types, lass and dimensions indicated or as designated by the
E/A and shall include all joints or connections to new or existing mains, pipes, sewers, manholes, inlets, structures, etc., as may
be required to complete the Work in accordance with specifications and published standard practices of the trade associations
for the material specified and to the lines and grades indicated. This item shall include any pumping, bailing, drainage and Item
No. 509, 'Trench Safety Systems' for trench walls, when indicated or applicable. Unless otherwise provided, this item shall
consist of the removal and disposition of trees, stumps and other obstructions, old structures or portions thereof such as house
foundations. old sewers, masonry or concrete walls, the plugging of the ends of abandoned piped utilities cut and left in place
and the restoration of existing utTites damaged in the process of excavation, cutting and restoration of pavement and base
courses, the furnishing and placing of select bedding, backfihling and cement or lime stabilized badcfill, the hauling and
disposition of surplus materials, bridging of trenches and other provisions for maintenance of traffic or access as indicated.
510.2 Materials
The Contractor shall submit descriptive information and evidence that the materials and equipment the Contractor proposes for
incorporation into the Work is of the Idnd and quality that satisfies the specified functions and quality. Water and Wastewater
Utility Standard Products Lists (SPL) form a part of the Specifications. Contractors may, when appropriate, elect to use
products from the SPL however, submittal to the E/A is still required Should the Contractor elect to use any materials from
these lists, each product shall be completely and dearly identified by its corespondmg SPL number when making the product
submittal. This will expedite the review process in which the E/A, and, if necessary, the Water and Wastewater Utility Standard
Products Comrrdttee, derides whether the products meet the Contract requirements and the specific use foreseen by the FJA in
the design of this engineered Project. The purpose of the SPL's is to expedite review, by the E/A and, if necessary, the Water
and Wastewater Utility Standard Products Committee, of Contractor product submittals. The SPL's should not be interpreted
as being a pre - approved fist of products necessarily meeting the requirements for a given construction Project. Items contained
in the SPL cannot be substituted for items shown on the Drawings, or called for in the specifications, or specified in the Bidding
Requirements, Contract Forms and Conditions of Contract, unless approved by the E/A in conjunction with the Water and
Wastewater Udgty Standard Products Committee. The Standard Product List current at the time of plan approval will govern.
(1) Concrete
Concrete shall conform to Item No. 403, "Concrete for Structures°.
(2) Coarse Aggregate
Coarse aggregate shall conform to ttem No. 403, "Concrete for Structures' or one of the following:
(a) Pipe Bedding Stone
510 0823196
Item No. 510
Pipe
Pipe bedding stone shall be clean gravel, crushed gravel or crushed limestone, free of mud, day, vegetation or other
debris, conforming to ASTM C 33 for stone quality. Size gradation shag conform to ASTM C-33 No 57 or No. 67 or
the following Table:
SIEVE SIZE PERCENT RETAINED BY WEIGHT
1 -1/2° 0
1' 0-10
12• 40-85
t#4 90-100
88 95-100
Page 1 pipe
(b) Foundation Rock
Foundation rock shall be well graded coarse aggregate ranging In size from 2 to 8 inches.
(c) Flexible Base
Flexible base shall conform to Item No. 210. 'Flexible Base"
(3) Fine Aggregate
' (a) Concrete and Mortar Sand
Fine aggregate shall be Grade 1 and shall conform to Item No. 403, "Concrete for Structures".
' (b) Bedding Sand
Sand for use as pipe bedding shall be dean, granular and homogeneous material composed mainly of mineral
matter, free of mud, silt, day lumps or Gods, vegetation or debris. The material removed by decantation TXDOT
' Test Method Tex- 406-A, plus the weight of any day lumps, shall not exceed 4.5 percent by weight
The average electrical resistance when water- saturated shall be at least 1,800 ohm/cm by the single probe method,
with no single test reading lower than 1,500 ohtn/cm. Size gradation of sand for bedding shall be as follows:
1 GRADATION TABLE
SIEVE SWE % RETAINED BY WEIGHT
114' 0
460 75-100
I #100 95 -100
(c) Stone Screenings
I Stone screenings shall be free of mud, day, vegetation or other debris, and shall conform to the following Table:
SIEVE SIZE % PASSING
1 33 100
No. 4 95 to 100
No. 8 80 to 100
No. 16 50 to 85
I
No. 30 25 to 60
No. 50 10 to 30
No. 100 2 to 10
' All screenings shall be the result of a rock crusting operation.
(4) Flowable Badk111
1 Flowable baddill shall conform to Item 402, 'Flowable Baddr0'.
(5) Pea Gravel •
Pea gravel bedding shall be dean washed material, hard and Insoluble in water, tree of mud, day, silt, vegetation or
other debris. Stone grm6ty stall meet ASTM C 33. Size gradation shall be as follows:
1 SIEVE Sig PERCENT RETAINED BY WEIGHT
1 3/4'
12' 0-25
1/4' 90-100
1
1 610 08123196 Page 2 Pipe
(6) Select Backfill or Borrow
This material shall consist of borrow or suitable material excavated from the trench. It shall be free of stones or rocks
over 8 tches and shall have a plasticity index of less than 20. The moisture content at the time of compaction shall be
within 2 percent of optimum as determined by TXDOT Test Method Tex- 114-E. Sandy loam borrow will not be allowed
unless shown on the Drawings or authorized by the EIA.
All suitable materials from excavation operations not required for backfilling the trench may be placed in embankments,
if applicable. All unsuitable materials that cannot be made suitable shalt be considered surplus excavated materials as
described in 510.3(13). The Contractor may, if approved by the engineer. modify unsuitable materials to make them
suitable for use. Modification may include drying, removal or crushing of over -size material, and lime or cement
treatment
(7) Cement Stabilized Bacldill
When indicated or directed by the E/A, all bacidill shall be with cement-stabilized backfill rather than the usual materials.
Unless otherwise indicated, cement stabilized backfilt material shag consist of a mixture of the dry constituents
described for Class J Concrete. The cement and aggregates shall be thoroughly dry mbced with no water added to the
mixture except as may be directed by the E/A.
(8) Pipe
General
Fire free leads and fire hydrant leads shag be ductile iron. Domestic water services shall not be supplied from fire
service leads, unless the domestic and fire connections are on separately valved branches with an approved backtlow
prevention device In the fire service branch. All wastewater force mains shall be constructed of ductile Iron pipe
Pressure Crass 250 minimum for pipe greater than 12 Inch size and Pressure Class 350 for pipe 12 inch size and
smaller. Wastewater pipe shag be In accordance with Water arid Wastewater Utility's Standard Products List SPL WW-
534 and shall have a corrosion resistant interior lining acceptable to the Owner.
All water pipe within utility easements on private property shall be Ductile Iron Pipe, Pressure Class 350 minimum for
pipe 12 inch size and smaller and Pressure Class 250 minimum for pipe greater than 12 inch size wrapped as indicated.
For sizes over 24 inches, Concrete Pressure Pipe, steel cyfmder type, conforming to the requirements of AWWA C -301
will be acceptable.
There may be no service connections to Concrete Pressure Pipe installed in utility easements on private property.
Approved service clamps or saddles shag be used when tapping ductile iron pipe 12 Inch size and smaller. All service
tubing (3/4 inch thru 2 inches) installed in utility easements on private property shall be 150 psi annealed seamless Type
K copper tubing with no sweat or soldered joints.
The quality of materials, the process of manufacture and the finished pipe shall be subject to inspection and approval by
the E/A at the pipe manufacturing plant and at the project site prior to and during installation. AU water charlatan pipe
and fittings shall be listed in the Fire Protection Equipment Directory published by the Underwdters laboratories, Inc., or
shalt be Factory Mutual approved for fire service.
(a) Reserved
(b) Iron Pipe
Iron pipe shall be ductile iron pipe meeting all requirements of standards as follows:
-For push-on and mechanical jobs pipe: AVWVA C -151
-For clanged pipe: AW WA C-115 Barrels shall have a nominal thickness required by Table 1 of AW WA C -115.
which thidmess corresponds to Special Class 53 in sizes through 54 inch, and Class 350 in 80 and 84 inch sizes.
Flanges shag be ductile iron (gray iron is not amipteble); they shall be Class 125 flanges as shown in ANSI/ASME
B18.1; and shag conform to dimensions shown In Table 2 and Figure 1 of AW WA C115,,these have drilling which is
standard for all flanges used wl0i pipe. valve, and equipment units ion the City of Austin water distribution and
xrestewatar force rrahn systems. Flanges salt be fabricated and attached to the pipe barrels by U.S. fabricators
using flanges and pipe barrels of U.S. mamdedure. if fabrication is to be by other than the pipe banal manufacturer,
a complete product sulm lttal and approval by the Water and Wastewater Utility will be required. Additionally, such
fabricator sell furnish conic: t n that each fabriatai joint has been satisfactorily tested hydrostatically at a
mnWrnum pressure of 300 psi.
- L6dnga and Coaling:
510 08/23188
Page 3 Pare
1 510
Interior surfaces of all iron water pipe shall be cement- mortar Tined and seal coated as required by AWWA C104.
Interior surfaces of all iron wastewater line and force main pipe shall be coated with a non-corrosive lining material
as indicated on Water and Wastewater Utility's Standard Products List SPL WW -534. Pipe exteriors shall be coated
as required by the applicable pipe specification. The type and brand of interior lining shall be clearly marked on the
outside of the pipe and fittings. Except as authorized by the E/A, only one type and brand of pipe lining shall be
used on a given project.
Except as described above for flanged pipe (Thickness Class 53) and where not otherwise indicated, ductile iron
pipe shall be minimum Class 250 as defined by ANSUAW WA 0150/A21.50current; all ductile iron pipe and flanges
shall meet the following minimum physical requirements:
-Grade 60- 42 -10:
- Minimum tensile strength: 60,000 psi (414 MPa).
- Minimum yield strength: 42,000 psi (250 MPa).
- Minimum elongation: 10 percent
The flanges for AW WA C115 pipe may be also be made from:
Grade 70- 50-05:
- Minimum tensile strength: 70,000 psi (483 MPs).
- Minimum yield strength 50,000 psi (345 MPa).
- Minimum elongation: 5 percent.
1. Ductile Iron Fittings:
Fittings shall be push -on, flanged or mechanical Joint as indicated or approved and shall meet all requirements of
standards as follows:
2. Joint Materials
-Sizes 4 inch through 24 inch: AW WA C -110 or AW WA C -153
-Sizes larger than 24 inch: AVWVA C -110.
- Lining and Coating: Interior surfaces or all iron water pipe fittings shall be lined with cement - mortar and seal
mated as required by AWWA C104. Interior surfaces of all iron wastewater and force main fittings shall be
coated with a noncorrosive lining material aaeptable to Owner. Fitting exteriors shall be mated as required
by the applicable pipe specification.
Gaskets for mechanical joints shall conform to ANSI/AVWVA A21.11/C -111.
Joining of slipjoint iron pipe shall, without exception, be accomplished with the natural or synthetic rubber
gaskets of the manufacturer of that particular pipe being used A joint lubricant shall be used and applicable
recommendations of the manufacturer shall be followed.
Gaskets for flanged joints shall be continuous full face gaskets, of 1/8 inch minimum thickness of natural or
synthetic rubber, Both - reinforced rubber or neoprene material, preferably of deformed cross section design and
shall meet all applicable requirements of ANSUAVWYA A21.11/C -111 for gaskets. They shall be manufactured
by, or satisfy ell recommendations of, the manufacturer of the pipe/fittings being used and be fabricated for use
with Class 125 ANSI B16.1 flanges
Tee -head bolts, nuts and washers for medardcal Joints shall be high strength. Iow agcy, mansion resistant steel
stock equal to 'COR -TEN A' having UNC Class 2 rolled threads or alloyed ductile iron conforming to ASTM A
536; either shall be fabricated in accordance with ANSUAVVWA A21.11/C -111.
Hex head bow and nuts shall satisfy the rhemkal and mechanical regtiternenta of ASTM A449 SAE Grade 5
plain, and shall be fabricated in accordance with ASTM B 18.2 with UNC Cues 2 rolled threads.
Either Tee -Head or Hex -Head bolts, nuts and washers as regrrhed, shag be protected with bonded fluoropolymer
corrosion resistant mating where specifically requked by the EJA.
All threaded fasteners shall be marked with a readily visible symbol cast, forged or stamped an each nut and
bolt, which will identify the fastener material and grade. The producer and the supplier shall provide adequate
literature to facilitate such icier ors painted narkings.are not acceptable.
08123188 Page 4 PiPe
(c) Concrete
610 08123186
3. Polyethylene Film Wrap
All iron pipe, fittings and accessories shall be wrapped with standard 8 mil (minimum) low density polyethylene
film or 4-mil (minimum) cross laminated high - density polyethylene conforming to AWWA 0-105, with all edges
overlapped and taped securely with dud tape to provide a continuous wrap to prevent contact between the
piping and the surrounding backfill. Repair all punctures of the polyethylene, including those caused in the
placement of bedding aggregates, with duct tape to restore the continuous protective wrap before backfilling.
4. Marking
Each pipe joint and fitting shall be marked as required by the applicable AWWA specification. This includes in
all cases: Manufacturer's identification, Country where cast, year of casting, and 'DUCTILE or - D1'. Barrels of
flanged pipe shall show thickness (lass: others shall show pressure Bass. The flanges of pipe sections shall be
stamped with the fabricators identification; fittings shall show pressure rating, the nominal diameter of openings
and the number of degrees for bends. Painted markings am not acceptable.
1. General
Pipe shall conform to ASTM C 76 for Circular Pipe. Concrete pipe smaller than 12 inches in diameter shall
conform to ASTM C 14. Extra Strength. All pipe shall be machine made or cast by a process which will provide
uniform placement of the concrete in the form and compaction by mechanical devices which will assure a dense
concrete. Concrete shall be lanced in a central batch plant or other approved hatching facility from which the
quality and uniformity of the concrete can be assured. Transit mixed concrete shall not be acceptable for use in
pncast pipe. The pipe shall be Class III or the class indicated Stoma sewer pipe shall be of the tongue and
groove or 0-ring joint design. Wastewater pipe shag be of the 0-ring joint design: it shag be acceptably fined for
corrosion protection.
2. Marking
Each joint of pipe shag be matted with the pipe class, the date of manufacture, the manufacturers name or trade
mark. diameter of pipe and orientation. if required.
Pipe marking shall be waterproof and conform to ASTM C 76.
3. Minimum Age for Shipment
Pipe shall be considered ready for shipment when it conforms to the tests specified in ASTM C 76.
4. Joint Materials
When constructing storm sewers, the Contractor shall have the option of making joints with either of the following
materials:
a. Mortar
Mortar for joints shag meet the requirements set forth below in `Mortar.
b. Cold Applied Preformed Plastic Gaskets
Cold Applied Plastic Gaskets shag be suitable for sealing joins of tongue and groove concrete pipe. The
gasket sealing the joint shag be produced from blends of refined hydrocarbon resins and plasticizing
compotmds reirdorced with IneR mineral tiger and shall contain no solvertts, irritating fumes or obnoxious
odors. The gasket joint sealer shall not depend an oxidizing. evaporating or cherrdcal action for its adhesive
or cohesive strength and shall be supplied in extruded rope form of suitable cross section. The size of the
plastic gasket joint sealer shall be In accordance with the manufacturers recommendations and sulfldent to
obtain squeeze-out around the joint. The gasket joint sealer shall be protected by a suitable removable
wrapper that may be removed langffumnally without disturbing the joint sealer to fadgtate application.
The cherrdcal compoffitlon of the gasket joint sealing compound ae slipped shag meet the following
requirements:
Page 5 pipe
5. Bends
Composition Test Method Typical Analysis
Bitumen (petroleum ASTM D 4 50-70
plastic contort)
(% by weight)
Ash -inert Mineral Water Tex -526 -C 30-50
(% by weight)
Volatile Matter (at 325 F) Tex -506 -C 2.0 Maximum
(% by weight)
The gasket joint sealing compound when immersed for 30 days at ambient room temperature separately in 5
percent solution of caustic potash, a mixture of 5 percent hydrochloric acid, a 5 percent solution of sulfuric
acid and a saturated H2S solution shall show no visible deterioration.
The physical properties of the gasket joint seafmg compound as shipped shall meet the following
requirements:
Test Typical Analysis
Property Method Minimum Maximum
Specific Gravity at 77 F ASTM D 71 120 1.35
Ductility at 77F (an) Minimum Tex -503 -C 5.0
Softening point Penetration: Tex- 505 -C 275 F
32 F (300 g) 60 sec Tex -502 -C 75
77 F (150 g) 5 sec Tex -502 -C 50 120
115 F (150 g) 5 sec Tex -502 -C 150
Flashpoint C.O.C. F Tex -504 -C 600 F
Fire Point C.O.C. F Tex - 504 -C 625 F
When constructing wastewater Imes, the Contractor shall use 0-ring gasket joints conforming to ASTM C 443.
Just before making a joint, the ends of the pipe shall be dean, dry, free of blisters or foreign matter and shall
be wire brushed. For 0-ring joints, the gasket and the inside surface of the bell stall be lubricated with a light
film of soft vegetable soap wmpourrd to facilitate assembly of the joint. The rubber 0-ring gasket shall be
stretched uniformly in the joint Wedge seal type CForsheda' pre - lubricated) gaskets may be used if joint
details submitted are approved; installation of such gaskets shall be in strict accordance with the
manufacturers recommendations, and shall be the sole element depended upon to make the joint flexible
and watertight.
In wastewater lines no horizontal or vertical angles in the alignment of pipes shall be permitted unless
indicated. The spigot shall be centered in the bell, the pipe pushed unifomdy home and brought into true
alignment Bedding material shall be placed and tamped against pipe to secure the joint.
When horizontal or vertical angles in the alignment of storm sewers are indicated, the bend or angle shall be
constructed by writing on a bias one or both pipes as may be required for the alignment indicated.
The pipe cut stall be sufficiently tang to allow exposing the rehdorcement, which shall be bent, welded and
Incorporated into the pipe bend and reinforced concrete collar to maintain the shush/rat integrity. The collar shall
be 6 inches minimum, reinforced with #4 bars on a 1 foot center both directions. Builders hardware Both may be
used an the outside of the Joint to aft in holding cementing materials In place. Plywood, fiberboard or Other
materials placed on the Inside of the pipe as fora work shell be removed as soon as the Obit materials have
obtained Ideal set, after which the inside surface of the pipe Joint shall be trdshed smooth and true to the Me
and grade established. The Contractor may use prefabricated bends meeting the won requirements In
lieu of held fabricated bends. Ali bends shall be watertight, have a smooth flow line and be equal or greater in •
strength to the adjacent pipe.
•
Horizontal or vertical changes in allgnrnent Ira wastewater fines shall be accomplished by use of manholes. With
the FDA's approval. horizontal changes in alignment may be made by the 'Jobe Deflection' method. Joint
deflection Is Melted by regulations of the Texas Natural Resource Conservation Commission (TNRCC) to 80
percent of the madmen recommended by the mmrufectuner such deflection may not exceed 5 degrees at any
joint. Changes in allgmnent using pipe flexure shall not be allowed.
810 08123/96 Page 6 Pipe
6. Sulfide and Corrosion Control
All concrete pipe used for wastewater installations shall be protected from sulfide and corrosion damage by using
limestone aggregate.
(d) Concrete Steel Cylinder (CSC) Pipe
1. General Requirements
The Contractor shall submit to the EIA for approval along with other required data a tabulated layout schedule
with reference to the stationing and grade lines to be used.
The manufacturer shall fumish all finings and special pieces required for closures, bends. brandies, manholes,
air valves, blowoffs and connections to main line valves and other fittings as indicated.
Each pipe length. fitting and special joint shall have plainly marked on the bell end of the pipe, the head condition
for which it is designed. In addition, marking shall be required to indicate the location of each pipe length or
special joint in the fine and such markings will be referenced to the layout schedules and drawings and submitted
for approval.
Concrete steel cylinder fittings shall be tested as required by the applicable AWWA Standards.
2. Design and Inspection
Where not otherwise indicated, concrete steel cylinder pipe shall be Class 150, designed to withstand a vacuum
of not less than 28 feet of water. Valve reducers, tees and outlets from a pipe nun shall be designed and
fabricated so that all stresses are denied by the steel fornnuig the fitting or out let.
Concrete steel cylinder pipe shall meet one of the following specifications:
AW WA C -301 - Any S
AWWA C- 303 - 24 inch maxirmun size
AP pipe flanges shall cordon to AWWA C- 207, requirements for standard steel flanges of pressure lasses
corresponding to the pipe class.
Pipe to be installed in a tunnel or encasement shall be manufactured with 1 inch thick by 24 inch wide skid bands
of mechanically impacted mortar in addition to the normal coating.
All concrete steel cylinder fittings shall be constructed of steel plate of adequate strength to withstand both
internal pressure and external loading. Rod reinforcing shag not be used to figure the required steel area. The
fittings shall have a concrete lining and 1 inch minimum coating of cement mortar, except that centrifugally spun
lining need not be reinforced.
Minimum fining thickness shall be 1)2 inch for 16 inch pipe and 344 inch for sizes larger than 18 Inch pipe. Where
it Is Impractical to place such concrete protection on interior surfaces of small outlets, 2 coats of'8ihmlasdc Tank
Solution' shall be applied.
No fitting shall be made by cutting of standard pipe, except that outlets of less than 75 percent of the pipe
diameter may be placed in a standard pipe. Beveled spigots may be placed on standard pipe.
3. Joint Materials
Joints shall be of the rubber gasket type conforming to the applicable standards. The Inside and outside
recesses between the beg and spigot shall be completely tilled with Cement Grout in accordance with the pipe
manufacbaers recommendations. Grout materials for jointing such pipe, unless otherwise indicated, shall be as
described herein.
(e) In Place Pipe Rehabilitation
1. In Place Silplining Wdh or Without Pipe
Thds Item shag consist of installing a high density polyethylene pipe, by use of a pipe Insertion machine Into an
wetting lute.
510 08123186 Page 7 Pipe
' 810
a. Material Requirements
The polyethylene pipe shall meet the following specifications:
ASTM F 714
Plastic Pipe Institute PE3408
Unless otherwise specified, the Contractor shall fumish the polyethylene pipe in accordance with the
following table:
c Installation Procedure
Depth of Cover
Expressed in Feet SDR of Pipe
0 -16 17
6.1 - 11
b. Functional Requirements
The polyethylene pipe shall be assembled and joined at the site using the thermal butt fusion method. All
equipment and procedures shall be in strict compliance with the manufacturer's recommendations. Fusing
shall be accomplished by personnel certified as fusion technicians by a manufacturer of polyethylene pipe
and/or fusing equipment
The complete joint shall be in true alignment and have a uniform double roll bads bead resulting from the use
of proper temperature and pressure. The joint shall be allowed adequate cooling time be fore removal of
pressure. Jolnta shall be made smooth on the inside by removal of the projecting weld bead using
appropriate equipment maximum projection of the weld bead on the exterior of the pipe shag be
approximately 3/16 inch. The fused joint shall be watertight and shall have a tensile strength equal to that of
the pipe. All joints shall be subject to acceptance by the E/A or his/her representative prior to placement All
defective joints shall be cut out and replaced.
Any section of the pipe with a gash, abrasion, nick or sear greater in depth than 10 percent of the wall
thickness, or containing concentrated ridges, discclorization, excessive spot roughness, pitting, variable wall
thickness, or any other defect of manufacturing or handling as determined by the E/A or his/her
representative, shag be discarded and removed from the site.
Terminal sections of pipe that are joined within the insertion pit shag be connected with a full circle pipe repair
damp with a minimum length of one and one half times the nominal inside pipe diameter, In accordance with
Water and Wastewater Utility's Standard Products List SPL No. 271. The butt gap between pipe ends shall
not exceed 1/10 of the nominal inside diameter of the pipe.
The Contractor shall carry out his operations in strict accordance with all OSHA and manufacturer's safety
requirements.
The Contractor shall provide for the flow of water and wastewater around the section or sections of pipe
designated for rehabilitation including active services in the rehabilitation motion. The bypass shag be made
by plugging the line at an existing upstream manhole or adjacent system. The pump and bypass Nes shag
be of adequate capacity and size to handle the Clow. The Canbacmr shall take an necessary steps to prevent
flooding of any private property and shag be gable for danagce Incurred by the flooding. No sewage or water
shall be allowed to dram into earthen sump pits.
New polyethylene pipe shall be baerted bronedfately betdnd the expansion and insertion equipment In
accmdmnce wth the manufacturer's procedures. The expansion and Insertion equipment shat be equipped
with at controls necessary to place the pipe an proper One and grade according to the Drawings.
The Contractor shall install et pulleys, ropers, bumpers, alignment control devices and other equipment
required to pmt existing manholes and to protect the pipe from damage during hmtalla0on.
Lubrication may be used as recommended by the pipe rnanufachaer. Under no circumstance shat the pipe
be stressed beyond its elastic IIntit
All alive service connections shall be identified by video Inspection or other means and connected to the
new main In accordance with the plan details.
08123188 Page 8 Pipe
Upon commencement, insertion. from manhole to manhole, shall he continuous without interruption except as
approved by the E/A.
The installed pipe shall be allowed the manufacturer's recommended amount of time to provide for complete
shrinkage or relaxation of the pipe prior to any connection of service lines, sealing of the annular space
where the pipe enters the manhole, or backfilling of the insertion pit Sufficient excess length of pipe shall be
allowed to provide for this shrinkage.
The pipe bedding in the insertion pit shall be either pea gravel or pipe bedding stone. Bedding and backfill
shalt conform to the specification requirements of Section 510.3(14) contained herein. All street repairs and
pavement replacement shall conform to City of Austin Utility Criteria Manual. Section 5. "Cuts in Public Right
of Way'.
The relaxed pipe shall be cut so that it projects 4 inches Inside of the manhole and any annular space shall
be sealed Sealing shall be with material approved by the E/A. The sealant shall completely fill the void
between the pipe and the manhole wall and shall extend 3 inches beyond the annulus on the inside wall of
the manhole. The sealant shall form a smooth transition from the pipe onto the manhole. The complete joint
shall be uniform and watertight A concrete invert shall be poured in place and shaped to form a smooth flow
channel through the manhole.
2. Cured Resin Pipe Lining
This method of rehabilitation shall cons of the Insertion of a resin - impregnated flexible tube Into an existing
pipe by the inversion method given in ASTM F 1216 or by a comparable approved method.
a. Material Requirements
Certified copies of all test reports on the properties of the selected resin and on the initial structural properties
of the CIPP system — and later, on the field samples from designated Inversion lengths as required by
Section 8 of ASTM F 1216 — shall be submitted to the Owners EJA.
All testing costs are incidental to, and shall be included in, the unit price bid for CIPP.
The Cured in Place Pipe (CIPP) system shall have minimum initial structural properties as follows:
Flexural Strength (ASTM D 790) 4,500 psi
Tensile Strength (ASTM D 638) 2,500 psi
Flexural Modulus (ASTM D790) 250,000 psi
The results of tests by an Independent laboratory, of specimens taken by the Contractor as required by
Section 8 of ASTM F 1216 and to demonstrate compliance with the above minimum values, shall be made
available to the Owners E/A at the completion of testing.
b. Installation Procedure
Insertion of a resin- impregnated flexible tube Into an existing pipe shall be by an inversion method as given in
ASTM F 1216 and the manufacturer's recommendations.
The Contractor shag carry out his operations In strict accordance with all OSHA and manufacturers safety
requirements.
Measures shall be taken to reduce atmospheric styrene concentration to an acceptable level at all times
during the cured In place pipe installation procedure. The percent lower explosive Limit, bmpenitture and
styrene conceruhallon shall be measured and recorded for each Inversion taken to ensure the following
conditions are met
Percent Lower Explosive Limit (LEL) shall not exceed 2% using an atmospheric monitor aerated within
at least sbc (b) months of the day reading is taken. The LEL shall be measured at.the top of the
downstream manhole adjacent to the section of pipe being lined.
No process water shall be discharged mill cooled to below 100 degrees Fahrenheit in accordance with
Section 7.1 of ASTM F 1216.
Atmospheric styrene levels shall not exceed 50 ppm as measured by a Drager Tube 67 23 301 Styrene
510 08123195 Page 9 Pipe
Contractor shall be responsible for satisfactorily resolving customer complaints involving styrene odors.
Any necessary repairs to the pipe line shall be performed by the Contractor. Inspection of pipe line by the
Contractor shall be performed by experienced personnel trained in locating breaks, obstacles and service
connections by closed circuit television. The interior of the pipe shall be carefully inspected to determine the
location of any conditions which may prevent proper installation into the pipe and these conditions shall be
corrected. A video tape and log shall be made by the Contractor and provided to the Owner upon completion
of the project.
The Contractor shall provide for the flow of water and wastewater around the section or sections of pipe
designated for rehabilitation, including active services in the rehabilitation section. The bypass shall be made
by plugging the tine at an existing upstream manhole and pumping the flow into a downstream manhole or
adjacent system. The pump and bypass lines shall be of adequate capacity and size to handle the flow. The
Contractor shag take all necessary steps to prevent flooding of any private property and shall be gable for any
damages incurred by the flooding. No sewage or water shall be allowed to drain into earthen sump pits.
The Contractor shall designate a location where the uncured resin in the original containers and the
unimpregrrated fiber -felt tube shall be vacuum impregnated prior to installation. The Contractor shag allow
the E/A to inspect the materials and -vet out' procedure. The quantities of the liquid thermosetting materials
shall be per manufacturer's standards to provide the wall thickness specified
Water for the Work shall be metered and furnished by the Contractor In accordance with Section 01500. The
wet out fiber -felt tube shall be inserted through an existing manhole or other approved access by means of an
Inversion process and the application of a hydrostatic head sufficient to fully extend it to the next designated
manhole.
Any defect which will affect, in the foreseeable future. or warranty period. the integrity or strength of the pipe
liner shall be repaired at the Contractor's expense, In a manner satisfactory to the E/A.
If, due to broken or misaligned pipe at a manhole wall, the pipe liner fails to make a tight seal, the Contractor
shall apply a seal at that point The seal shall be of a resin mixture compatible with pipe finer.
After the pipe liner has been cured in place, and allowed to cool down and rormarae to ambient temperature,
the Contractor shag connect new services or reconnect existing service piping as designated and identified in
the proposal After the Work is completed, the Contractor shall provide the E/A with a video tape showing
both the before and after conditions including the restored connections.
(f) Polyethylene Tubing
1. General
510 08123195
10/a five feet above and within 3 feet downwind of the downstream manhole adjacent to the section of
pipe being lined.
All polyethylene (PE) tubing shag be high density, high molecular weight plastic tubing meeting ASTM D2737; it
shall be pressure rated at 200 psi worldng pressure and must bear the National Sanitation Foundation seal of
approval for potable water service.
When tested for Environmental Stress Craddrrg, the PE tubing shall not show any loss of pressure in the 6
specimens tested for 3 hours in accordance with the requii of ASTM D 2737 using the test pressure of
400 psi at 73.4 F.
The mWnwm burst preserve shag be 630 psi at 73.4 F determined in accordance with ASTM D 1599, latest
revision. The time of testing of each spedrran shag be between 60 and 70 seconds.
The tubing shag not fall, balloon, burst or weep as darted tri ASTM D 1598, latest revision, when tested In
accordance with the Sustabad Pressure Test Method of ASTM D 2737 but under the following test conditions:
Temperature
73.4 F
100F
• Time Pressure
1,000 hours 400 psi
1,000 hours 330 psi
Page 10 Pipe
2. Markings
Permanent marking on the tubing shall include the following at intervals of not more than 5 feet.
Nominal tubing size.
The type of plastic material, i.e., PE 3408.
The Standard Dimension Ratio (SDR) and the pressure rating in psi for water at 73.4 F (e.g., SDR -9, 200 psi).
ASTM D 2737 designation.
The manufacturer's name or trademark, code and seal of approval (NSF mark) of the National Sanitation
Foundation.
3. Tube Size
PE tubing shall be standard copper tube size outside diameter, with Standard Dimension Ratio (SDR) of 9,
Standard saes, dimensions and tolerances shall be as follows:
(g) Copper Tubing
Nominal Outside Diameter Wall Thickness
Tube Size Average Tolerance Minimum Tolerance
(inches) (inches) (inches) (inches) (inches)
3/4 0.875 *0.004 0.097 +0.010
1 1.125 30.005 0.125 +0.012
1 1/4 1.375 30.005 0.153 +0.015
1 1/2 1.625 30.006 0.181 +0.018
2 2.125 30.006 0.236 +0.024
All copper service tubing shall be annealed seamless Type K water tube meeting ASTM B88 and rated at 150 psi
working pressure. The tubing shall be homogenous throughout and free from tracks, holes, crimping, foreign
inclusions or other defects. It shall be uniform in density and other physical properties.
(h) Service Connection Fittings
Nominal
Tube Size Outside Diameter Wall Thickness
(inches) (inches) (inches)
3/4 0.875 30.003 0.065 30.0045
1 1.125 ±0.0035 0.065 30.0045
1 1/4 1.375 *0.004 0.085 *0.0045
112 1.625 ±0.0045 0.072 30.005
2 2.125 30.005 0.083 *0.007
All fittings used in customer service connection - tapping mains, connecting meters, etc. - must be currently fisted on
the applicable Water and Wastewater Standard Products List (SPL WW -68). or called for In the City of Austin
Standard Details (520 - series).
•
m Brass Goods
AO brass valves. mupfings, bends, connections, nipples and miscellaneous brass pipe fittings and accessories used
in meter tonnactlons,service lines, air release piping assemblies, and wherever needed in the water distribution
system, shall conform to the City of Austin Standards, Water and Wastewater Utility Standard Products Lists. and
AMA 0-800, except as herein modified or supplemented. •
Unless otherwise noted the goods described herein shell be fabricated of standard Red Brass (Waterworks Brass)
meeting ASTM 882 or 8584, alloy 83600, consisting of 85 percent copper and 5 percent each of tin, lead and zinc.
Exposed threads shall be covered with plastic cops or sheeting to protect the threads.
Brass goods of each type and class shall be compatible with other fittings in common usage for strider purposes.
Where not otherwise indicated, as such materials shall meet the following requirements:
510 0853/58 Page 11 Pipe
Inlet threads of corporation valves shall be AWWA iron pipe (IP) thread (male); outlets of service saddles shall be
tapped with AWWA IP thread (female). AWWA IP threads shall conform to ANSI/ASME B120.1 as required by
AVWVA C800 for 'General Purpose (Inch) Pipe Threads'. For 3/4' and 1' sizes only, corporation valve stet
threads, and the Internal threads of saddles may be the AWWA taper thread conforming to AWWA C800 Figure 1
and Table 6. External threads of corporation valve inlet must be compatible with internal threads of the service
saddle.
Connections of all new tubing, and of tubing repairs wherever possible. shall be by flared fittings. Flare
connections — and compression connections when permitted — shall be designed to provide a seal and to retain
the tubing, without slippage, at a working water pressure of 150 psig.
Flanges shall conform to ANSI 816.1, Class 125, as to dimensions, drillings, etc.
Copper tubing, when used. shall be Type K tubing having dimensions and weights given In Table A.1 of AWWA
C800.
Brass pipe shall conform to the weights and dimensions for Extra Strong pipe given In Table A.2 of AWWA C800.
All fittings shall be suitable for use at hydrostatic working pressures up to 150 psig (hydrostatic testing of
installed systems is at 200 psig)..
(I) Reserved
(k) Polyvinyl Chloride Water Pipe
1. General
All polyvinyl chloride (PVC) water pipe shall be of the rigid (UNPLASTICIZED) type and must bear the National
Sanitation Foundation seal of approval for potable water pipe. Each jaid of pipe shall consist of single
continuous extrusion; bells or other components attached by solvent welding are not acceptable. Pipe shall be
pressure rated at 200 psi (SDR -14) or 150 psi (SDR -18) as indcated.
Pipe shall have push -on, rubber gasket joints of the bell and spigot type with thickened integral bens with rubber
gasket joints. The wall thickness of each pipe bell and joint coupling must be greater than the standard pipe
barrel thickness. Clearance must be provided in every gasket Joint for both lateral pipe deflection and for &tear
expansion and contraction. Concrete thrust blocking shall be placed behind bends and tees. Concrete support
cradles or blocking shag be required for support of all fire hydrants, valves and AWWA C110 fittings; such
support shall be provided for AWWA C153 fittings when required by the -E/A
2. Applicable Specifications
Except as modified or supplemented herein, PVC pipe shall meet the following standards:
AWWA C-900, SDR 18 or SDR 14 for PVC Pressure Pipe, in 4, 6, 8 and 12 inch nominal sizes, having Cast Iron
Pipe size outside diameters.
Fittings used with PVC Pressure pipe shall be AW WA C -110 or AWWA C -153 camped ductile ion fittings.
510 08123196 Page 12 Pipe
Standard sizes. dimensions and tolerances shall be as follows:
SDR -18 SDR -14
Nominal Outside Diameter Wall Thickness Wall Thickness
Size Avg. Tolerance Min. Tolerance Min. Tolerance
(inches) (inches) (inches) (inches) (Inches) (Inches) (inches)
4 4.800 +0.009 0.267 +0.032 0.343 +0.041
6 6.900 +0.011 0.383 +0.046 0.493 +0.059
8 9.050 +0.015 0.503 +0.060 0.646 +0.078
12 13200 +0.015 0.733 +0.088 0.943 +0.113
All pipe 4 inches and larger must be approved Underwriter's Laboratories for use in buried water supply and fire
protection systems.
3. Material Requirements
All pipe and fittings shall be made from dean, virgin, NSF approved, Class 124546 PVC. Clean reworked
materials generated from the manufacturer's own production may be used within the cement limits of the
referenced AWWA C -900.
4. Maddng
Permanent marking on each Joint of pipe shall include the following at intervals of not more than 5 feet
Nominal pipe sae and OD base (e.g., 4 CIPS).
The type of plastic material (e.g., PVC 124546 ).
The Standard Dimension Ratio and the pressure rating in psi for water at 73 F (e.g., SDR 18, 150 psi.
The AWWA designation with which the pipe complies (e.g., AVWVA C -900).
The manufacturer's rime or code and the National Sanitation Foundation (NSF) mark.
5. Tracer Tape
For all non - metallic pipe, dvectiy above the centerline of the pipe and a minimum of 12 inches below the read
subgrade, or a minimum of 18 Inches below finished grade on areas outside the limits of pavement, shall be
placed Inductive Tracer Detection Tape in accordance with the manufacturer's requirements. The tape shall be
encased in a protective, inert, plastic jacket and color coded in accordance with APWA Uniform Color Code.
(i) Polyvinyl Chloride (PVC) Pipe (Nonpressure) and Fittings
1. General
Where PVC sever or wastewater pipe Is Indicated, it shall have minimum wall thickness conforming to ASTM D
3034, SDR-35 for pipe to 15' sae, or ASTM F 679, T -1 welt thickness for larger pipe. Corrugated PVC pipe
having a smooth interior and meeting the requirements of ASTM F 949 in sizes to 15', and closed profile wall
PVC pipe (smooth interior and exterior) in sizes 30' through 48' and meeting ASTM F 794, are also acceptable.
Cell Class shag be as required by applicable ASTM pipe apedftcotion; pipe stiffness In all yes shall be 48 psi
nninknurn.
2. Joint Material
PVC pipe and tilting shall have elastomeric gasket joints contouring to ASTM D 3212; gaskets to ASTM F 477.
510 0W23196 Page 13 Pipe
I 510
3. Pipe Markings
Permanent marking on the pipe shall include the following at intervals of not more than 5 feet:
Manufacturers name and/or trademark.
Nominal pipe size.
PVC cell dassifiration per ASTM D 1784.
ASTM designation and legend:
-For pipe 6 inch to 15 inch size: ASTM D 3034, type PSM, SDR -35 PVC Sewer Pipe.
-For pipe 18 Inch and larger. ASTM F 679. T -1 wall PVC sewer pipe.
4. Fitting Markings
Fittings shall be dearly marked as follows:
Manufacturer's name or trademark,
Nominal size,
The material designation 'PVC.
PSM. and
The designation, *Specification 03034".
5. Tracer Tape
For all non - metallic pipe. directly above the centerline of the pipe and a minimum of 12 inches below the
subgrade, or a minimum of 18 Inches below finished grade on areas outside the limits of pavement. shall be
placed Inductive Tracer Detection Tape in accordance with the mamrfadtuer's requirements. The tape shall be
encased in a protective, inert, plastic jacket and color coded in accordance with APWA Uniform Color Code.
(m) Steel Pipe
1. Standard Weight
ASTM A 53, Schedule 40.
2. Extra Heavy Weight
Seamless ASTM A 53. Schedule 80.
3. Encasement Pipe
Welded or Seamless pipepiles ASTM A-252, Grade 2
4. Fittings
Nipples and fillings extra strong Federal Specification W W-N 351 or WW-P 521.
5. Coatings
Bled( or galvanized as indicated.
0W23186
Page 14
PiPe
(n) Welded Steel Pipe and Fittings for Water -Pipe
1. General Reference Standards Specification.
a Specifications of the American Water Works Association (AW WA) listed below shall apply to this Section.
C-200 Steel Water Pipe 6 inches and larger.
C-205 Cement- Mortar Protective Lining and Coating for Steel Water Pipe, 4 inches and larger, Shop Applied.
C-206 Field Welding of Steel Water Pipe.
C-207 Steel Pipe Flanges for Waterworks Services, Sizes 4 inches through 144 inches.
C-208 Dimensions for Steel Water Pipe Fittings.
C-602 Cement - Mortar Lining of Water Pipelines, 4 inches and larger in Place.
2. Submittals
a. Furnish Shop Drawings, product data, design calculations and test reports as described below.
(1) Certified copies of mill tests confirming the type of rraterials used in steel plates, mill pipe flanges and
bolts and nits to show compliance with the requirements of the applicable standards:
(2) Complete and drnensional working drawings of all pipe layouts. Shop Drawings shall include the grade of
material, size, wall thickness of the pipe and fittings. type and location of finings and the type and lmits of
the lining and coating systems of the pipe and firings.
(3) Product data to show compliance of all eoupings. supports, fittings. coatings and related items.
3. Job Conditions
a. The internal design pressure of alt steel pipe and fittings shall be as Indicated.
b. The interior of all steel pipe for potable water, 4 inches and larger, shall be cement- mortar lined.
4. Manufadnring
a. Description
Pipe shall comply with AW WA C -200.
(1) Ciramderentiai deflection of all pipe in -place shall not exceed 20 percent of pipe diameter.
(2) Diameter
Nominal pipe diameter shag be the inside diameter of Hiring or pipe barrel, unless otherwise designated hi
Job Conditions.
b. Wag Thickness
(1) Steel pipe wall tacitness shag be designed for the Internal and external Toads specified In this section.
The cylinder thidmeas needed to resist Internal pressure shag -be based on an allowable stress in the
steel equal to 112 the mlhhnrn yield stress of the material used.
5. Fittings
a. Welded
Fabricated steel fittings shall be of the sarrre material as pipe and shag comply with AWWA C-208.
510 08123/96 Page 15 Pipe
810
6. Flanges
a. Flanges shall comply with the requirements of AWWA C -207, Class D or Class E. The class shall be based
on operating conditions and mating flanges of valves and equipment
b. Gaskets shall be cloth - inserted rubber, 1/8 inch thick.
c. Flanges shall be flat faced with a serrated finish.
7. Pipe Joints
a. Lap Joints for Field Welding
(1) Lap joints for field welding shall conform to AWWA C-206. This item applies only to pipes 72 inches in
diameter and larger.
(2)
The bell ends shall be formed by pressing on a hydraulic expander or a plug die. After forming, the
minimum radius of curvature of the bet end at any point shall not be less than 15 times the thickness of
the steel shell. Bet ends shall be formed in a manner to avoid impairment of the physical properties of
the steel shell. Joints shall permit a lap at least 1 1/2 inches when assembled. The longitudinal or spiral
weld on the inside of the bell end and the outside of the spigot end on each section of pipe shall be
ground flush with the plate surface. The Inside edge of the bet and the outside edge of the spigot shall
be scarfed or lightly ground to remove the sharp edges or burs.
b. Bell and Spigot Joints with 0-Ring Gasket
(1) Bet and spigot joints with rubber gasket shall conform to AWWA C -200.
(2) The bell and spigot ends shall be so designed that when the joint is assembled, h will be self- centered and
the gasket will be confined to an annular space in such manner that movement of the pipe or hydrostatic
pressure cannot displace it. Compression of the gasket when the join is completed shall not be
dependent upon water pressure in the pipe and shall be adequate to ensure a watertight seal when
subjected to the specified conditions of service. Bell and spigot ends shag be welded on preformed
shapes. The bell and spigot ends shall conform to the reviewed Shop Drawings.
8. Interior and Exterior Protective Surface Coatings
a. Exterior Surface to be mortar coated shall conform to AWWA C-205 for shop application and AWWA C -802
for field application. Pipe materials shall be the product of an organization which has had not less than 5
years successful experience manufacturing pipe materials and the design and manufacture of the pipe.
including all materials, shall be the product of one company.
b. All surfaces except as noted In c and d below shall receive shop application of mortar lining and coating.
c. Field Welded Joints. After installation, clean, line and goat unlined or unmated ends adjacent to welded field
joints, Including the weld proper, as specified for pipe adjacent to the weld.
d. Machined Surfaces. Shop goat machined surfaces with a rust preventative compound. After jointing
surfaces, remaining exposed surfaces shall be coaled per a and b above.
(o) Corrugated Metal Pipe
1. General
Pipe shall be corrugated continuous lock or welded seam hell ally corrugated pipe. Corrugated metal pipe may
be galvardzed steel, aluminized steel or aluminum conforming to the following:
Where reference is made huh to gage of metal, the reference is to U.S. Standard Gage for uncoated sheets.
Tables b AASHTO M 218 and AASHTO M 274 fist thicknesses for coated sheets in inches. The Tables in
AASHTO M 167 fist thicknesses kr inches for dad aluminum sheets.
08/23186
Galvanized Steel AASHTO M 218
AlumfNzed Steel AASHTO M 274
Altonintmn AASHTO M 197
Page 16
PIPe
Sampling and testing of metal sheets and coils used for corrugated metal pipe shall be in accordance with
TXDOT Test Method Tex -708-1.
Damaged speller coating shall be repaired by thoroughly wire brushing the damaged area and removing all
loose, cracked or weld -bumed spelter mating. The cleaned area shall be painted with a zinc dust -zinc oxide
paint conforming to Federal Specifications TT -P 641b. Damaged pipe shag be rejected and removed from the
project.
Damaged aluminized coating shag be repaired in accordance with the manufacturers recommendations.
The following information shall be clearly marked on each section of pipe:
2. Fabrication
a. Steel Pipe
Thickness and corrugations
Trade Mark of the manufacturer
Specification compliance
Galvanized or aluminized steel pipe shall be fug circle or arch pipe conforming to AASHTO M 36, Type I or
Type 11 as indicated.
It may be fabricated with circumferential corrugations, lap joint construction with riveted or spot welded seams
or it may be fabricated with helical corrugations with continuous helical lock seam or ultra high frequency
resistance butt - welded seams.
b. Aluminum Pipe
Pipe shag conform to AASHTO M 196, Type I, circular pipe or Type II, pipe arch as Indicated. It may be
fabricated with circumferential corrugations, lap joint construction with riveted or spot welded seams or it may
be fabricated with helical corrugations with a continuous helical lock seam.
Portions of aluminum pipe that are to be in contact with high chloride concrete or metal other than aluminum,
shall be insulated from these materials by a coating of bituminous material. The coating applied to the pipe
or pipe arch to provide an insulation between the aluminum and other material shall extend a minimum
distance of 1 foot beyond the area of contact
3. Selection of Gages
The pipe diameter, permissible corrugations and required gauges for circular pipe shall be as indicated on the
drawings.
For pipe arch, the span, rise, gage. corrugation size and coating thickness shall be as shown on the drawings. A
tolerance of plus or minus 1 Itch or 2 percent of equivalent drwlar diameter, whichever is greater, will be
permissible In span and rise, with all dm ansions measured from the inside crests of the corrugations.
4. Joint Material
Except as otherwise ink hated, coupling bands and other hardware for galvanized or aluminized steel pipe shall
conform to AASHTO M 36 for steel pipe and AASHTO M 196 for aluminum pipe. Field joirds for each type of
corrugated metal pipe shall maintain pipe alignment during construction and prevent infiltration of soil material
during the life of the instailadoa
Coupling bands shall be not more than 3 nominal sheet thidmesses lighter than the thidmess of the pipe to be
connected and In no case lighter than 0.052 inch for steel or 0.048 Inch for alundnum.
Coupling bands shag be made of the same base metal and mating (mac or othe,wlse) as the pipe.
Coupling bands shall lap equally an each of the pipes being connected to form a tightly dosed Joint after
installation.
Pipes furnished with dramdermhtal corrugations shall be field jointed with corrugated locking bands. This
includes pipe with helical mmrgatons which has reformed dramderentisl corrugations an the ends. The locidng
bands shag securely tit into at least one full draardmentlal corrugation on each of the pipe ends being coupled.
510 08123195 Page 17 Pipe
I 810
08/23198
The minimum width of the corrugated locking bands shag be as shown below for the corrugation which
corresponds to the end circumferential corrugations on the pipes being joined:
10 12 inches wide for 22/3 inches x 1/2 Inds corrugations.
12 inches wide for 3 inches x 1 inch or 5 inches x 1 inch corrugations.
Helical pipe without circumferential end corrugations will be permitted only when it is necessary to join a new
pipe to an existing pipe which was installed with no circumferential end corrugations. In this event pipe furnished
with helical corrugations at the ends shall be field jointed with either helically corrugated bands ar with bands with
projections or dimples. The minimum width of helically corrugated bands shag conform to the following:
12 inches wide for pipe diameters up to and including 72 inches.
14 inches wide for 1 inch deep helical end corrugations.
Bands with projections shall have circumferential rows of projections with one projection for each corrugation.
The width of bands with projections shall be not less than the following:
12 inches wide for pipe diameters up to and including 72 inches.
The bands shall have 2 circumferential rows of projections.
16 1/4 inches wide for pipe diameters of 78 inches and greater. The bands shag hafre 4
circumferential rows of projections.
Unless otherwise Indurated, all bolts for coupling bands shag be 1/2 inch diameter. Bands 12 incites wide or less
shall have a minimum of 2 bolts and bands greater than 12 inches wide shall have a minimum of 3 bolts.
Galvanized bolts may be hot dip galvanized conforming to AASHTO M 232, mechanically galvanized to provide
the same requirements as AASHTO M 232 or eteciogatvanized per ASTM A 164 Type RS.
5. Additional Coatings or Linings
a. Bituminous Coated
Bituminous Coated pipe or pipe arch shall be as indicated both as to base metal and fabrication and in
addition shall be coated inside and out with a bituminous coating which shall meet the performance
requirements set forth herein. The bituminous coating shall be 99.5 percent soluble in carbon bisulphide.
The pipe shall be uniformly coated Inside and out to a minimum thickness of 0.05 inch, measured on the
crests of the corrugations.
The biMnitous coating shall adhere to the metal tenaciously, ding not chip off In handling and shall protect
the pipe from deterioration as evidenced by samples prepared from the coating material successfully meeting
the Shock Test and Flow Test in accordance with Test Method Tex - 522-0,
b. Paved Invert
Where a Paved Invert is itdlcated, the pipe or pipe arch, bt addition to the fully mated treatment described
above, shag receive additional bihuni ous materiel of the same specification as above, applied to the bottom
quarter of the eiwmference to Loma a smooth pavernent with a ndnhmsn thickness of 1/8 inch above the
crests of the corrugations.
c. Cement Lined
(1) General
Except as modified herein, pipe shall conform to AASHTO M 36 for lock seam or welded helically
corrugated steel pipe. tripe shall be of full circle and shall be fabricated with tw0 annular corrugations for
purposes of joining pipes together with band couplers Lock seams shall develop the seam strength as
required in Table 3 of AASHTO M 38. Concrete lining shall conform to the following:
Cordon
Concrete for the lining shall be composed of cement, tine aggregate and water that are well nixed and
of such consistency as to produce a dense, homogenous, nonsegregated fining.
Page 18 Pipe
810 08/23/98
Cement
Portland Cement shall conform to AASHTO M 85.
Aggregates shall conform to AASHTO M 6 except that the requirements for gradation and uniformity of
gradation shall not apply.
Mixture
The aggregates shall be sized, graded, proportioned and thoroughly mixed with such proportions of
cement and water as will produce a homogenous comsete mixture of such quality that the pipe will
conform to the design requirements indicated In no case, however, shall the proportions of Portland
Cement, blended cement or Portland Cement plus poaolanic admbcture be less than 470 lb/cu. yd of
concrete.
Thickness
The fining shall have a minimum thickness of 1)8 inch above the crest of the corrugations.
Lining Procedures
The lining shall be plant applied by a machine travefmg through a stationary pipe_ The rate of travel of
the machine and the rate of concrete placement shall be mechanically regulated so as to produce a
homogenous nonsegregated fining throughout
Surface Finish
The lining machine shall also mechanically trowel the concrete lining as the unit moves through the
PIPe-
Certification
Furnish manufacturers standard certification of compliance upon request of the purchaser.
Joints
Pipe shall be joined together with coupling bands made from steel sheets to an indicated thickness of
0.064 inch (12 ga.). Coupling bands shall be famed with two corrugations that are spaced to provide
seating in the third corrugation of each pipe end without creating more than 1/2 Inch * annular space
between pipe ends when joined together.
Bands shall be drawn together by two 12 inch galvanized bolts through the use of a bar and strap
suitably welded to the band.
When 0-ring gaskets are indicated they shall be plated in the first corrugation of each pipe and shall
be comma by tightening the coupling band. Rubber Wing gaskets shall conform to Section 5.9,
ASTM C 381.
(2) Causes for Rejection
Pipe shall be subject 10 rejection on account of fafilae to conform to any of the indkafions. Individual
sections of pipe may be rejected because of any of the toilowing:
Damaged ends, where such damage would prevent making satisfactory joint
Defects that Indicate poor workmanship and could not be easily repaired In the field.
Severe dents or bends in the metal itself.
If concrete lining Is broken old, pipe may be rejected or at the discretion of the E/A, repaired In the
field In accordance wtth the manufacturers reca m cndation. Hairline cads or contraction cracks in
the concrete lining is to be expected and does not constitute cause for rejection.
Page 19 Pipe
1
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1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
(1) General
d. Fiber Bonded
Where fiber bonded pipe is indicated, the pipe or pipe arch shall be fanned from sheets whose base metal
shall be as indicated. In addition, the sheets shall have been coated with a layer of fibers, applied in sheet
form by pressing them into a molten metallic bonding. If a paved invert is indicated it shall be in accordance
with the procedure outlined above. The test for spelter coating above is waived for fiber bonded pipe.
6. Slotted Drain Storrs Sewers
The pipes for the slotted drain and slotted drain outfall shall be helically corrugated. lock seam or welded seam
pipe. Materials and fabrication shall be in accordance with the above. The metal thickness shall be a minimum
16 gage.
The chimney assemblies shall be constructed of 3116 inch welded plate or machine forrned 14 gage galvanized
steel sheets. The height of the chimney required shall be as indicated. Metal for the welded plate slot shall meet
the requirements of ASTM A 36 and the completed plate slot shall be galvanized after fabrication in accordance
with ASTM A 123.
Weld areas and the heat affected zones where the slot is welded to the corrugated pipe shall be thoroughly
cleaned and painted with a good quality asphalt base aluminum paint.
7. Mortar
Mortar shall be composed of 1 part Type I Portland Cement and 2 parts clean, sharp mortar sand suitably graded
for the purpose and conforming in other respects to the provisions for fine aggregate of Item No. 403. 'Concrete
for Structures'. Hydrated time or lime putty may be added to the mix, but in no case shall it exceed 10 percent by
weight of the total dry mix.
510.3 Construction Methods
Prior to commencing this Work, all erosion control and tree protection measures required shall be in place and all
utilities located and protected as set forth in 'General Conditions'. Clearing the site shall cordons to Item No. 102,
'Clearing and Grubbing'. Maintersmce of environmental quality protection shall comply with all requirements of
'General Conditions' and Item No. 601, 'Salvaging and Placing Topsoil.
The Contractor shag conduct his Work such that a reasonable minimum of disturbance to existing utilities will result
Particular care shag be exercised to avoid the cutting or breakage of all existing utilities. If at any time the Contractor
damages the utilities in place through his operations, the Contractor shag immediately notify the owner of the utility to
make the necessary repairs. When active wastewater sewer lines are cut in the trenching operations, temporary flumes
shag be provided across the trench while open and the lines shall be restored when the backfiring has progressed to the
original bedding lines of the sewer so cut.
The Contractor shag Inform utility owners sufficiently in advance of the Contractors operations to enable such utiity
owners to reroute, provide temporary detours or to make other ad)ushrerds to utllty Ones in order that the Contractor
may proceed with his Work with a minimum of delay and expense. The Contractor shall cooperate with all utility owners
concerned in effecting any 'Any adjustments necessary and shall not hold the City liable for any expense due to delay
or additional Work because of conflicts arising from existing utOftles.
The Contractor shall do an trenching in accordance with the provisions and the doections of the E/A as to the amount of
trench left unfilled at any time. Ail excavation and haddilling shall be ached as Indicated and In compliance with
State Statutes.
Where excavation for a pipe line Is required In an existing City street, a sheet cut permit Is required and control of traffic
shag be as Indicated In accordance with the Texas Manual on Unfform Traffic Control Devices.
Wherever exdating utility branch connecticers. sewers, drams, conduits. duds, pipes or structures present obstructions m
the grade and alignment of the pipe, they shall be permanently supported. removed, relocated or rerxcrhstruded by the
Contractor through cooperation with the owner,of the utility, atrumme or obstruction Involved. In those Instances where
' 510 o8I23J96 Page 20 Pipe
their relocation or reconstruction is impractical, a deviation from Ime and grade will be ordered by the EIA and the
change shag be made in the manner directed.
Adequate temporary support, protection and maintenance of - all underground and surface utility structures, drains,
sewers and other obstructions encountered do the progress of the Work shall be fumished by the Contractor, at his
expense and as approved by the EIA.
Where traffic must moss open trenches, the Contractor shall provide suitable bridges. For trenches less than 2 feet in
width, sheet steel plates having a minimum thickness of 1/2 inch shall be used. For trenches up to 4 feet in width, sheet
steel plates having a minimum thickness of 3/4 inches shall be used. In all cases, the plates shag overlay the top of the
trench a minimum of 18 inches on both sides and secured by asphalt Adequate provisions shall be made for the flow of
sewers, drains and watercourses encountered during construction and any structures which may have been disturbed
shag be setiafactorily restored upon completion of Work.
When rainfall or runoff is occurring or is forecast by the U.S. Weather Service, the Contractor shall not perform or
attempt any excavation or other earth moving Work in or near the flood plain of any stream or watercourse or on slopes
subject to erosion or nmoff, unless given specific approval by the E/A. When such conditions delay the Work, an
extension of time for working day contracts will be allowed in accordance with General Conditions'.
(2) Water Llne/New Wastewater Line Separation
Installation of new water or wastewater lines shall conform to the following:
Where feasible, water and wastewater Imes shag be no closer to each other than 9 feet between outside diameters in all
directions and shall be in separate trenches.
If the 9 foot separation cannot be achieved, any portion of a new gravity wastewater line within 9 feet in any direction
(between OD's) of a potable water line, shall be in a separate trench and constructed of ductile iron. AWWA C -900
(SDR -18) 150 psi rated PVC in sizes 12 inch, or AWWA C -905 (SDR -25) 165 psi rated PVC in sizes larger than 12
inches.
If the fines are parallel, they shall not be closer than 4 feet horizontally or 2 feet vertically between OD's with the
wastewater lower than the water fine. If the Tines cross, they may be no closer than 6 inches vertically between OD's
with the sewer below the water fine and one standard 20 foot length of ductile iron, AWWA C -900 (SDR -18) 150 psi
rated PVC in saes to 12 inch. or AWWA C -905 (SDR -25) 165 psi rated PVC in sizes larger than 12 inches shall be
centered at the point of crossing the water One.
Unless wastewater manholes and the connection to the sewer can be made completely watertight and tested for no
leakage, they must be installed so as to provide a minimum of 9 feet of horizontal clearance from an existing or
proposed water line.
(3) Utility and Storm Sewer Crossings
When the Contractor Installs a pipe that crosses under a utility structure or stone sewer and the top of the pipe Is within
18 inches of the bottom of the utility stnldrae, the pipe shall be encased as specified in Item No. 505. "Concrete
Encasement and Encasement Pipe', for a distance of at least 1 foot on either side of the ditch One of the utility structure
or the storm sewer. Unless otherwise specified by the E/A, concrete encasement will not be required for ductile inn,
AWVVA C-900 ( SDR -18) 150 psi rated PVC In sizes to 12 trtch, or AWWA C -905 (SDR -25) 165 psi rated PVC in saes
larger than 12 Inches. When the Contractor Installs a pipe that crosses over a tdlty structure or storm sewer and the
top of the utility structure or stern sewer is within 18 inches of the bottom of the pipe, the pipe shall be either dudhle
iron, AWWA C -900 (SDR-18) 150 psi rated PVC In saes to 12 Inch, or AWWA 0-905 (SDR -25) 185 psi rated PVC in
sizes larger than 12 inches, unless otherwise specified by the E/A.
Where trenches wider than 12 mires cross under existing wastewater Imes, the sewer lines shall be replaced with one
20 foot joint of ductile bon, AIWA C-900 ( SDR -18) 150 psi rated PVC in sizes to 12 inch, or AWWA C-905 (SDR -25)
185 pal rated PVC in saes larger than 12 Itches, centered over the trench.
(4) Trench Excavation
Underground piped utilities shall be constructed in an open cut in axmdariee with Federal regulations, applicable State
Statutes conforming to (tern No. 509, 'Trench Safety Systems' and with a trends width and depth described below.
When pipe is to be constructed m 50 above the natural ground, Contractor shall construct embankment to an elevation
not less than one foot above the top of the pipe, after which trench is excavated. Required vertical sides shall be
sheeted and braced as indicated to maintain the sides of the required vertical excavation throughout the construction
period. Adequacy of the design of sheeting and bradng shall be the reaponshbOfly of the Contractors design
510 08123(96 Page 21 Pipe.
professional. The Contractor shall be responsible for installation as indicated. After the pipe has been laid and the
backfill placed and compacted to 12 inches above the top of the pipe, any sheeting, shoring and bracing required may
be removed with special care to insure that the pipe is not disturbed. As each piece of sheeting is removed, the space
left by its removal must be thoroughly filled and compacted with suitable material and provisions made to prevent the
sides of the trench from caving until the badfill has been completed. Any sheeting left in place will not be paid for and
shall be considered subsidiary to the pipe item bid.
(5) Trench Width
Trenches for water and wastewater lines shall have a clear width on each side beyond the outside surfaces of the pipe
bell or coupling of not less than 6 inches nor more than 12 inches.
Trenches for Storm Sewers up to 42 inches shall have a width of 1 foot on each side beyond the outside surfaces of the
pipe. Pipes more than 42 inches shall have a trench width not to exceed 18 inches on each side beyond the outside
surfaces of the pipe.
If the trench width within the pipe zone exceeds this maximum, the entire pipe zone shall be refilled with approved
backfiil material, thoroughly compacted to a minimum of 95 percent of maximum density as determined by TXDOT Test
Method Tex -114 -E and then re- excavated to the proper grade and dimensions. Excavation along curves and bends
shall be so oriented that the trench and pipe are approximately centered on the centerline of the curve, using short
lengths of pipe and/or bend fittings if necessary.
For all utilities to be constructed in fill above natural ground, the embankment shall first be constructed to an elevation
not less than 1 foot above the top of the utility after which excavation for the utility shall be made.
(6) Trench Depth and Depth of Cover
All pipe and in -line appurtenances shall be laid to the grades indicated. The depth of cover shall be measured from the
established finish grade, natural ground surface, subgrade for staged construction, street or other permanent surface to
the top or uppermost projection of the pipe.
(a) Where not otherwise indicated, all water piping shall be laid to the following minimum depths:
1. Water piping installed in undisturbed ground in easements of undeveloped areas which are not within existing or
planned streets, roads or other traffic areas shall be laid with at least 36 inches of cover.
510 08/23/96
2. Water piping installed in existing streets, roads or other traffic areas shall be laid with at least 48 inches of cover
below finish grade.
3. Unless approved by the E/A, installation of water piping in proposed new streets will not be permitted until paving
and drainage plans have been approved and the roadway traffic areas excavated to the specified or standard
paving subgrade, with all parkways and sidewalk areas graded according to any applicable provisions of the
drainage plans or sloped upward from the curb line to the right of way line at a minimum slope of 1/4 inch per
foot Piping and appurtenances installed in such proposed streets shall be laid with at least 36 inches of cover
below the actual subgrade.
(b) Where not otherwise indicated, all wastewater piping shall be laid to the following minimum depths:
1. Wastewater piping installed in natural ground in easements or other undeveloped areas which are not within
existing or planned streets, roads or other traffic areas shall be laid with at least 42 inches of cover.
2. Wastewater piping installed in existing streets, roads or other traffic areas shag be laid with at least 66 inches of
cover.
3. Wastewater piping installed in such proposed streets shall be laid with at least 48 inches of cover below the
actual subgrade.
(7) Classification of Excavation
Excavation will not be considered or paid for as a separate item of Work. so excavated material will not be classified as
to type or measured as to quantity. Fug payment for all excavation required for the construction shall be included in the
various unit or lump sum Contract prices for the various items of Work installed, complete in place. No extra
compensation, special treatment or other consideration will be allowed due to rock, pavement. raving, sheeting and
bracing, falling or rising water, working under and in the proximity of trees or any other handicaps to excavation.
Page 22
Pipe
(8) Dewatering Excavation
Underground piped utilities shall not be constructed or the pipe laid in the presence of water. All water shall be removed
from the excavation prior to the pipe placing operation to insure a dry fine granular bed on which to place the
underground piped utilities and shall be maintained in such unwatered condition until all concrete and mortar is set.
Removal of water may be accomplished by bailing, pumping or by a well -point installation as conditions warrant.
In the event that the excavation cannot be dewatered to the point where the pipe bedding is free of mud, a seal shall be
used in the bottom of the excavation. Such seal shall consist of Class B concrete, conforming to Item No. 403,
"Concrete for Structures ", with a minimum depth of 3 inches.
(9) Trench Conditions
Before attempting to lay pipe, all water, slush, debris, loose material, etc., encountered in the trench must be pumped or
bailed out and the trench must be kept clean and dry while the pipe is laid and backfilled Where needed, sump pits
shall be dug adjoining the trench and pumped as necessary to keep the excavation dewatered.
Backfilling shall closely follow pipe laying so that no pipe is left exposed and unattended after initial assembly. All open
ends, outlets or other openings in the pipe shall be protected from damage and shall be properly plugged and blocked
watertight to prevent the entrance of trench water, dirt, etc The interior of the pipeline shall at all times be kept clean,
dry and unobstructed.
Where the soil encountered at established footing grade is a quicksand, saturated or unstable material, the following
procedure shall be used unless other methods are indicated:
All unstable soils shall be removed to a depth of a minimum 2 feet below bottom of piped utility or as required to stabilize
the trench foundation. Such excavation shall be carried out for the entire trench width.
All unstable soil so removed shall be replaced with a concrete seal, foundation rock or coarse aggregate materials
placed across the entire trench width in uniform layers not to exceed 6 inches, loose measure and compacted by
mechanical tamping or other means which shall provide a stable foundation for the utility.
Forms, sheathing and bracing, pumping, additional excavation and backfill required in unstable trench conditions shall
be subsidiary to pipe bid.
(10) Blasting
All blasting shall conform to the provisions of the "General Conditions" and/or "Public Safety and Convenience".
(11) Removing Old Structures
When out of service masonry structures or foundations are encountered in the excavation, such obstructions shall be
removed for the full width of the trench and to a depth of 1 foot below the bottom of the trench. When abandoned inlets
or manholes are encountered and no plan provision is made for adjustment or connection to the new sewers, such
manholes and inlets within the construction limits shall be removed completely to a depth 1 foot below the bottom of the
trench. In each instance, the bottom of the trench shall be restored to grade by backfilling and compacting by the
methods provided above. Where the trench arts through storm or wastewater sewers which are known to be
abandoned, these sewers shall be cut flush with the sides of the trench and blocked with a concrete plug in a manner
satisfactory to the E/A. When old structures are encountered, which are not visible from the existing surface and are still
in service, they shall be protected and adjusted as required to the finished grade.
(72) Lines and Grades
Grades. lines and levels shall conform to the General Conditions and/or "Grades, Lines and Levels ". Any damage to the
above by the Contractor shall be re-established at the Contractors expense.
The location of the lines and grades indicated may be changed only by direction of the FJA and it is understood that the
Contractor will be paid on the basis of his unit Contract prices bid for such Work actually performed and shall make no
claim for damages or toss of anticipated profits due to the change of location or grade.
The Contractor shall furnish, at his expense, all necessary batter boards or electronic devices for controlling the Work
Batter boards shall be of adequate size material and shall be supported substantially. The boards and all location
stakes must be protected from possible damage or change of location. The Contractor shall fumish good. sound twilled
lines for use in achieving lines and grades and the necessary plummets and graduated poles.
510 08123196 Page 23 Pipe
USE / PIPE MATERIAL
CEMENT
STAB
BKFILL
NATURAL OR
MANUFACTURED
SAND
PEA
GRAVEL
PIPE BEDDING STONE
Uncrushed
Gravel
Crushed
Gravel
Crushed
Stone
Stone
Screenings
WATER / WELDED STEEL
X
X
WATER /SERVICE TUBING
314° TO 2 -112"
X
X
X
WATER and WASTEWATER UP
TO 15 INCH ID
X
X
X
X
X
X
WATER and WASTEWATER!
LARGER THAN 15 INCH ID
X
X
X
X
STORMWATER1CONCRETE
X
X
X
X
X
X
STORMWATER / METAL
X
X
X
X
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
The Contractor shall submit to the E/A at least 6 copies of any layout Drawings from the pipe manufacturer for review
and approval. The Contractor shall submit the layout Drawings at least 30 days in advance of any actual construction of
the project. The E/A will forward all comments of the review to the Contractor for revision. Revisions shall be made and
forwarded to the E/A for his acceptance. Prior to commencement of the Project, reviewed layout Drawings will be sent
to the Contractor marked for construction.
Should the Contractor's procedures not produce a finished pipe placed to grade and alignment, the pipe shall be
removed and relayed and the Contractors procedures modified to the satisfaction of the E1A. No additional
compensation shall be paid for the removal and relaying of pipe required above.
(13) Surplus Excavated Materials
Excess material or material which cannot be made suitable for use in embankments will be declared surplus by the E/A
and shall become the property of the Contractor to dispose of off site at a permitted fill site, without liability to the City or
any individual. Such surplus material shall be removed from the Work site promptly following the completion of the
portion of the utility involved.
(14) Pipe Bedding Envelope
Pipe shall be installed in a continuous bedding envelope of the type shown on the drawings or as described herein..
The envelope shall extend the full trench width, to a depth of 6 inches below the pipe and shall rise at least to the
springtine of stormwater pipe and to 12 inches above water and wastewater pipe.
(a) Standard Bedding Materials
(b) General requirements and limitations goveming bedding selection.
510 08/23/96
(1) Crushed gravel or crushed stone shall not be used with polyethylene tubing or polyethylene film wrap.
(2) Uncrushed gravel may be used with polyethylene film wrap in trenches up to 6 feet deep and in deeper trenches
where ample trench width, a tremmie, or conditions will allow controlled placement of the gravel without
damaging the polyethylene wrap.
(3) Bedding shall be placed in lifts not exceeding 8 inches loose thickness and compacted thoroughly to provide
uniform support for the pipe barrel and to fill all voids around the pipe.
(4) Pea Gravel or bedding stone shall be used in blasted trenches.
Page 24
Pipe
(c) Requirements to prevent particle migration.
Bedding material shall be compatible with the materials in the trench bottom, walls and backfill so that particle
migration from, into or through the bedding is minimized. The E/A may require one or more of the following
measures to minimize particle migration: use of impervious cut-off collars; selected bedding materials, such as pea
gravel or bedding stone mixed with sand; filter fabric envelopment of the bedding; cement stabilized backfill; or other
approved materials or methods. Measures to minimize particle migration will be shown on the Drawings or
designated by the E/A, and, unless provisions for payment are provided in the contract documents, the cost of these
measures shall be agreed by change order. The following limitations shall apply.
(1) Sand, alone, shall not be used in watercourses, in trenches where groundwater is present, or in trenches with
grades greater than 5 percent.
(2) Pea gravel or bedding stone, alone, shall not be used in the street right-of-way within 5 feet of subgrade elevation
in trenches that are 3 feet or wider.
(3) Pea gravel or bedding stone, alone, shall not be used where the trench bottom, sides, or backfill is composed of
non - cementitious, silty or sandy soils having plasticity indices less than 20, as determined by the E/A.
(15) Laying Pipe
No pipe shall be installed in the trench until excavation has been completed, the bottom of the trench graded and the
trench completed as indicated.
Laying of corrugated metal pipes on the prepared foundation shall be started at the outlet end with the separate sections
firmly joined together, with outside laps of circumferential joints pointing upstream and with longitudinal laps on the
sides. Any metal in joints which is not protected by galvanizing shall be coated with a suitable asphaltum paint. Proper
facilities shall be provided for hoisting and lowering the sections of pipe into the trench without damaging the pipe or
disturbing the prepared foundation and the sides of the trench. Any pipe which is not in alignment or which shows any
undue settlement after laying or is damaged, shall be taken up and relaid without extra compensation.
Multiple installations of corrugated pipe or arches shall be laid with the centerlines of individual barrels parallel. When
not otherwise indicated, dear distances of 2 feet between outer surfaces of adjacent pipes shall be maintained.
No debris shall remain in the drainways or drainage structures.
All recommendations of the manufacturer shall be carefully observed during handling and installation of each material.
Unless otherwise indicated, all materials shall be delivered to the project by the manufacturer or agent and unloaded as
directed by the Contractor. Each piece shall be placed facing the proper direction near to where it will be installed.
The interior of all pipe, fittings and other accessories shall be kept free from dirt and foreign matter at all times and
stored in a manner that will protect them from damage. Stockpiled materials shall be stacked so as to minimize
entrance of foreign matter.
The interior of all pipeline components shall be dean, dry and unobstructed when installed.
Piping materials shall not be skidded or roiled against other pipe, etc. and under no circumstances shall pipe, fittings or
other accessories be dropped or jolted.
During handling and placement, materials shall be carefully observed and inspected and any damaged, defective or
unsound materials shall be marked, rejected and removed from the job site. Minor damage shall be marked and
repaired in a manner satisfactory to the EIA. Joints which have been placed but not joined, backfilled, etc., shall be
protected in a manner satisfactory to the E/A.
(16) Assembling of Pipe
Angular spacing of all joints shall meet the manufacturer's recommendations for the pipe and accessories being used.
Side outlets shalt be rotated so that the operating stems of valves shall be vertical when the valves are installed.
Pressure pipe shall be laid with bell ends facing the direction of pipe installation. Pipe end bells shall be placed upgrade
for a0 wastewater lines.
Orientation marks, when applicable, shall be in their proper position before pipe is seated.
Before joining any pipe, all foreign matter, lumps, blisters excess coal tar coating, oil or grease shall be removed from
the ends of each pipe and the pipe ends shall then be wire brushed and wiped dean and dry. Pipe ends shall be kept
clean until joints are made.
510 08/23/96 Page 25 Pipe
510
Every precaution shall be taken to prevent foreign material from entering the pipe during installation. No debris. tools.
clothing or other materials shall be placed in the pipe.
(17) Joints
(a) Mortar (Storm Drain ioints only),
Pipe ends shall be clean, free of asphalt or other contaminants which will inhibit the bond of the mortar to the pipe.
The pipe ends shall be moistened immediately prior to placing the mortar in the joint.
(b) Cold Applied Preformed Plastic Gaskets (Stnrn Drain ioints only),
The pipe ends shall be clean and the joint material applied to the dry pipe. In cold weather, the joint material shall
be heated to facilitate the seal of the joint.
(c) 0 -Ring and Push -on Joints
Just before making a joint the ends of the pipe shall be dean, dry, free of any foreign matter, lump blisters,
excessive coal tar coating and grease or oil and shall be wire brushed. The gasket and the inside surface of the bell
shall be lubricated with a light film of soft vegetable soap compound (Flax Soap) to facil telescoping the joints.
The rubber gasket if not factory installed shall be stretched uniformly as it is placed in the spigot groove to insure a
uniform volume of rubber around the circumference of the groove. The spigot shall be centered in the bell, the pipe
pushed home uniformly and brought into true alignment Bedding material shall be placed and tamped against pipe
to secure the joint.. Care should be taken to prevent dirt or foreign matter from entering the joint space.
(d) Bolted Joints
All flanged, mechanical or other bolted joints shall be joined with nuts and bolts and be coated as indicated above in
Iron Pipe.
(18) Pressure Pipe Laying
(a) Grout for Concrete Steel Cylinder Pipe (CSC) and Welded Steel Pipe
Aggregate, cement, etc.. shall be as indicated in "Mortar herein.
Grout shall be poured into the recess between the bell and spigot on the outside of the pipe and contained by a joint
wrapper ("diaper) recommended by the pipe manufacturer. The wrapper shall have a minimum width of 7 inches for
30 inch and smaller and 9 inches for larger pipe. secured to the pipe by 'Band Iron" steel straps. The grout shall be
poured in one continuous operation in such manner that after shrinkage and curing the joint recess shall be
completely filled.
Mortar for the inside recess shall be of the consistency of plaster. The inside recess between the bell and spigot
shall be filled with mortar after the pipe joint on either side of the recess has been backfilled and well tamped with no
less than one pipe joint installed ahead of the pipe forming the recess. The mortar shall completely fill the recess
and shall be trowelled and packed into place and finished off smooth with the inside of the pipe.
The Contractor shall inspect the joint after the mortar has set and make repairs of any pockets, cracks or other
defects caused by shrinkage to the satisfaction of the E/A. The inside surface shall be cleared of any mortar
droppings. cement, water, slurry, etc., before they have become set and shall be cleared of any other foreign matter.
The inside surface of the pipe shall be left dean and smooth.
Pipe shall be handled at all times with wide non abrasive slings, belts or other equipment designed to prevent
damage to the coating and all such equipment shall be kept in such repair that its continued use is not injurious to
the coating. The use of tongs, bare pinch -bars, chain slings, rope slings without canvas rovers, canvas or
composition belt slings with protruding rivets, pipe hooks without proper padding or any other handling equipment
which the E/A deems to be injurious to the coating shall not be permitted. The spacing of pipe supports required to
handle the pipe shall be adequate to prevent c adking or damage to the cement mortar lining.
(19) Placing Pipe in Tunnels
Piping installed as a carrier pipe in a tunnel, encasement pipe, etc., shall have uniform alignment. grade, bearing
and conform to the reviewed Shop Drawings. All necessary casing spacers, bedding material, grout cradle or
08/23/96 Page 26 Pipe
paving, bracing, blocking, etc., as stipulated by the Contract or as may be required to provide and maintain the
required pipe alignment and grade. shall be provided by the Contractor at no cost except as provided by the Bid
Items. This shall include casing spacers acceptable to the Owner attached to the carrier pipe in accordance with the
manufacturers recommendations. The insertion pushing forces shall not exceed the pipe manufacturers
recommendation. Such carrier piping shall have flexible bolted or gasketed push -on joints or Concrete Steel
Cylinder pipe installed as follows:
(a) 21 Inch Pipe and Smaller
Prior to placing the pipe in the tunnel, the inside joint recess at the bell shall be buttered with cement mortar.
After the joint is engaged, the excess mortar shall be smoothed by pulling a tight fitting swab through the joint.
Cement mortar protection shall then be placed in the normal manner to the exterior of the joint and allowed to
harden sufficiently to avoid dislodgment during installation. If time is of the essence, a quick setting compound
may be used.
(b) 24 Inch Pipe and Larger
Each length of pipe shall be pushed into the tunnel as single units. A flexible mastic sealer shall be applied to
the exterior of the joint prior to joint engagement. The surfaces receiving the mastic sealer shall be cleaned and
primed in accordance with the manufacturers recommendation. Sufficient quantities of the mastic sealer shall be
applied to assure complete protection of all steel in the joint area. The interior of the joint shall be filled with
cement mortar in the normal manner after the pipe is in its final position within the tunnel.
(20) Temporary Pipe Plugs, Caps, Bulkheads and Trench Caps
Temporary plugs, caps or plywood bulkheads shall be installed to close all openings of the pipe and fittings when
pipeline construction is not in progress.
All temporary end plugs or caps shall be secured to the pipe as provided under Item No. 507, "Bulkheads ".
Trench caps shall be reinforced Class D concrete as indicated.
(21) Corrosion Control
(a) Protective Covering
Unless otherwise indicated, all flanges, nuts, bolts, threaded outlets and all other iron or steel components buried
and in contact with earth or backfill shall be wrapped with 8-mil (minimum) polyethylene film meeting ANSI /AW WA C-
105 to provide a continuous wrap.
(22) Pipe Anchorage, Support and Protection
Pressure pipeline tees, plugs, caps and bends exceeding 22 1/2 degrees; other bends as directed shall be securely
anchored by suitable concrete thrust blocking or by approved metal hamess. Unless otherwise indicated. on 24 inch or
larger piping, all bends greater than 11 1/4 degrees shall be anchored as described herein.
Stone sewers on steep grades shall be lugged as indicated.
(a) Concrete Thrust Blocking
Concrete for use as reaction or thrust blocking shall be Class B conforming to Item No 403, "Concrete for
Structures ".
Concrete blocking shall be placed between solid ground and the fitting to be anchored. The area of bearing on the
pipe and on the ground shall be as indicated or directed by the E/A. The blocking shall, unless otherwise indicated,
be so placed that the pipe, fittings and joints will be accessible for repair.
The trench shall be excavated at least 6 inches outside the outermost projections of the pipe or appurtenance and
the trench walls shaped or undercut according to the detail Drawings or as required to provide adequate space and
bearing area for the concrete.
The pipe and fittings shall be adequately weighted and laterally braced to prevent floating, shifting or straining of the
pipeline while the concrete is being placed and taking initial set. The Contractor shall be solely responsible for the
sufficiency of such restraints.
510 08/23/96 Page 27 Pipe
(b) Metal Thrust Restraint
Fabricated thrust restraint systems such as those described below may be approved for use instead of concrete
blocking. To obtain approval, the project Drawings_ must include sufficient drawings, notes, schedules, etc., to
assure that the proposed restraints as installed wit be adequate to prevent undesirable movement of the piping
components. Such restraint systems may only be used where and as specifically detailed and scheduled on
approved Project Drawings.
1. Thrust Hamess
A metal thrust hamess of tie rods, pipe clamps or lugs, turnbuckles, etc., may be approved. All carbon steel
components of such systems, including nuts and washers, shall be hot-dip galvanized; all other members
shall be cast ductile iron. After installation, the entire assembly shall be wrapped with 8 mil polyethylene film,
overlapped and taped in place with duct tape to form a continuous protective wrap.
2. Restrained Joints
Piping or fitting systems utilizing integral mechanically restrained joints may be approved. All components of
such systems shall be standard manufactured products fabricated from cast ductile iron, hot -dip galvanized
steel, brass or other corrosion resistant materials and the entire assembly shall be protected with a
continuous film wrap as described for 1, above.
Location, configuration and description of such products shall be specifically detailed on the Drawings. (Add -
on attachments such as retainer glands, all- thread rods, etc., are not acceptable.)
(c) Concrete Encasement, Cradles, Caps and Seals
When trench foundation is excessively wet or unstable or installation of water or wastewater pipe will result in less
than 30 inches of cover, Contractor shall notify E/A. E/A may require Contractor to install a concrete seal. cradle,
cap, encasement or other appropriate action.
All concrete cap, etc., shall be continuous and begin and end within 6 inches of pipe joints. Concrete cap, cradle
and encasement shall conform to City of Austin Standard No. 510-1. The pipe shall be well seared to prevent
shifting or flotation while the concrete is being placed
(d) Anchorage Bulkheads
Concrete bulkheads keyed into the undisturbed earth shall be placed as indicated to support and anchor the pipe
and/or backfill against end thrust, slippage on slopes, etc. Conaete material and placement shall be Class A, Item
No. 403, "Concrete for Structures ".
(e) Trench Caps, Concrete Rip -Rap and Shaped Retards
Where called for by the Contract or as directed by the E/A, concrete trench caps, concrete rip-rap and/or shaped
retards shall be placed as detailed by the Drawings as protection against erosion. Concrete material and placement
shall be Class B, Item No. 403, "Concrete for Structures ".
(23) Wastewater Connections
(a) Connections to Mains 12 Inches and Smaller
All branch connections of new main lines shall be made by use of manholes.
Service stubs shall be installed as indicated. Minimum grade shall be 1 percent downward to main and minimum
cover shall be 4 1/2 feet at the curb. Standard plugs shall be installed in the dead end before backfilling.
Where a service connection to a main 12 inches or smaller is indicated, a wye, tee or double wye shall be installed.
Where a service connection to a main 15 inches or larger is indicated, a field tap may be made with the pipes
installed crown to crown. The tap should be made conforming to the pipe manufacturer's recommendations with the
E/A's approval.
Where not otherwise indicated, (wastewater) service connections shall be installed so that the outlet is at an angle of
not more than 45 degrees above horizontal at the main line.
510 08123/96 Page 28 Pipe
(b) Connections to the Existing System
Unless otherwise specified by the E/A, all connections made to existing mains shall be made at manholes with the
crown of the inlet pipe installed at the same elevation as the crown of the existing pipe. Service stubs installed on
the existing system shall be installed by use of tapping saddles unless otherwise approved by the EIA. Extreme
care shall be exercised to prevent material from depositing in the existing pipe as the taps are being made.
When connections to existing mains are made, a temporary plug approved by the E/A must be installed downstream
in the manhole to prevent water and debris from entering the existing system before Final Completion. These plugs
shall be removed after the castings are adjusted to finish grade or prior to Final Completion.
(24) Water System Connections
The Contractor shall, at his expense, make at necessary connections of new piping or accessories to the existing water
system. To minimize any inconvenience from outages, the Contractor shall schedule all such connections in advance
and such schedule must be approved by the E/A before beginning any Work.
(a) Shutoffs
The City will make all shutoffs on existing water mains. The Contractor shall be required to notify the E/A's field
representative on the job at least 72 hours prior to the desired time for any shutoff. The E/A's field representative
will notify any affected utility customers at least 24 hours prior to the shutoff. The Water Utility will make the shutoff
after ensuring that all appropriate measures have been taken to protect the water system, customers and
employees.
The City will operate all valves to fit existing mains. Where a newly constructed main has not been placed in service
and has only one connection to the public water supply, the Contractor may operate one valve to fill the main after
approval has been obtained from the Water Utility. The operation of the valve is to be conducted under the
immediate supervision of the FJA's field representative.
Water for the Work shall be metered and fumished by the Contractor in accordance with Section 01500.
(b) Wet Connections to Existing Water System
The Contractor shall make all wet connections called for by the Contract or required to complete the Work. Two
connections to an existing line performed during the same shut -out, at the same time and at a distance less than 50
linear feet apart, will be considered one wet connection. Two connections to an existing line performed during the
same shut -out, at the same time and at a distance equal to, or greater than 50 linear feet will be considered two wet
connections. A wet connection shall include draining and cutting into existing piping and connecting a new pipeline
or other extension into the existing pressure piping, forming an addition to the water transmission and distribution
network.
The Contract puce for wet connections shall be full payment for all necessary shutoffs, excavation, removing plugs
and fittings, pumping water to drain the lines, cutting in new fittings, blocking and anchoring piping, bedding and
backfilling, plating the lines and service and all site deanup.
No water containing detectable amounts of chlorine may be drained, released or discharged until specific planning
and appropriate preparations to handle, dilute and dispose of such chlorinated water are approved in advance by the
City and the disposal operations will be witnessed by an authorized representative from the City.
(c) Pressure Taps to Existing Water System
The Contractor shall make all pressure taps called for by the Contract Documents or required to complete the Work.
A pressure tap shall consist of connecting new piping to the existing water system by drilling into the existing pipe
while it is carrying water under normal pressure without taking the existing piping out of service.
Unless otherwise provided by the Contract, the Contractor shall, at his expense, perform all necessary excavation,
fumish and install the tapping sleeve, valve and accessories, provide the tapping machine, drill the tap and shall
block, anchor and bacicfill the piping, valve and all accessories, place the new piping in service and perform all site
deanup. When the City makes the tap, City forces are not obligated or expected to perform any Work except to
provide tapping machine and drill the actual hole. If City crews are to make the tap, fiscal arrangements must be
made in advance at the Taps Office, Waller Creek Center, 625 East 10th Street.
510 08/23/96 Page 29 Pipe
If a private Contractor makes the tap, a W-WW Inspector must be present. "Size on size taps will not be permitted,
unless made by use of an approved full circle gasket tapping sleeve. Concrete blocking shall be placed behind and
under all tap sleeves 24 hours prior to making the wet tap.
(d) Service Connections
Tapping of PVC or AC pipe for service connections may be made using either a service damp or saddle or a tapping
sleeve recommended by the manufacturer and approved as satisfactory by the E/A. Direct tapping will not be
permitted.
All !water) service connections shall be installed so that the outlet is at an angle of not more than 45 degrees above
horizontal at the main line.
Precautions should be taken to ensure that the tapping saddle or sleeve is placed on the pipe straight to prevent any
binding or deformation of the PVC pipe. The mounting chain or U -bolt strap must be tight.
Tapping shall be performed with a sharp shell type cutter so designed that 11 will smoothly penetrate heavy walled
PVC DR14 and 200 psi AC and will retain and extract the coupon from the pipe.
(25) Backfilling
(a) General
Special emphasis is placed upon the need to obtain uniform density throughout the baccfill material. The maximum
lift of backfill shall be determined by the compaction equipment selected and in no case shall it exceed 18 inches,
loose measurement.
No heavy equipment, which might damage pipe, will be allowed over the pipe until sufficient cover has been placed
and compacted. All internal pipe bracing installed or recommended by the manufacturer shall be kept in place until
the pipe bedding and trench backfill have been completed over the braced pipe section. Testing of the completed
backfill in streets and under and around structures shall meet the specified density requirements. Initial testing shall
not be at Contractor's expense and shall conform to the 'General Conditions."
(b) General Corrugated Metal Pipe
After the corrugated metal pipe structure has been completely assembled on the proper line and grade and
headwalls constructed where indicated; selected material free from rocks over 8 inches in size from excavation or
borrow, as approved by the E/A, shall be placed along both sides of the completed structures equally, in uniform
layers not exceeding 6 inches in depth (loose measurement), sprinkled if required and thoroughly compacted
between adjacent structures and between the structures and the sides of the trench.
Backfill material shall be compacted to the same density requirements as indicated for the adjoining sections of
embankment in accordance with the goveming specifications thereof. Above the 3/4 point of the structure, the fill
shall be placed uniformly on each side of the pipe in layers not to exceed 12 inches, loose measure.
Prior to adding each new layer of loose backfill material, until a minimum of 12 inches of cover is obtained over the
crown of the pipe, an inspection will be made of the inside periphery of the corrugated metal structure to determine if
any floating, local or unequal deformation has occurred as a result of improper construction methods.
(c) Backfill Materials
The E/A may approve any of the following well graded materials:
1. Select trench material
2. Sand
3. Crushed rock cuttings
4. Rock cuttings
5. Foundation Rock
6. Blasted material with fines and rock
510 08/23196 Page 30 Pipe
7. Cement stabilized material
8. Borrow
Within the 100 year flood plain, sand will not be permitted for backfilling. The E/A will approve the topsoil for areas
to be seeded or sodded.
(d) Backfill in Street Right of Way
Placement of backfill under pavement structures and within 2 feet of any structures shall be compacted to the
required density using any method, type and size of equipment which will give the required compaction without
damaging Inc pipe or bedding. Placement of backfill greater than 2 feet beyond structures in Right of Way shall be
conform to (g) below. The depth of layers, prior to compaction, shall depend upon the type of sprinkling and
compacting equipment used and the test results thereby obtained. Prior to and in conjunction with the compaction
operation, each layer shall be brought to the moisture content necessary to obtain the required density and shall be
kept level to insure uniform compaction over the entire layer. Testing for density shall be in accordance with Test
Method Tex -114 -E and Test Method Tex- 115-E.
Each layer of backfill must provide the density as required herein. Swelling soils (soils with plasticity index of 20 or
more) shall be sprinkled as required to provide not less than optimum moisture nor more than 2 percent over
optimum moisture content and compacted to the extent necessary to provide not less than 95 percent nor more than
102 percent of the density as determined in accordance with Test Method Tex- 114-E. Nonswelling soils (soils with
plasticity index less than 20) shall be sprinkled as required and compacted to the extent necessary to provide not
less than 95 percent of the density as determined in accordance with Test Method Tex- 114-E.
After each layer of back is complete, tests may be made by the E/A. If the material fails to meet the density
indicated, Inc course shall be reworked as necessary to obtain the indicated compaction and Inc compaction method
shall be altered on subsequent Work to obtain indicated density.
At any time, the E/A may order proof rolling to test the uniformity of compaction of the backfill layers. All
irregularities, depressions, weak or soft spots which develop shall be corrected immediately by Inc Contractor.
Should the backfill, due to any reason, lose the required stability, density or finish before the pavement structure is
placed, it shall be recompacted and refinished at Inc sole expense of the Contractor. Excessive loss of moisture in
the subgrade shall be prevented by sprinkling, sealing or covering with a subsequent backfill layer or granular
material. Excessive loss of moisture shall be construed to exist when the subgrade sot moisture content is more
than 4 percent below the optimum of compaction ratio density. Backfill shall be placed from the top of the bedding
material to the existing grade, base course, subgrade or as indicated. The remainder of the street backfill shall be
Flexible Base, Concrete or Hot Mix Asphalt Concrete as indicated or to replaced in kind to Inc surface removed to
construct the pipe.
(e) Backfill in County Street or State Highway Right of Way
All Work within the right of way shall meet the requirements of (d) above, as a minimum and shall meet the
requirements of the permit issued by the County when their requirements are more stringent. Prior to the start of
construction, the Contractor shall be responsible for contacting the appropriate TXDOT office or County
Commissioner's Precinct Office and for coordinating his activities with the operating procedures in effect for utility cut
permits and pavement repair under their jurisdiction. Approval for all completed Work in the State or County right of
way shall be obtained from the appropriate Official prior to final payment by the Owner.
(f) Backfill in Railroad Right of Way
All Work within the railroad right of way shall meet the requirements of (d) above, as a minimum and shall meet the
requirements of the permit issued by the Railroad Owner when their requirements are more stringent. Approval for
all completed Work in Inc railroad right of way shall be obtained from the Railroad prior to Final Completion.
(g) Backfill in Easements
Where not otherwise indicated, Contractor may select whatever methods and procedures may be necessary to
restore entire Work area to a safe, useful and geologically stable condition with a minimum density of 85 percent or a
density superior to that prior to construction.
510 08/23196 Page 31 Pipe
In and near flood plain of all streams and watercourses, under or adjacent to utilities, structures, etc., all backfill shall
be compacted to a density of not less than 95 percent conforming to TXDOT Test Method Tex- 114-E, unless
otherwise directed by E/A.
All soil areas disturbed by construction shall be covered with top soil and seeded conforming to Item No. 604,
'Seeding for Erosion Control'. All turf, drainways and drainage structures shall be constructed or replaced to their
original condition or better. No debris shall remain in the drainways or drainage structures.
(26) Quality Testing for Installed Pipe
(a) Wastewater Pipe Acceptance Testing
After construction is complete, E/A will determine whether the pipeline is to be tested for infiltration, exfiltration or by
the low pressure air test method. In addition, plastic pipe 18 inches and larger in diameter shall be deflection tested.
Wastewater pipe installed in the City of Austin and its ETJ areas shall be tested for exfiltration or infiltration as
described below in ' Exfiltration Test" and "Infiltration Test' or by acceptable low pressure air test, as described
below. At the conclusion of either test series, the Work shall be further tested for pipeline settlement and also for
deflection as described below. The Contractor shall be solely responsible for making proper repairs to those
elements which do not pass these test requirements.
(b) Exfiltration Test
Water for the Work shall be metered and furnished by the Contractor in accordance with Section 01500.
The pipeline shall be completely filled with water for its complete length or by sections as determined by the E/A. If
tested for its complete length, the maximum head at any point shall not exceed 25 feet unless otherwise indicated. If
tested in sections, the manholes in the test section shall be completely filled with water. After the pipeline has been
filled and allowed to stand for 24 hours, the amount of exfiltration shall be calculated. Any amount in excess of 200
gallons per inch of inside pipe diameter per mile per day shall be cause for rejection.
For portions of lines located within the Edwards Aquifer Recharge Zone or within any recharge area or recharge
feature within the Edwards Aquifer Transition Zone, the minimum head during testing shall not be less than 2 feet
and the leakage rate shall not exceed 50 gallons per inch of inside pipe diameter per mile per day. This rate shall
apply for the entire portion of the line extending up to the first manhole located outside the recharge zone, recharge
area, or recharge features indicated on Drawings and shall also be applicable for any recharge areas or recharge
features which may be identified during construction. For construction within the 25 year flood plain, the exfiltration
rate shall not exceed 10 gallons per inch diameter per mile of pipe per 24 hours at the same minimum test head.
(c) Infiltration Test
When the pipe placed in easements is completed, the upper portion of the trench bacicfill shall be removed to a
depth of not less than 18 inches below the finished surface and width equal to the original trench width. The trench
shall then be flooded with water until it is completely saturated and water stands in the ditch a minimum of 12 inches
deep. In cases of steep terrain, earthen dikes shall be used to assure that water wit stand over the trench. After it is
apparent that the trench is completely saturated, the main shall then be inspected with dosed - circuit television for
infiltration. Any section of the main or any service stub that indicates infiltration above the maximum quantity
specified shall be cause for rejection.
This procedure shall not be used for pipes installed in areas where the Plasticity Index (P.I.) of the surrounding
material is 20 or higher or where the backtill material has a P.I. of 20 or more.
For portions of lines located within the Edwards Aquifer Recharge Zone or within any recharge area or recharge
feature within the Edwards Aquifer Transition Zone, the total infiltration as determined by water test, must be at a
rate not greater than 50 gallons per inch of pipe diameter per mile of pipe per 24 hours at a minimum test head of
two feet. This rate shall apply for the entire portion of the line extending up to the first manhole located outside the
recharge zone, recharge area, or recharge features indicated on Drawings and shall also be applicable for any
recharge areas or recharge features which may be identified during construction. For construction within the 25 year
flood plain, the infiltration rate shall not exceed 10 gallons per inch diameter per mile of pipe per 24 hours at the
same minimum test head.
If the quantity of infiltration exceeds the maximum quantity specified, remedial action must be undertaken in order to
reduce the infiltration to an amount within the limits specified.
510 08/23196 Page 32 Pipe
(d) Pipeline Settlement Test
During the infiltration test or after the exfiltration test, the pipe will be TV inspected for possible settlement. When air
testing has been used, water shall be flowed into the pipe to permit meaningful observations. Any pipe settlement
which causes excessive ponding of water in the pipe shall be cause for rejection. Excessive ponding shall be
defined as a golf ball (1 -5/8" dia.) submerged at any point along the line.
(e) Low Pressure Air Test of Plastic Gravity Flow Wastewater Lines
(1) General
Wastewater lines, at the discretion of the E/A, shall be air tested between manholes. Backfilling to grade shall be
completed before the test and all laterals and stubs shall be cap ped or plugged by the Contractor so as not to
allow air losses which could cause an erroneous test result. Manholes shall be plugged so they are isolated from
the pipe and cannot be included in the test
All plugs used to close the sewer for the air test shall be capable of resisting the internal pressures and must be
securely braced. Place all air testing equipment above ground and allow no one to enter a manhole or trench
where a plugged sewer is under pressure. Release all pressure before the plugs are removed. The testing
equipment used must include a pressure relief device designed to relieve pressure in the sewer under test at 10
psi or less and must allow continuous monitoring of the test pressures in order to avoid excessive pressure. Use
care to avoid the flooding of the air inlet by infiltrated ground water. (Inject the air at the upper plug if possible.)
Use only qualified personnel to conduct the test.
(2) Ground Water
Since the presence of ground water will affect the test results, test holes shall be dug to the pipe zone at intervals
of not more than 100 feet and the average height of ground water above the pipe (if any) shall be determined
before starting the test.
(3) Test Procedure
The EJA may. at any time, require a calibration check of the instrumentation used. Use a pressure gauge having
minimum divisions of 0.10 psi and an accuracy of 0.0625 psi. (One ounce per square inch.) All air used shall
pass through a single control panel. Clean the sewer to be tested and remove all debris where indicated. Wet
the sewer prior to testing. The average back pressure of any groundwater shall be determined (0.433 psi) for
each foot of average water depth (rf any) above the sewer.
Add air slowly to the section of sewer being tested until the intemal air pressure is raised to 4.0 psig greater than
the average back pressure of any ground water that may submerge the pipe.
After the intemal test pressure is reached, allow at least 2 minutes for the air temperature to stabilize, adding
only the amount of air required to maintain pressure. After the temperature stabilization period, disconnect the
air supply.
Determine and record the time in seconds that is required for the internal air pressure to drop from 3.5 psig to 2.5
psig greater than the average back pressure of any ground water that may submerge the pipe.
510 08/23/96 Page 33 Pipe
Pipe
Diameter
(in.)
Specification Time (min:sec) for length shown
100ft
150ft
200ft
250ft
300ft
350ft
400ft
450ft
4
3:46
3:46
3:46
3:46
3:46
3:46
3:46
3:46
6
5:40
5:40
5:40
5:40
5:40
5:40
5:42
624
8
7:34
7:34
7:34
7:34
7:36
8:52
10:08
11:24
10
9:26
9:26
9:26
9:53
11:52
13:51
15:49
17:48
12
11 :20
11:20
11:24
14:15
17:05
19:56
22:47
25:38
15
14:10
14:10
17:48
22:15
26:42
31:09
35:36
40:04
18
17:00
19:13
25:38
32:03
3827
44:52
51:16
57:41
21
19:50
26:10
34:54
43:37
5221
61:00
69:48
78:31
24
22:47
34:11
45:34
56:58
6822
79:46
91:10
102 :33
27
28:51
43:16
57:41
72:07
86 :32
100:57
115:22
129:48
30
35:37
53:25
71:13
89:02
106:50
124:38
142:26
160:15
33
43:05
64:38
86 :10
107:43
129:16
150:43
172:21
193:53
36
51:17
76:55
102:34
128:12
153'50
179:29
205:07
230:46
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Compare the time recorded with the: specification time for the size and length of pipe as given in the following
table:
NOTES:
TABLE FOR LOW PRESSURE AIR TESTING OF PLASTIC PIPE
MINIMUM SPECIFIED TIME REQUIRED FOR 1.0 PSIG PRESSURE DROP
FOR SIZE AND LENGTH OF PIPE INDICATED
1. Specification times are as given in UNI -B-6 RECOMMENDED PRACTICE FOR LOW- PRESSURE TESTING
OF INSTALLED PIPE — by Uni -Bell PVC Pipe Association, 2655 Villa Creek Dr., Ste. 155, Dallas Texas
75234.
2. Pipe Sizes acceptable by City of Austin are as given in the Water and Wastewater Utility's Standard Products
List (SPL's) WW -227 and VNN -227A.
Any drop in pressure, from 3.5 psig to 2.5 psig (adjusted for groundwater level), in a time less than that required
by the above table shall be cause for rejection. When the line tested includes more than one size pipe, the
minimum time shall be that given for the largest size pipe included.
Test procedure for wastewater pipe located in the Edwards Aquifer Recharge Zone or identified recharge areas
or recharge features within the Edwards Aqu Transition Zone:
Low - pressure air tests must conform to the procedure described in ASTM C-924 or other equivalent procedures.
For safety reasons, air testing of pipe sections will be limited to line sizes of 36 inches inside diameter or less.
Lines that are 36 inches or larger inside diameter may be air tested at each joint. The minimum time allowable
for the pressure to drop from 3.5 pounds per square inch to 2.5 pounds per square inch gauge during a joint test,
regardless of pipe size, shall be twenty (20) seconds.
For sections of pipe less than 36 -inch inside diameter, the minimum time allowable for the pressure 10 drop from
3.5 pounds per square inch gauge to 2.5 pounds per square inch gauge must be computed by the following
equation:
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(D)(L), but not less than 1.0
D = nominal inside diameter in inches;
L. = length of line of same pipe size in feet; and
Q = rate of loss, assume 0.0015 cubic feet per minute per square foot (ft /min/ft sq) of intemal surface
area.
510 08/23/96 Page 34 Pipe
Any drop in pressure, from 3.5 psig to 2.5 psig, in a time less than that required by the above formula shall be
cause for rejection. When the line tested includes more than one size of pipe, the minimum time shall be that
calculated for the largest size pipe included.
Manholes must be tested separately and independently. All manholes must be hydrostatically tested with a
maximum loss allowance of 0.025 gallon per foot diameter per foot of head per hour.
When lines are air tested, manholes are to be tested separately by exfittration or. vacuum method (see hem 506,
Manholes).
(f) Deflection Test
Deflection tests shall be performed by the Contractor on all flexible and semi -rigid wastewater pipes. The tests shall
be conducted after the final backfill has been in place at least 30 days. Testing for in -place deflection shall be with a
pipe mandrel or rigid ball sized at 95% of the inside diameter of the pipe. A second test of flexible and semi -rigid
wastewater pipes 18 inch size and larger, also with a pipe mandrel or ball sized at 95% of the inside diameter of the
pipe, shall be conducted by the Contractor 30 days prior to expiration of his warranty on the Work.
Contractor shall submit his proposed pipe mandrels or testing balls to the E/A or his designated representative for
concurrence prior to testing the line.
Test(s) must be performed without mechanical pulling devices and must be witnessed by the E/A or his designated
representative.
Any deficiencies noted shall be corrected by the Contractor and the test(s) shall be redone.
(27) Pressure Pipe Hydrostatic Testing
After the pipe has been installed and bac kfilled and all service laterals, fire hydrants and other appurtenances installed
and connected a pressure test, followed by a leakage test, will be conducted by the City. The City will fumish the pump
and gauges for the tests. The Contractor shall be present and shall fumish all necessary assistance for conducting the
tests. The specified test pressures wit be based on the elevation of the lowest point of the line or section under test.
Before applying the specified test pressure, all air shall be expelled from the pipe. If permanent air vents are not located
at all high points, the Contractor shall install corporation cocks at such points.
All drain hydrant and fire hydrant leads, with the main 6 -inch gate valve open, the hydrant valve seats dosed and nozzle
caps open, shall be included in the test.
(a) Pressure Test
The entire project or each valved section shall be tested, at a pressure of 200 psi for a sufficient period
(approximately 10 minutes) to discover all leaking or defective materials. Repairs shall be made by the
Contractor to cored any leaking or defective materials.
(b) Pressure Pipe Leakage Test
A leakage test will follow the pressure test and be conducted on the entire project or each valved section. The
leakage test shall be at 150 psi for at least 1 hour.
(1) Allowable Leakage
Leakage shall be defined as the quantity of water that must be supplied into any test section of pipe to
maintain the specified leakage test pressure (see above, "Pressure Pipe Leakage Test") after the air in the
pipeline has been expelled and the pipe has been filled with water.
No pipe installation will be accepted if the leakage exceeds 25 gallons/24 hours/mile of pipe/inch nominal
pipe diameter.
( 25 cod)
(in. - mi.)
(2) Location and Correction of Leakage
If such testing discloses leakage in excess of this specified allowable, the Contractor, at his expense,_shall
locate and correct all defects in the pipe line until the leakage is within the indicated allowance.
510 08/23/96 Page 35 Pipe
All visible leakage in pipe shall also be corrected by Contractor at his own expense.
(28) Service Charges for Testing
No charge will be made to the Contractor for the City's test equipment, inspection, etc., when the test results show that
leakage is within the indicated allowable limits.
For each test, either for leakage or for pressure, which fails to meet the indicated requirements, the City's flat charge of
$50.00 for such tests will be charged to the Contractor and will be deducted from any funds due the Contractor.
(29) Sterilization of Potable Water Lines
The Contractor shall protect all piping materials from contamination during storage, handling and installation. Prior to
disinfection, the pipeline interior shall be clean, dry and unobstructed. All dirt, debris, gasket lubricant, etc., shall be
washed from the line by swabbing with hypochlorite solution and/or flushing with clean water.
Water for the Work shall be metered and fumished by the Contractor in accordance with Section 01500.
The City, at its expense, will supply the test gauges and the concentrated disinfecting material and City personnel will
supervise and direct the overall sterilization procedure. The Contractor, at his expense, shall provide all other
equipment, supplies and the necessary labor to perform the sterilization under general supervision of the City.
(a) Procedure and Dosage
All valves shall be arranged to prevent the strong disinfecting dosage from flowing back into the existing water
supply piping. The new pipeline shall then be completely filled with disinfecting solution by feeding the
concentrated chlorine and approved water from the existing system uniformly into the new piping in such
proportions that every part of the line has minimum concentration of 50 parts per million (50 ppm or 50 mgAiter)
available chlorine.
Unless otherwise indicated, all quantities called for herein refer to measurements by the testing procedures in the
current edition of "Standard Methods ". The chlorine concentration of each step in the sterilization procedure
shall be verified by chlorine residual determinations. This disinfecting solution shall be retained in the piping for
at least 24 hours and all valves, hydrants, etc., shall be operated to disinfect all their parts. After this retention
period, the water shall contain no less than 25 parts per million chlorine throughout the treated section of the
pipeline.
This heavily chlorinated water shall then be carefully flushed from the line until the chlorine concentration is no
higher than the residual generally prevailing in the existing distribution system or approximately one part per
million. Proper planning and appropriate preparations to handle, dilute and dispose of this strong chlorine
solution without causing injury or damage to the public, the water system or the environment must be approved
by the City before flushing of the line may begin and the flushing will be witnessed by an authorized
representative of the City.
(b) Bacteriological Testing
After final flushing of the strong disinfecting solution, water samples from the line will be tested for bacteriological
quality by the City and must be found free of coliform organisms before the pipeline may be placed in service.
One test sample will be drawn from the end of the main and additional samples collected at intervals of not more
than 1000 feet along the pipeline.
The Contractor, at his expense, shall install sufficient sampling taps at proper locations along the pipeline. Each
sampling tap shall consist of a standard corporation cock installed in the line and extended with a copper tubing
gooseneck assembly. After samples have been collected, the gooseneck assembly may be removed and
retained for future use.
Samples for bacteriological analysis will be collected only from suitable sampling taps in sterile bottles treated
with sodium thiosutfate. Samples shall not be drawn from hoses, fire hydrants, etc. The City, at its expense, will
furnish the sterile sample bottles and may, at its discretion, collect the test samples with City personnel.
If the initial disinfection fails to produce acceptable sample tests, the disinfection procedure shall be repeated
(without extra compensation) until satisfactory test results have been obtained before the piping may be placed
in service.
510 08/23/96 Page 36 Pipe
(30) Cleanup and Restoration
It shall be the Contractor's responsibility to keep the construction site neat, clean and orderly at all times.
Cleanup shall be vigorous and continuous to minimize traffic hazards or obstructions along the streets and to driveways.
Trenching, backfill, pavement repair (as necessary). and cleanup shall be coordinated as directed by the City. The E/A
will regulate the amount of open ditch and may halt additional trenching if cleanup is not adequate to allow for orderly
traffic flow and access.
Materials at the site shall be stored in a neat and orderly manner so as not to obstruct pedestrian or vehicular traffic. All
damaged material shall be removed from the construction site immediately and disposed of in a proper manner. All
surplus excavated materials become the property of the Contractor for disposal at his expense. After trenching, the
Contractor shall immediately remove all excavated materials unsuitable for or in excess of, backfill requirements.
Immediately following the pipe laying Work as it progresses, the Contractor shall backfill, grade and compact at
excavations as provided elsewhere and shall immediately dean up and remove all unused soil, waste and debris and
restore all surfaces and improvements to a condition equal or superior to that before construction began and to an
appearance which complements the surroundings. The Contractor shall grade and dress the top 6 inches of earth
surfaces with soil or other material similar and equal to the surrounding. fill and smooth any visible tracks or ruts, replace
and re- establish all damaged or disturbed turf or other vegetation and otherwise make every effort to encourage the
retum of the entire surface and all improvements to a pleasant appearance and useful condition appropriate and
complementary to the surroundings and equal or similar to that before construction began.
Permanent pavement replacement, if necessary, shall begin immediately after all testing of each segment of piping is
satisfactorily completed. -
510.4 Measurement
Pipe will be measured by the linear foot for the various types, sizes and classes Parallel lines will be measured individually.
Where a line ties into an existing system, the length of the new line will be measured from the visible end of the existing system
at the completed joint. Unless otherwise indicated, the length of water and wastewater lines will be measured along pipe
horizontal centerline stationing through fittings, valves. manholes, and other appurtenances.
Unless otherwise provided, ductile fitting 24 -inch and smaller will be measured by the ton and paid for in accordance with the
schedule in Standard Product List WW -27C. Unless otherwise provided, fittings larger than 24 inch sizes will be subsidiary to
the pipe. Steel cylinder concrete pipe fittings and welded steel pipe fittings will not be measured separately. These will be
subsidiary to the bid item Pipe.
Stormwater pipe will be measured along the slope of the pipe - Where drainage pipe ties into inlets, headwalls, catch basins,
manholes, junction boxes or other structures that length of pipe tying into the structure wall will be included for measurement
but no other portion of the structure length or width will be so included.
Excavation and backfill, when included as pipe installation will not be measured as such but shall be included in the unit price
bid for constructing pipe and measured as pipe complete in place including excavation and backfill.
When pay items are provided for the other components of the system, measurement wit be made as addressed hereunder.
510.5 Payment
Payment for pipe, measured as prescribed above, will be made at the unit price bid per linear foot for the various sizes of pipe,
of the materials and type indicated, unless unstable material is encountered or trench excavation and backfill is bid as a
separate item. -
The concrete seal, foundation rock or coarse aggregate when used as directed in unstable material will be paid for at the unit
price bid per cubic yard, which shall be full payment for all excavation and removal of unsuitable material and furnishing,
placing and compacting the foundation rock, coarse aggregate or other approved material all complete in place.
Excavation and backfill, when included as a separate pay item, will be paid for by Pay Item No. 510.E or F.
(1) Pipe
Payment for pipe, measured as prescribed above, will be made at the unit price bid per linear foot complete -in -place as
designed and represented in the Drawings and other Contract documents. Unless otherwise provided herein ,as
separate pay item(s), subsidiary items to the bid price per linear foot of pipe shall include the following:
510 08/23196 Page 37 Pipe
a. clearing
b. constructing any necessary embankment
c. excavation
d. disposal of surplus or unusable excavated material
e. furnishing, hauling and placing pipe
1. fittings larger than 24 inch
g. field constructed joints, collars, temporary plugs, caps or bulkheads
h. all necessary lugs, rods or braces
i. pipe coatings and protection
j. connections to existing systems or structures, concrete blocking and thrust blocks and restrained joints
k. preparing, shaping. pumping for dewatering, and shoring of trenches
I. bedding materials
m. badkfill materials
n. hauling, placing and preparing bedding materials
o. particle migration measures
p. hauling, moving, placing and compacting backfill materials
q. temporary and permanent pavement repairs and maintenance
r. temporary and permanent removal and replacement of pavement, curb, drainage structures, driveways. sidewalks
and any other improvements damaged or removed during construction
s. cleanup
t. vertical stack on deep wastewater services
u. all other incidentals necessary to complete the pipe installation as indicated.
No separate payment wit be made for thrust restraint measures.
Steel cylinder concrete pipe fittings and welded steel pipe fittings will not be paid for separately. These will be
subsidiary to the bid item Pipe.
(2) Concrete Cradles and Seals
When called for in the Bid, concrete cradles and seals will be paid for at the unit Contract price bid per linear foot for the
size of pipe specified. complete in place.
(3) Concrete Retards
When called for in the Bid, Concrete retards will be paid under Item No. 593, Concrete Retards."
(4) Boring, Jacking and Tunneling
When called for in the Bid. boring, jacking and tunneling will be paid under Item 501, "Jacking or Boring" or Item 502,
"Tunneling ".
(5) Wet Connections to Water Mains
When called for in the bid, wet connections wit be paid at the unit price bid per each, complete in place, according to the
size of the main that is in service and shall be full compensation for all Work required to make the connection and place
the pipe in service. (See 510.3 Construction Methods (24) (b) Wet Connections to Existing Water System)
(6) Fittings
Cast iron and ductile iron fittings of the Bass indicated, furnished in accordance with these specifications will be paid for
at the unit price bid per ton, complete in place, according to scheduled weights for mechanical joint fittings fumished,
including glands, bolts and gaskets, as published in the following standards:
AVWVA C -153 for all fittings 4-inch through -24 inch sizes, regardless of whether AWWA C -110 or AWWA C -153 fittings
are fumished or the type of end connections supplied.
AVVWA C-110 for all fittings larger than 24 inch size.
Steel cylinder concrete pipe fittings and welded steel pipe fittings will not be paid for separately. The Contractor shall
include these in his bid for pipe.
510 08/23/96 Page 38 Pipe
(7) Concrete Trench Cap and Encasement
Where the distance between the top of the concrete encasement and the top of the trench cap is less than 36 inches.
the concrete cap and encasement shall be poured as one unit and paid for under this bid item at the Contract price bid
per linear foot. When the distance above is greater than 36 inches or when the trench cap is placed separately. the
trench cap shall be paid for as a separate item. per linear foot, complete in place.
(8) Cement-Stabilized Backfill
Cement - stabilized backfill will be paid for at the unit price bid per linear foot and shall be full payment to the Contractor
for fumishing and installing the required material, mixed, placed and cured complete in place.
(9) Concrete Encasement
When called for in the Bid, Concrete Pipe Encasement will be paid under Item No. 505, "Concrete Encasement and
Encasement Pipe ".
(10) Pressure Taps
Pressure taps will be paid for at the unit price bid, complete in place according to the size tap made and the size main
tapped and shall be full payment for fumishing all necessary materials, including tapping sleeve and valve, making the
tap, testing and placing the connection in service.
(11) Trench Safety Systems
When called for in Bid, Trench Safety Systems shall conform to Item No 509, "Trench Safety Systems ".
(12) In -Place Sliplining with or without In -Place Pipe Destruction/Replacement
As called for in the corresponding bid hems, pipe sliplining with or without in -place pipe destruction /replacement will be
paid for at the Contract price per linear foot for the specified liner and pipe size and type pipe, at all depths, complete in
place.
Installation of new services, or reconnection of existing services. to the liner will be paid for at the Contract price per
each for the specified size and type of service, at all depths, complete in place.
(13) Cured Resin Pipe Lining
When called for in the bid, cured resin pipe lining will be paid for per linear foot, for the size and type of pipe lined, at all
depths, complete in place including all equipment set -ups, video inspection and cleaning of existing pipe. Installation of
new services or reconnection of existing services to the relined pipe will be paid for per each, for the specified size and
type of service, at all depths, complete in place.
Payment, when included as a Contract pay item, will be made under one of the following:
Pay Item No. 510 -A: Pipe, _ Dia. (all depths), including Excavation and Back - per Linear Foot.
Pay Item No. 510 -B: In -Place Sliplining without In -Place Pipe Destruction/Replacement ( Dia. Pipe
Lining in. Dia. Existing Pipe) - per Linear Foot.
Pay Item No. 510-C: In -Place Sliplining with Pipe Destruction/Replacement ( Dia. Replacement Pipe
in. Dia. Existing Pipe) - per Linear Foot.
Pay Item No. 510 -D: Installing or Reconnecting Lateral Service to Relined or Replaced Pipe
( Dia. Service) in _ Dia. Pipe - per Each.
Pay Item No. 510 -E: Pipe Excavation FL Width - Per Linear Foot.
Pay Item No. 510-F: Pipe Trench Back Ft. Width - per Linear Foot.
Pay Item No. 510-G: Concrete Seal or Cradle Dia. Pipe - Per Linear Foot.
Pay Item No. 510-H: Concrete Trench Cap Ft. Width - Per Linear Foot.
Pay Item No. 5104: Concrete Cap and Encasement, Dia. Pipe - Per Linear Foot.
510 08123/96 Page 39 Pipe
End
Pay Item No. 510 -K: Cement Stabilized Backfill _ Dia. Pipe - per Linear Foot.
Pay Item No. 51041: Cured Resin Pipe Lining (for _ Dia. Pipe) - per Linear Foot.
Pay Item No. 510-P: Installing or Reconnecting Lateral Service to Cured Resin Lined Pipe,
Dia. _ Service (for _ Dia. Main) - per Each.
Pay Item No. 510 -T: Pressure Taps, _ Dia. X _ Dia. - Per Each.
Pay Item No. 510 -V: Wet Connections, _ Dia. x Dia. - Per Each.
Pay Item No. 510 -X: Ductile Iron Fittings 4 inch through 24 inch - Per Ton.
A W after the pay item indicates the use for water.
A "WW after the pay item indicates the use for wastewater.
Aoolicable References:
Standard Specifications Manual: Item Nos. Ref 102, 210, 402, 403, 501, 502, 505, 506, 507, 509, 593, 601, 604
Standards Manual: Standard Detail Nos. 510-1, (520 - series).
Desian Criteria Manuals: Utilities, Section 5.
510 08123/96 Page 40 Pipe
(5) Reinforcement
Reinforcement shall conform to Item No. 406, 'Reinforcing Steer.
(6) Joints
Premolded expansion joint material shall conform to Item No. 408, 'Concrete Joint Material ".
(7) Tie Backs and Anchors
Galvanized tie backs and anchors shall be as indicated.
(8) Filter Fabric
Filter Fabric shall conform to Item No. 620, "Filter Fabric'.
591.3 Construction Methods
Item No. 591
Riprap for Slope Protection
591.1 Description
This item shall consist of excavation of all materials encountered for placing riprap, disposal of excess material and backtilling
around the completed rip rap to the grade indicated. The work shall include all pumping and bailing, fumishing and placing riprap
of rock or concrete in accordance with the details and to the dimensions indicated.
591.2 Materials
(1) Rock
Rock for riprap shall consist of field rock or rough, unhewn quarry rock as nearly uniform in section as is practicable.
The rock shall be dense, resistant to the action of air and water and suitable in all respects for the purpose intended.
(2) Broken Concrete
The rock used tor mortar riprap may consist of broken concrete removed under the contract or obtained from other
approved sources. Broken concrete shall be as nearly uniform in section as practicable and of the sizes indicated
below.
(3) Concrete
Cast in place concrete shall be Class A Concrete and shall conform to Item No. 403, 'Concrete for Structures'.
(4) Grout and Mortar
Grout and mortar shall consist of 1 part Portland Cement and 3 parts sand, thoroughly mixed with water. Mortar shall
have a consistency such that it can be easily handled and spread by trowel. Grout shall have a consistency such that
it will flow into and completely fill all joints.
Prior to commencing this work, all erosion control and tree protection measures required shall be in place and utilities located
and protected as set forth in the 'General Conditions'. Construction equipment shall not be operated within the drip line of trees
unless indicated. Construction materials shall not be placed under the canopies of trees. No excavation or embank -ment shall
be placed within the drip line of trees until tree wells are constructed.
Spells and small stones used to fill open joints and voids in rock riprap shall be rocked and wedged to provide a tight fit.
Unsuitable excavated materials or excavation in excess of that needed for construction shall be known as 'Waste' and shall
become the property of the Contractor and it shall become his sole responsibility to dispose of this material off the limits of the
right of way in an environmentally sound manner at a permitted disposal site.
All blasting shall conform to 01550, 'Public Safety and Convenience ". In all cases, a Blasting Permit must be obtained in
advance from the appropriate City agency.
591.4 Dry RIprep
Unless otherwise indicated, all rocks used in these types of riprap shall weigh between 50 and 150 pounds each and at least 60
percent of the rocks shall weigh more than 100 pounds each. The rocks shall be placed in a single layer with close joints. The
591 08!17/94 Page 1 Rlprap for Slope Protection
upright axis of the rocks shall make an angle of approximately 90 degrees with the embankment slope. The courses shall be
placed from the bottom of the embankment upward, with the larger rocks being placed on the lower courses. Open joints shall be
filled with spells. Rocks of greater dimension than the required riprap thickness shall be embedded in the embankment to
present a uniform finished top surface such that the variation between tops of adjacent rocks shall not exceed 3 inches. Rocks
that project more than the allowable amount in the finished work shall be replaced, embedded deeper or chipped. Dry Riprap
may have a toe wall of concrete with dimensions and reinforcement indicated.
591.5 Mortared Rock Rlprap
Rock for this purpose, as far as practicable, shall be selected as to size and shape in order to secure fairly large, flat- surfaced
rock which may be laid with a true and even surface and a minimum of voids. Fury percent of the mass rock shall be broad flat
rocks, weighing between 100 and 150 pounds each, placed with the flat surface uppermost and parallel to the slope. The largest
rock shall be placed near the base of the slope. The spaces between the larger rocks shall be filled with rocks of suitable size,
leaving the surface smooth, reasonably tight and conforming to the contour required. In general, the rocks shall be placed with a
degree of care that will insure for plane surfaces a minimum of variation from the true plane of not more than 3 inches in 4 feet.
Warped and curved surfaces shall have the same general degree of accuracy as indicated tor plane surfaces.
Before placing mortar, the rocks shall be wetted thoroughly and as each of the larger rocks is placed, it shall be surrounded by
fresh mortar and adjacent rocks shall be shoved into contact. After the larger rocks are in place, all of the spaces or opening(s)
between them shall be filled with mortar and the smaller rocks then placed by shoving them into position, forcing excess mortar
to the surface and insuring that each rock is carefully and firmly embedded laterally. Atter the work has been completed as
described above, all excess mortar forced up shall be spread uniformly to completely fill all surface voids. All surface joints then
shall be pointed up roughly, either with flush joints or with shallow, smooth raked joints.
591.6 Concrete Rlprap
Concrete for riprap shall be placed as indicated or as established by the Engineer. Unless otherwise indicated, concrete riprap
shall be reinforced using wire or bar reinforcement.
Concrete shall be Class A or as indicated and shall conform to Item No. 403, 'Concrete for Structures ".
When welded wire reinforcement is indicated, it shall be a minimum of 6 x 6 W1.4 x W1.4 with a minimum lap of 6 inches at all
splices. At the edge of the riprap, the wire fabric shall not be less than 1 inch nor more than 3 inches from the edge of the
concrete and shall have no wires projecting beyond the last member parallel to the edge of the concrete.
When bar reinforcement is used, the sectional area of steel in each direction shall not be less than the sectional area of the wire
fabric described above. The spacing of bar reinforcement shall not exceed 18 inches in each direction and the distance from the
edge of concrete to the first parallel bar shall not exceed 6 inches.
Reinforcement shall be supported properly throughout the placement to maintain its position approximately equidistant from the
top and bottom surface of the slab.
Unless otherwise indicated, expansion joints of the size and type indicated shall be provided at intervals not to exceed 40 feet
and shall extend the full width and depth of the concrete. Marked joints shall be made 3/8 inch deep at 10 toot intervals. All joints
shall be perpendicular and at right angles to the forms unless otherwise indicated.
Slopes and bottom of the trench for toe walls shall be compacted and the entire area sprinkled before the concrete is placed.
After the concrete has been placed, consolidated and shaped to conform to the dimensions indicated and set sufficiently to avoid
slumping, the surface shall be finished with a wooden float to secure a reasonably smooth surface.
Immediately following the finishing operation, the riprap shall be cured conforming to Item No. 410, "Concrete Structures ".
591.7 Pneumatically Placed Concrete Rlprap, Type I and Type 11
Pneumatically placed concrete for riprap shall be placed as indicated or as established by the Engineer. Pneumatically placed
concrete shall conform to Item No. 404, 'Pneumatically Placed Concrete ". Reinforcement shall conform to the details indicated
and Item No. 406, "Reinforcing Steel ". Reinforcement shall be supported properly throughout placement of concrete. All sub -
grade surfaces shall be moist when concrete is placed.
The surface shall be given a wood float finish or a gun finish as indicated.
The strength and design of Pneumatically Placed Concrete Riprap shall be either Type I or if indicated, Type II conforming to
Item No. 404, 'Pneumatically Placed Concrete ".
Immediately following the finishing operation, the riprap shall be cured conforming to Item No. 410, 'Concrete Structures ".
591 08/17/94 Page 2 Rlprap tor Slope Protection
591.8 Measurement
Measurement of acceptable riprap will be made on the basis of the area in square yards indicated, complete in place or the
volume of concrete placed in cubic yards, complete in place as indicated for the thickness specified.
Concrete toe walls will not be measured separately but shall be subsidiary to the riprap of the type with which it is placed.
591.9 Payment
The riprap quantities, measured as provided above, will be paid for at the unit prices bid per square foot or per cubic yard as
indicated for riprap of the various classifications shown, which price will be full compensation for fumishing, hauling and placing
all materials, including toe walls, reinforcement and premolded expansion joint material and for all labor, tools, equipment and
incidentals necessary to complete the work.
Payment for excavation of toe wall trenches and tor all necessary excavation below natural ground or bottom of excavated
channel will be included in the unit price bid for riprap.
Payment for excavation required for shaping of slopes for riprap shall be included in the unit price bid for riprap, except that when
the header banks upon which the riprap is to be placed are built by prior contract excavation for shaping of slopes, will be paid for
conforming to Item No. 401, "Structural Excavation and Backlit!".
Payment will be made under one of the following:
Pay Item No. 591 -A: Dry Riprap - Per Square Yard.
Pay Item No. 591 -D: Mortared Rock Riprap - Per Square Yard.
Pay Item No. 591 -F: Concrete Riprap, _ In. - Per Square Yard.
Pay Item No. 591-G: Concrete Riprap - Per Cubic Yard.
Pay Item No. 591 -P: Pneumatically Placed Concrete Riprap, _ In. - Per Square Yard.
End
Ref: 401, 403, 404, 406, 408, 410, 620
591 08/17/94 Page 3 Riprap for Slope Protection
Item No. 601
Salvaging and Placing Topsoil
601.1 Description
This item shall consist of removing and salvaging clean, friable topsoil consisting of loam, sandy loam or clay loam free of roots
and rocks larger than 2 inches and debris and placing where indicated.
601.2 Construction Methods
The existing topsoil shall be removed from the area indicated, stockpiled in a windrow along the right of way or at designated
locations or spread over an area that is ready tor topsoil application in accordance with the plans or as directed by the Engineer.
Trash, wood, brush, stumps. rocks over 2 inches in size and other objectionable material encountered shall be removed and
disposed of as directed by the Engineer prior to beginning of work required by this item. Grass and other herbaceous plant
materials may remain. Large clumps shall be broken up.
After the grading has been completed to the required alignment, grades and cross - sections and prior to the spreading of the
salvaged topsoil, any clay or tight soil surfaces shall be scarified by plowing furrows approximately 4 inches deep along horizon-
tal slope lines at 2 toot vertical intervals. The spreading of the salvaged topsoil shall be undertaken as soon as the grading has
been completed. The topsoil shall be spread so as to form a cover of uniform thickness indicated. After the topsoil has been
placed and shaped, it shall be sprinkled and rolled to provide a suitable seed bed.
601.3 Measurement and Payment
Salvaging and /or placing topsoil shall not be measured for payment, but shall be subsidiary to other items of work.
End
Page 1 04 1 86 601
602.1 Description
This item shall consist of providing fertilizer and planting Bermuda Grass or other acceptable sod indicated. along Or across such
areas as are indicated and in accordance with specification requirements herein outlined.
602.2 Materials
(1) Sod
The sod shall consist of live. growing Bermuda Grass or other acceptable sod indicated secured from sources where
the soil is fertile. St. Augustine and Bermuda sod shall have a healthy, virile root system of dense, thickly matted
roots throughout the soil of the sod for a minimum thickness of 1 inch. The thickness measure does not include
grass. The sod shall be cut in rectangular pieces with its shortest side not less than 12 inches. The Contractor shall
not use sod from areas where the grass is thinned ouI nor where the grass roots have been dried out by exposure 10
the air and sun to such an extent as to damage its ability to grow when transplanted. The sod shall be free from
noxious weeds or other grasses and shall not contain any matter deleterious to its growth or which might affect its
subsistence or hardiness when transplanted. Unless the area has been closely pastured, it shall be closely mowed
and raked to remove all weeds and long standing stems. Sources from which sod is to be secured shall be approved
by the Engineer /Architect.
Care shall be taken at at times to retain the native soil of the roots of the sod during the process of excavating,
hauling and planting. Sod material shall be kept moist from the time it is dug until planted. When so directed by the
Engineer, the sod existing at the source shall be watered to the extent required prior to excavating.
(2) Fertilizer
Fertilizer and the rate of application shall conform to Item No. 606, "Fertilizer'.
(3) Mulch
Straw mulch shall be oat, wheat or rice straw. Hay mulch may be substituted for straw mulch and shall be Prairie
Grass, Bermuda Grass or other hay approved by the Engineer. The hay shall be free or Johnson Grass or other
noxious weeds and foreign materials. It shall be kept in a dry condition and shall not be molded or rotted.
(4) Water
Water shall be clean and free of industrial wastes and other substances harmful to the growth of sod or to the area
irrigated.
602.3 Planting Season
All planting shall be done between April and November except as specifically authorized in writing by the Engineer Architect.
602.4 Construction Methods
After the designated areas have been completed to the lines, grade and cross sections indicated, the surface shall be worked to
a depth of not less than 4 inches with a disc, tiller or other equipment approved by the Engineer- Architect. Fertilizer nutrients
shall be applied and tilled. Areas that become crusted shall be reworked to an acceptable condition before sodding. Sodding of
the type specified shall conform to the requirements hereinafter described. The Contractor shall give continuous care to the
sodded area until the sod is accepted.
(1) Placing
Bern No. 602
Sodding for Erosion Control
The sod shall be placed on the prepared surface with the edges in close contact and alternate courses staggered. In
ditches the sod shall be placed with the longer dimension perpendicular to the flow of water in the ditch. On slopes.
starting at the bottom of the slope, the sod shall be placed with the longer dimension parallel to the contours of the
ground. The exposed edges of sod shall be buried flush with the adjacent soil. On slopes exceeding 3:1 or where the
sod may be displaced, the sod shall be pegged with not less than 4 stakes per square yard with at least 1 stake for
each piece of sod.
Pegs shall be of wood lath or similar material, pointed and driven with the flat side against the slope. 6 inches into the
ground, leaving approximately Yx inch of the top above the ground.
Page 1 04 17 86 602
(2) Watering
Immediately after the area is sodded. it shall be watered with a minimum of 5 gallons of water per square yard or at
10 day intervals as needed and as directed by the Engineer+Architect. Water shall be applied at a minimum rate of 3
gallons per square yard as required or as directed by the Engineer until final acceptance by the City or until the grass
uniformly reaches 21'2 inches in height.
Availability of water from Water and Waste Water Utility will be limited as stated under the Emergency Water Conser-
vation Plan. Stages II III and IV. City Ordinance No. 85- 0207 -B, effective May 1, 1985. The Ordinance provides for
special permits. variances and compliance agreements to meet special watering requirements. For more information
call the Water - Saver's Hotline.
(3) Finishing
Where applicable, the shoulders, slopes and ditches shall be smoothed atter planting has been completed and
shaped to conform to the desired cross sections. Any excess dirt from planting operations shall be spread uniformly
over adjacent areas or disposed of as directed by the Engineer so that the completed surfaces will present a neat
appearance. All areas sodded shall be rolled. when sufficiently dry atter the initial watering application.
602.5 Block Sodding
At locations indicated or where directed, sod blocks shall be carefully placed on the prepared areas. The fertilizer shall then be
applied in accordance with the applicable provisions of Item No. 606, "Fertilizer" and thoroughly watered. When sufficiently dry,
the sodded area shall be rolled or tamped to form a thoroughly compacted. solid mat. Any voids lett in the block sodding shall be
filled with additional sod and tamped. Surfaces of block sod which. in the opinion of the Engineer. may slide due to the height and
slope of the surface or nature of the soil. shall be pegged with wooden pegs driven through the sod blocks into firm earth suffi-
ciently close to hold the block sod firmly in place- Edges along curbs and drives, walkways. etc., shall be carefully trimmed and
maintained until accepted.
602.6 Mulch Sodding
The sod source shall be disked in 2 directions cutting the sod thoroughly to a depth of not less than 4 inches. Sod material shall
be excavated to a depth of not less than 4 inches or more than 10 inches. being careful to avoid having soil containing no grass
roots. The disked sod may be windrowed or otherwise handled in a manner satisfactory to the Engineer Architect The material
may be rejected if not kept in a moist condition.
Prior to placing mulch sod. the slopes shall be scarified by plowing furrows 4 inches to 6 inches deep along horizontal slope lines
at 2 foot intervals measured along the slope. Excavated material from the furrows shall not protrude more than 3 inches above
the original surface cf the cut. Fertilizer shall be distributed uniformly over the area in accordance with the applicable provisions
of Item No. 606. "Fertilizer ". The sod shall then be dumped upon the prepared area and spread uniformly to the thickness
indicated.
Any section not true to lines and cross sections shall be remedied by the addition of sod material or by reshaping the material to
meet the requirements of "Finishing above. After the sod material has been spread and shaped. it shalt be compacted with a
corrugated roller of the "Cultipacker type. All rolling of slope areas shall be on the contour.
602.7 Measurement
Work and acceptable material for ''Sodding for Erosion Control" will be measured by the square yard complete in place with a
minimum of 95 percent growth with a 21/2 inch stand of grass.
602.8 Payment
The work performed and materials furnished and measured as provided under "Measurement will be paid for at the unit price
bid for Bermuda Block Sodding ". St. Augustine Block Sodding" or 'Bermuda Mulch Sodding as the case may be. which prices
shall each be lull compensation for completing the work including all water, rolling. pegging and fertilizer as indicated.
Payment will be made under one of the following:
Pay Item No. 602 - Bermuda Block Sodding — Per Square Yard.
Pay Item No. 602 - St. Augustine Block Sodding — Per Square Yard.
Pay Item No. 602 - Bermuda Mulch Sodding — Per Square Yard.
End
602 04 17 86 Page 2
606.3 Construction Methods
Item No. 606
Fertilizer
606.1 Description
This item shall consist of providing and distributing fertilizer over such areas as indicated and in accordance with these
specifications.
606.2 Materials
All fertilizer used shall be delivered in bags or containers clearly labeled showing the analysis. The fertilizer is subject to testing
by the State Chemist in accordance with the Texas Fertilizer Law. A pelleted or granulated fertilizer shall be used with an analysis
indicated below. The figures in the analysis represent the percent of nitrogen, phosphoric acid and potash nutrients. respectively,
as determined by the methods of the Association of Official Agricultural Chemists. Fifty percent or greater of the Nitrogen re•
quired shall be in the form of Nitrate Nitrogen (NO,). The remaining Nitrogen required may be in the form of Urea Nitrogen
(CO(NH,),).
In the event it is necessary to substitute a fertilizer of a different analysis, it shall be a pelleted or granulated fertilizer with a lower
concentration. The total amount of nutrients furnished and applied per acre shall equal or exceed that specified for each nutrient.
Pelleted or granulated fertilizer shall be applied uniformly over the area specified to be fertilized and in the manner directed for
the particular item of work. The fertilizer shall be dry and in good physical condition. Fertilizer that is powdered or caked will be
rejected. Distribution of fertilizer tor the particular item of work shall meet the approval of the Engineer.
Unless otherwise indicated, fertilizer shall be applied uniformly at the following rate:
FERTILIZER APPLICATION
NEW CONSTRUCTION FERTILIZER ANALYSIS
USE TYPE POUND PER ACRE NEW PLANTING MAINTENANCE
Broadcast Seeding Any 400 15-15-15 15 -10 -5
Hydraulic Planting Water Soluble 653 15 -15 -15 15 -10 -5
Sodding Any 300 15 -15-15 15 -10 -5
Trees Any — 16 -8 -0 15 -15 -15
Damaged Trees Any — 16 -8 -0 15.15.15
Shrubs and Plants Any — 16 -8 -0 15 -15 -15
Maintenance fertilizing shall be applied every 6 months after the new sod or grass is placed or until the work is accepted by the
City.
606.4 Measurement
Work and acceptable material for "Fertilizer" wilt be measured by the ton o12,000 pounds or by the 100 pounds as determined by
approved scales or guaranteed weight of sacks shown by the manufacturer.
606.5 Payment
The work performed and materials furnished and measured as provided under "Measurement" will be considered subsidiary to
other items in the contract unless shown in the Bid as a Pay Itent in which case it will be paid for at the unit price bid tor "Fertil-
izer" of the analysis specified, which price shall be full compensation for furnishing all materials and performing all operations
necessary to complete the work.
Payment, when specified, will be made under one of the following:
Pay Item No. 606 -A: Fertilizer — Per Ton.
Pay Item No. 606-6: Fertilizer — Per 100 Pounds.
End
Page 1 04 :1786 606
Item No. 610
Preservation of Trees and Other Vegetation
610.1 Description
This item shall consist of the proper care and treatment of all trees and other vegetation in the vicinity of any development
activity.
610.2 Materials
(1) Protective Fencing
Protective fencing refers to materials used to protect the root zones of trees. Three basic types of protective fencing
materials shall be used as indicated. Type A and Type B are typical, and shall be-installed where damage potential is
high. Type C is to be installed where damage potential is minimal. Type C fence matenais shall be subject to approval
by the City Arborist for Site Permit Projects, or the Engineer/Architect for City administered projects. It shall be
replaced by Type A or Type B fencing if it fails to perform the necessary function.
Type A Chain Link fence (Typical)
Six -foot chain link fencing with tubular steel support poles
Type B Wood Fence (Typical)
Any planking; 4x4 -inch for every fourth vertical support; 2x4 -inch for intermediate vertical supports and horizontal
stringers.
Type C Other Materials (Limited Application)
The following materials will be permitted as alternates for limited application where tree damage potential is minimal (as
determined by the City Arborist on Site Permit Projects, or the Engineer/Architect on City administered projects):
(a) Mesh type field fencing with fluorescent surveyors flagging.
(b) High visibility plastic construction fencing.
Fabric shall be 4 feet in width, made of high density polyethylene resin, extruded and stretched to provide a
highly visible intemational orange, non - fading fence which will remain flexible from -60 F to 200 F, and be inert
to most chemicals and acid. Pattem may vary from diamond to circular with a minimum weight per foot of 0.4
Ibs./Ft., a 4 foot width minimum tensile yield strength (Horiz.) of 2000 psi, ultimate tensile strength of 2680 psi
( Horiz.) and a maximum opening no greater than 2 inches.
(c) Other approved equivalent restraining material.
All of the above fencing materials shall be supported with -steel pipe, tee posts, U posts or 2" x 4' timber posts, 5-1/2
feet in length minimum. spaced no more than 8 feet on centers. Fabric to be secured to post by bands or wire ties.
(2) Trunk Protection
Any 2 x 4 -inch or 2 x 6 -inch planking; plastic strapping.
(3) Tree Dressing
Any asphaltic tree wound paint.
(4) Dry Wells
Native stone, railroad ties or equivalent timber with PVC aeration systems in fill areas conforming to ASTM D -2729,
SDR -35.
(5) Paving
Permeable segmented pavers in conjunction with PVC pipe aeration system or concrete on gravel base with cored
holes.
610 08/25/95 Page 1 Preservation of Trees
(6) Fertilizer
Fertilizer shall conform to Item No. 606, "Fertilizer".
610.3 Construction Methods
(1) Protective Fencing
All trees and shrubs in the proximity of the construction site shall be_ carefully checked for injuries prior to beginning
any development activity.
All individual trees, shrubs, and natural areas to be preserved shall be protected during constriction with temporary
fencing as indicated.
Protective fences shall be installed prior to the start of any site preparation work (clearing, grubbing, or grading), and
maintained in functioning condition throughout all phases of the construction project.
Protective fence locations in close proximity to intersecting streets or drives shall adhere to the site distance criteria
found in Section 1 of the Transportation Criteria Manual.
Protective fences shall be constructed at the locations (typically the outer limits of the Crtical Root Zone) and with
materials indicated to prevent the following:
(a) Soil compaction in the root zone area resulting from vehicular traffic or storage of equipment or materials.
(b) Root suffocation from excess fill or sedimentation accumulation (greater than four (4) inches).
(c) Feeder root Toss due to minor grade lowering (two (2) to six (6) inches).
(d) Structural and feeder root toss due to major grade lowering (more than six (6) inches) or trenching.
(e) Wounds to exposed roots, trunks or limbs by mechanical equipment
(f) Other activities detrimental to trees such as chemical storage, cement truck cleaning, and fires.
Exceptions to installing fences at the Critical Root Zone may be permitted in the following cases.
(a) Where trees are dose to a proposed building or other construction activity, erect the fence to allow the minimum
necessary work space between the fence and the structure and apply organic mulch to a depth of four (4) to six
(6) inches in the unprotected root zone area;
(b) Where permeable paving is to be installed within a tree's Critical Root Zone, erect the fence at the outer limits of
the permeable paving area prior to any site grading (no grading shall take place under permeable paving);
(c) Where there are street -side pedestrian walkways, fences shall be constructed in a manner which does not
obstruct safe passage;
(d) Where there are severe space constraints due to tract size or other special requirements, the Contractor shall
contact the City Arborist on Site Permit projects or the Engineer /Architect for City Administered projects to
discuss altematives.
Where any of the above exceptions result in a fence being closer than five (5) feet to a tree trunk, the Contractor shall
protect the trunk with strapped -on planking to a height of 8 feet (or to the limits of lower branching) in addition to the
reduced fencing provided.
(2) Repair of Damage
Tree roots scarred by equipment shall be cut leanly and covered with top soil. Mien tree roots are pruned, a
comparable portion of selected branches shall be cut from the tree on the opposite side. Limb pruning shall be made
at the branch collar as indicated. At limbs greater than 1 inch in diameter shall be precut to prevent splitting. All cut
limbs shall be treated with an approved tree dressing. Tools shall be disinfected with alcohol or 5 ppm chlorine
solution between trees to prevent transmitting diseases.
All trees damaged during construction shall receive an application of fertilizer within the drip line conforming to Item
No. 606, "Fertilizer' at the rate of 4 pounds per caliper inch.
610 08/25/95 Page 2 Preservation of Trees
End
(3) Cutting and Filling Around Trees
When an excavation or embankment is placed within the dripline of any tree greater than 8 inches in diameter, a dry
well shall be constructed to protect the tree as indicated, when the cut or fill exceeds 8 inches.
(4) Paving Around Trees
Where paving is necessary within the dripline of any tree greater than 6 inch diameter, a permeable pavement and
aeration system must be installed as indicated, except for street construction.
(5) Tree Removal
Any trees which are indicated for removal or which may interfere with the construction shall be removed subject to the
approval of the Engineer. Trees over 19 inches in diameter, measured 4 1/2 feet above the existing ground, shall
require review by the City Arborist prior to removal in accordance with the Tree Ordinance. When a tree or shrub is
determined to be removed, it shall be cut to a depth of 12 inches below the surrounding ground line. After removal,
soil is to be placed in the hole to match the existing grade. After cutting the tree into pieces that can be managed, it
will be removed from the site and disposed of. All work shall be conducted in such a manner as to protect all facilities,
improvements and vegetation in the work area.
All damage resulting from tree removal or pruning shall be repaired at the Contractor's expense.
(6) Final Cleanup
All temporary tree and shrub preservation measures shall be removed when the construction has been completed.
610.4 Measurement
Tree and shrub trimming, fencing, drains, fertilization, etc., will not be measured for payment unless included as a contract pay
item. Dry wells for tree protection will be measured by the units, complete in place, conforming to Item No. 623, "Dry Stack Rock
Wall ".
610.5 Payment
The work and materials prescribed herein will not be paid for directly, except the dry wells, but shall be considered subsidiary to
other items unless payment is included as a contract pay item.
Payment will be made under.
Pay Item 610AS: Safety Fencing Type A Chain Link fence (Typical) - Per Linear Foot
Pay Item 610AB: Safety Fencing Type B Wood Fence (Typical) - Per Linear Foot
Pay Item 610AC: Safety Fencing Type C Other Materials (Limited Application) - Per Linear Foot
Pay Item No. 610T: Dry Stack Rock Wall (Tree Protection) - Per Each.
610 08/25/95 Page 3 Preservation of Trees
626.1 Description
This item shall consist of a natural or man -made drainageway of parabolic or trapezoidal cross section that is below adjacent
ground level and is stabilized by suitable ground cover. The flow is normally wide and shallow and conveys the runoff down the
slope.
626.2 Materials
(1) Soil Retention Blanket
Soil Retention Blanket shall conform to Item No. 605. "Soil Retention Blanket ".
(2) Seed
Seeding shall conform to Item No. 604, "Seeding for Erosion Control ".
(3) Sod
Sodding shall conform to Item No. 602, - Sodding for Erosion Control ".
(4) Water
Water shall be clean and free of industrial wastes and other substances harmful to the growth of grass or to the area
irrigated.
626.3 Construction Methods
The waterway shall be excavated or shaped to line, grade and cross section indicated and be free of bank projections or other
irregularities which could impede normal flow. Ground cover operations will be undertaken immediately after excavation. as
indicated.
626.4 Measurement
Acceptable completion of work as prescribed will be measured by the square yard when the groundcover is completely re- estab-
lished and side slopes are stabilized, maintaining the swale and removing any silt accumulations prior to final acceptance. Addi-
tional measurement will not be made for maintenance stabilization, sodding or other planting.
626.5 Payment
Work performed and materials furnished and measured as provided under "Measurement" will be paid for at the unit price bid
per square yard for "Grass -Lined Swale ", which price shall be full compensation for furnishing all materials. tor all excavation,
labor, planting and all incidentals necessary to complete the work.
Payment will be made under:
Pay Item No. 626: Grass -Lined Swale — Per Square Yard.
End
Item No. 626
Grass -Lined Swale
Page 1 04 17 86 626
Item No. 633
Landgrading
633.1 Description
This item shall consist of reshaping the existing topography in accordance with the plans. The purpose of landgrading is to
provide for erosion control and vegetation establishment on those areas where the existing topography is to be reshaped by
grading.
633.2 Materials
(1) Seeding
Seeding shall conform to Item No. 604, "Seeding for Erosion Control ".
(2) Pipe Underdrains
Pipe underdrains shall conform to Item No. 551. "Pipe Underdrains ".
633.3 Construction Methods
All sediment control practices and measures shall be constructed and in place before proceeding with the construction of ''Land -
grading". The sediment control practices and measures shall be maintained in accordance with the sediment control plan. Strip-
ped topsoil and fill for the establishment of vegetation shall be stockpiled in amounts necessary to complete finished grading of
all exposed areas. Temporary stockpiles, borrow areas and permitted spoil areas shall be shown on the plans and no other areas
shall be used for these purposes. Cleared areas to be filled shall be grubbed to remove trees, vegetation, roots and other objec-
tionable material as required by Item No. 102. "Clearing and Grubbing ". Seeps or springs encountered during construction shall
be intercepted and diverted to a pipe underdrain conforming to Item No. 551. "Pipe Underdrains ". Except for approved landfills.
fill material shall be free of brush, rubbish, rocks, logs, stumps, building debris and other objectionable materials that would
interfere with or prevent construction of satisfactory fills. All fills shall be compacted as required to reduce erosion, slippage,
settlement, subsidence or other related problems. Fill intended to support buildings, structures and conduits, etc., shall be com-
pacted in accordance with Item No. 132, "Embankment ". All graded areas shall be permanently stabilized and seeded imme-
diately following finished grading.
633.4 Measurement
Acceptable work performed as prescribed by this item will be measured by the square foot of the area to be graded which will
include stabilization and groundcover re- establishment.
633.5 Payment
Work performed and material furnished for this item will be paid for at the unit price bid per square foot of the area graded- Pipe
Underdrains, when required, will be paid for in accordance with Item No. 551, "Pipe Underdrains ".
Payment will be made under:
Pay Item No. 633: Landgrading — Per Square Fool.
End
Page 1 04 17 86 633
641.1 Description
This Hem involves constntctlng_a stabilized pad of crushed stone located at any point where traffic will
construction site to or from a public right of way, street, alley, sidewalk or parking area. The purpose of
entrance is to reduce or eliminate the tracking or deposition of sediment onto public right of way.
641.2 Materiels
Aggregate for construction shall conform to the following gradation:
Table 1: Aggregate Gradation Chart (TEX 4014, Percent Retained)
8 inch
0
5 inch
90-100
2 inch
100
Item No. 641
Stabilized Construction Entrance
be entering or leaving a
a stabilized construction
641.3 Construction Methods
All trees, brush, stumps, obstructions and other objectionable material shall be removed and disposed of so as not to interfere
with the excavation and construction of the entrance as indicated. The entrance shall not drain onto the public right of way or
leave the construction site
When necessary, vehicle wheels shall be cleaned to remove sediment prior to entrance onto public right of way. When washing
is required, it shall be done on an area stabilized with crushed stone which drains into an approved sediment trap or sediment
basin. All sediment shall be prevented from entering any storm drain, ditch or watercourse through use of sand bags, gravel,
boards, silt fence or other approved methods.
The entrance shall be maintained in a condition which will prevent tracking or disposition of sediment onto public right of way.
This may require periodic top dressing with additional stone as conditions demand and repair and/or cleanout of any measures
used to trap sediment. All sediment spilled, dropped,washed or tracked onto public right of way must be removed immediately.
641.4 Measurement
Acceptable work performed as prescribed in this Hem will be measured by unit of each stabilized construction entrance installed.
641.5 Payment
Work performed and materials furnished under this item shall be paid for at the unit price bid per each.
Payment, when included as a contract pay item, will be made under.
Pay Item No. 641: Stabilized Construction Entrance - Per Each.
End
Ref.: ENVIRONMENTAL CRITERIA MANUAL, Section 1.4.2.N Stabilized Construction Entrance
641 03/08/96 Page 1 Stabilized Construction Entrance (SCE)
642.1 Dmscription
This item shall consist of providing and placing a filter fabric fence including maintenance of
the fence, removal of acQIu silt and removal of the fence upon completion of the project.
642.2 Materials
(1) Fabric
(3)
(a) General: The filter fabric shall be of nonwoven polypropylene, polyethylene or
polyamide thermoplastic fibers with non-ravelling edges. The fabric shall be
nonbiodrgradab e, inert to most soil chemicals, ultraviolet resistant,
unaffected by moisture or other weather conditions, end permeable to water while
retaining sediment. The filter fabric shell be supplied in rolls a minim% of
36 inches wide.
(b) Physical Requirements: The fabric shall net the following requirements when
sampled and tested in accordance with the methods indicated.
(2) Posts: Posts shall be painted or galvanized steel Tee or Y -posts with anchor plates,
not less than 5 feet in length with a minimum weight of 1.3 pounds per foot with
a minim% Brinell Hardness of 143. Hangers shall be adequate to segue fence
and fabric to posts. Posts and anchor plates shall conform to ASTM A 702.
Wire Fence: Wire fence shall be welded wire fabric 2x4 -Wl. OxW1.0 and shall conform
to ITEM N0. 406 REZNFORCTIC SIEE...
642.3 Cmrstrixtion Methods
The silt fence fabric shall be securely attached to the posts and the wire support fence with
the bottom 12 inches of the filter material buried in a trench a minim% of 6 inches deep and 6
inches wide to prevent sediment from passing under the fence. When the silt fence is
constructed on impervious material, a 12 inch flap of fabric shall be extended upstream from
Item 642 05/01/90
It® Ho. 642
Silt Pence
Physical Properties Method Re ui emmts
Fabric Weight: (oz /sy) TM- 616-.J 4.5 minim%
Water Flow Rate: (gal/sq. ft/ TE1t -616J 40 medm%
minute)
Equivalent Opening Size: US CW-02215, US Army 40 to 100
Standard sieve. (number) Corps of Engineers,
Mullen Burst Strength: (psi) AS1M D 3786 300 minima
Ultraviolet Resistance; ASIM D 1682 70 minim n
Strength retention: (X)
Page 1 Silt Pence
the bottom of the silt fence and weighted to limit particulate lass. No horizontal joints will
be allowed in the filter fabric. Vertical joints shall be overlapped a minimm of 12 inches
with the ends sewn or otherwise securely tied.
The silt fence shall be a minimum of 24 inches high. Posts shall be embedded a adnimm of 12
inches in the ground, placed a maxima of 8 feet apart and set on a slight angle toward the
anticipated runoff source. When directed by the Engineer, posts shall be set at specified
intervals to support concentrated loads.
The silt fence shall be repaired, repl aced, and/or relocated when necessary or as directed by
the E Accumulated silt shall be removed when it reaches a depth of 6 inches.
642.4 Measuament
The work performed and the materials furnished under this item will be measured by the linear
foot of "Silt Fence ", complete in place.
642.5 Payment
The work performed and materials furnished and measured as provided under "Measurement" will be
paid for at the unit price bid per linear foot of "Silt Fence". The price shall be full
compensation for furnishing, hauling and placing all materials, labor, tools, equipment and
incidentals necessary to complete the work including inspecting, repairing, replacing and
relocating the fence, removal of silt and removal and disposal of all materials at the
completion of construction in and revegetatim of disturbed areas.
Payment will be made under:
Pay Item M. 642: Silt Fence for Erosion Control - Per Linear Foot.
END
Applicable References:
Standard Specifications Manual: Item No. 406
Standards Manual: Standard Detail No. 642 -1
Environmental Manual: Section 1, Water Quality Management, 1.4.2G Silt Fence
Item 642 05/01/90
Page 2 Silt Fence
701.1 Description
This item shall consist of fencing supported on posts and constructed of material and workmanship as indicated or as designated
by the Engineer.
701.2 Materials
(1) Chain Link Fabric
(a) The fabric width shall be as indicated. The overall height of the fence when erected shall be the height above
grade as indicated. The fabric shall be woven into an approximately 2 inch mesh such that in a vertical dimen-
sion of 23 inches along the diagonals of the openings there shall be at (east 7 meshes. The fabric shall have a
knuckled (1<) and twisted (T) finish for the top and bottom selvages respectively. The wire in the fabric shall
withstand a minimum tensile strength test of 75,000 psi after galvanizing. Except as provided herein, the chain
link fence fabric shall conform to ASTM A 392. Class I. The wire in the fabric shall be of gauge indicated.
(b) The fabric shall be hot dip galvanized after weaving and shall have a minimum coating of 1.2 ounces per
square foot of uncoated surface conforming to ASTM A 392, Class 1.
(2) Woven Wire Fencing
Woven wire fencing shall be either galvanized steel wire fencing or aluminum - coated steel wire fencing conforming
to the following requirements:
(a) Galvanized steel wire fencing shall conform to ASTM A 116, Class 3.
(b) Aluminum- coated steel wire fencing shall consist of aluminum- coated steel wire conforming to the requirement
for galvanized steel wire fencing, except the wire shall be aluminum coated, The wire shall not have less than
0.25 ounce coating of aluminum alloy per square foot of uncoated surface. The weight of the aluminum alloy
coating shall be determined in accordance with AASHTO 213.
(3) Wire Fencing
Wire shall be either galvanized or aluminum alloy coated No. 9 gauge steel wire conforming to the specifications for
galvanized steel or aluminum alloy coated woven wire fencing above.
( Wood Fencing
Wood for wood fencing shall be Wolmanized, cedar or as indicated. Concrete for post footings shall be Class 6
Concrete conforming to Item No. 403, "Concrete for Structures" or as indicated.
Metal Posts, Top Rails, Braces and Gates
Steel pipe used for posts, top rails, braces and gate frames shall contorm to ASTM A 120. Steel sections used tor
posts, top rails, frames and braces shall be a good commercial quality weldable steel. All material shall be new and
no used, rerolled or open seam material will be acceptable. All posts shall meet the weight and length requirements
indicated. The fabric bands and steel wire ties shall conform to the gauge and spacing indicated and shall be of
suitable design to fasten fabric to the posts. Wire ties of the gauge shown may be used in lieu of fabric bands. All
fittings required for posts shall be pressed or rolled steel, forge steel, malleable iron or wrought iron of good commer-
cial quality and as indicated.
(5)
(a) Line Posts
701 Rev. 09/30/67
(b) Terminal Posts
hem No. 701
Fencing
Line posts may be either H- column, T- section or tubular. Tubular line posts shall be fitted with watertight mal-
leable iron caps.
All end, comer and pull posts shall be known as terminal posts and shall be of either round or square sections.
All terminal posts shall be furnished with watertight malleable iron caps. Fabric shall be fastened to terminal
posts by steel stretcher bars and stretcher bar bands fitted with carriage bolts and nuts of the size and spacing
indicated.
Page 1 Fencing
(c) Gate Posts
Gate posts shall be either round or square. All gale posts shall be furnished with watertight malleable iron
caps. The fabric shall be attached to the gate posts by means of steel stretcher bars and stretcher bar bands
fitted with carnage bolts and nuts of the size and spacing indicated.
(d) Gates
The gate frames shall be fabricated from sections either round or square of the size and weight indicated and
shall be filled out with the same type fabric specified for the chain link fence. All gates shall be equipped with
approved malleable iron or steel latches. stops and center rest. A satisfactory locking device suitable for
padlocking shall be provided. The gates shall be hung by al least 2 steel or malleable iron hinges securely
fastened to the posts. Hinges shall not twist or turn under the action of the gate, shall be capable of allowing a
full 180 degree opening turn, shall be so arranged that a closed gate cannot be fitted off the hinges to obtain
entry and shall be easily operated by one person.
(e) Top Rail
The top rail shall be of size and weight indicated with outside sleeve type couplings at least 7 inches long. One
coupling in five shall have a heavy spring to take up expansion and contraction of the rail. The top rail shall be
installed before installing chain link fabric and shall pass through post tops.
(t) Braces
Fittings, Bolts and Other Miscellaneous Hardware
All fittings, bolts and miscellaneous hardware shall be hot dip galvanized in conformance with ASTM A 153,
(h) Tension Wire
(9)
All braces shall be of the size. weight and length indicated. All braces shall be trussed with rods and turn-
buckles or the dimensions indicated- Braces shall be installed on all terminal posts and shall extend to the
adjacent line posts. All corner and pull posts shall have braces on each side of terminal.
Between posts. the fabric shall be fastened to a top and bottom tension wire or to the top rail and bottom
tension, wire by steel wire ties of the gauge and spacing indicated. The tension wire shall be at least 7 gauge
galvanized coil spring steel of good commercial quality.
Tension wire shall have a minimum coating 01 0.8 ounce per square foot of uncoated surface when tested in
conformance with ASTM A 116-
(r) Security Fence
The security fence shall be 8 feet high with brackets and 3 strand barbed wire.
Of Galvanizing
Thin -wall, high- strength pipe posts shall be externally hot -dip galvanized with a minimum weight of coating of
0.9 ounce per square foot. After galvanizing, thin -wall, high strength pipe posts shall be externally chromated
by total immersion followed by application of clear cross - linked organic coating.
Interior surfaces shall have a hot -dip galvanized coating, a zinc base coating having an 81 percent zinc powder
by weight or a cross. linked organic coating containing a corrosion inhibitor. The zinc base and organic coat.
ings shall have a minimum thickness of 0.3 mil_
The Contractor shall furnish the manufacturer's certification together with test results to show the following:
The exterior clear - coated surface of the pipe shall have a demonstrated ability to resist 1000 hours of
exposure to salt fog with a maximum of 5 percent red rust when tested in accordance with ASTM B 117.
There shall be no film cracking of the clear finish coat after 500 hours exposure in a weatherometer in
accordance with ASTM G 23, Type E or EH Carbon Arc Weatherometer. There shall be no blistering or
cracking of the clear finish coat after 500 hours exposure to 100 percent relative humidity in accordance
with ASTM D 2247.
The interior coated surface shall have a demonstrated ability to resist 300 hours of exposure to salt log
with a maximum of 5 percent red rust when tested in accordance with ASTM B 117.
The uniformity of the zinc coating shall be determined by visual inspection. If, in the opinion of the Engineer.
visual examination is not conclusive. he may use the Preece Test as described in ASTM A 239. When so
701 Rev. 0973087 Page 2 Fencing
(3)
tested, all items shall withstand a minimum of 6 one minute dips except tor those items designated in ASTM
A 153 as Class 5-2, 5-3, C and D which shall withstand a minimum of 4 one minute dips.
Careful visual inspection shall be made to determine the quality of the zinc coaling. Excessive roughness:
blisters. salammoniac spots. bruises and flaking if present to any considerable extent. shall provide a basis for
rejection. Where practicable, all inspection and tests shall be made at the place of manufacturer prior to ship-
ment and shall be so conducted as not to interfere unnecessanly with the progress of the work.
Damaged spelter coating shall be repaired by thoroughly wire brushing the damaged area and removing all
loose. cracked or weld -burner spelter coating. The cleaned area shall be painted with 2 coats of zinc oxide -
zinc dust paint conforming to the requ of Federal Specification TT- P -641B. The paint shall be fur-
nished at his expense.
( Concrete
Concrete for post footings, catch blocks, anchors and other such items related 10 the fence construction, shall be
Class A Concrete conforming to Item No. 403. "Concrete for Structures ". Maximum size of aggregate shall be
inch. Hand mixing of concrete will be permitted on batches under +/z cubic yard. All batches exceeding this volume
will be machine.mixed.
701.3 Inspection and Sampling
The Contractor shall furnish, upon request of the Engineer, samples of each component part of the fence including fittings. These
samples shall be subjected to the galvanizing, weight and where required, strength tests. A sample may be taken for each project
or for each shipment to a project, when requested by the Engineer. All samples shall be furnished to the City free of charge.
If any specimen tested fails to meet the requirements of this specification, 2 additional specimens shall be cut from the remainder
of the sample and tested, both of which shall meet the requirements in every respect or the lot represented by the sample may be
rejected.
701.4 Construction Methods
The Chain Link Fence shall be erected to lines and grades established by the Engineer in accordance with the details indicated.
The fence shall be true to line, taut and shall comply with the best practice for fence construction of this type.
(1) Erection of Posts
Posts shall be set plumb and permanently positioned and anchorages firmly set before fabric is placed. Posts shall
be set in concrete, unless otherwise indicated.
Concrete footings shall be carried to the depth and dimensions indicated. Where rock is encountered within the
required depth to which the post is to be erected, a hole of a diameter slightly larger than the largest dimension of the
post may be drilled into the rock and the post grouted in. The regular dimensioned concrete footing as indicated shall
then be placed between the top of the rock and required grade indicated. Posts shall be approximately centered in
their footings. All concrete shall be placed promptly and compacted by tamping or other approved methods. Con-
crete shall be finished in a dome and shall be cured a minimum o148 hours before further work is done on the posts.
Pull posts shall be placed not over 500 feet apart in straight runs and at each vertical angle point, at as directed by
the Engineer. Comer posts shall be placed at each horizontal angle point greaser than 15 degrees. Corner and pull
posts shall have horizontal braces and tie rods as specified above and as indicated.
(2) Erection of Top Rail and Tension Wire
The top rail and bottom tension wire and/or top and bottom tension wires shall be installed before installing the chain
link fabric. The top rail shall be firmly attached in final position. Tension wires shall be within 4 inches of the top and
bottom of the fabric and shall be pulled taut.
Erection of Fabric
Alter all posts have been permanently positioned and anchorages firmly set, the fabric shall be placed by securing
one end and applying sufficient tension to the other to remove all slack before making attachments. Fabric shall be
fastened as indicated and the bottom of the fabric shall be placed a normal distance of 2 inches above the ground
line; however, over irregular ground this distance may vary between 1 inch and 6 inches for a distance not to exceed
6 feet. Any necessary backtilling required, in order to comply with these provisions, will be considered as incidental
work
701 Rev 09/30/67 Page 3 Fencing
(4) Fence Grounding
This fence shall be grounded where a power line passes over the fence. In any case. a ground Shall be provided at
not to exceed 1.000 feet apart in straight runs of fence. Each indiwduai section of fence shall have at least 1 ground.
The ground shall consist of a copper-weld rod 6 feet long and a minimum of % inch in diameter driven or drilled in
verLcalty until the top 01 the rod is approximately 6 inches below the top of the ground. A No. 6 solid copper conductor
shall be brazed to the rod and to the fence in such a manner that each element of the fence is grounded.
(5) Erection of Wood Fencing Material
After all posts have been perrnanentiy positioned and anchorages firmly set, stringers shall be placed and boards
secured to the stringers. Other techniques utilizing modular precut panels may be used, when indicated.
701.5 Measurement
Chain Link Fence. 01 each height specified, will be measured by the linear foot of fence measured at the bottom of the fabric
along the centerline of fence from center to center of terminal posts, excluding gates. Gates will be measured as each gate,
complete in place.
701.6 Payment
The work performed and material furnished as prescribed by this item, measured as provided under "Measurement" will be paid
for at the unit pace bid for "Chain Link Fence" of the height specified which pace shall be Lull compensation for furnishing and
installing all fencing materials (except gates) including all miscellaneous fittings, braces, post caps, line wires, connection clips or
wires: digging post holes and grouting in rock where required: furnishing and placing concrete tor setting posts; furnishing and
installing all electrical grounds: all hauling and handling charges; and for all manipulations, labor, tools, equipment and inciden-
tals necessary to complete the work, including excavation, •backfilling and disposal of surplus material.
Gates measured as provided under "Measurement" will be paid for at the unit price for "Pedestrian Gate" or "Vehicular Gate ", of
the type, height and opening specified which price shall each be full compensation for furnishing all materials; fabricating. prepa-
ration. hauling. handling charges and erecting. including all miscellaneous fittings, braces, latches, gate hinges, stops and center
anchorage: and for all manipulations, labor, tools, equipment and incidentals necessary for complete installation.
Payment will be made under one of the following:
Pay Item Na 701.k Chain Link Fence — Per Linear Foot.
Pay Item Na 701.8: Chain Link Pedestrian Gate, Foot x -
Pay Item Na 701 -C: Chain Link Vehicular Gate, Foot x _
Pay Item No. 701.0: Wire Fence — Per Linear Foot.
Pay Item Na 70I.E Wood Fence — Per Linear Foot.
Pay Item Na 701.F: Wood Fence Pedestrian Gate, Foot x
Pay Item No. 701•G: Wood Fence Vehicular Gate Foot x
Pay Item Na 701 -H: Security Fence — Per Linear Foot.
Pay Item Na 701 -T: Temporary Fence, Foot High
End
Foot — Per Each,
Foot — Per Each.
Foot — Per Each.
Foot — Per Each.
Type — Per Linear Foot.
701 Rev 09/30/87 Page 4 Fencing
702.1 Description
This item shall consisl of removing, replacing or relocating existing fence. gates and hardware to location and typical details
indicated or as directed by the Engineer.
702.2 Removing Existing Materials
The existing boards, fabric, posts, wire, rails. braces. hardware, gates and miscellaneous items shall be carefully removed.
bundled, rolled and stockpiled as required, for installing at the new fence assignment. The removal and handling shall be such
that the fence materials may be reused in the relocated fence.
(1) Removing Fabric and Wire
Fabric and wire of all types shall be carefully untied or disassembled from Inc posts and other appurtenances and
shall be rolled in bundles of a size for handling with ordinary equipment.
(2) Removing Posts
Posts shall be carefully removed from the ground and the concrete footing removed. Holes shall be filled with dirt and
thoroughly compacted.
(3) Removing Boards
Boards of all types shall be carefully disassembled from the rails and other appurtenances to facilitate removal in
panels. Excess material removed shall be disposed of as indicated below.
(4) Storage of Materials
Storage of all salvable materials to be reinstalled shall be stored on site or at such other locations as the Contractor
may elect, which shall be subject to approval by the Engineer. Security and maintenance of the salvable materials
shall be the responsibility of the Contractor.
(5) Excess Materials
Excess materials, either damaged or unsuitable for reinstallation or unnecessary for completing the scope of the
fence work in the new alignment shall be offered to the owner before removal from the site by the Contractor.
702.3 New Materials
New materials required to complete the fence at the location indicated will be of equal quality to the existing materials. No used
materials from other projects or from the Contractor's own used material stocks will be allowed. The new materials to be fur-
nished will be those necessary to replace items Irom the existing fence which were damaged during removal operations or which
for other reasons cannot be reused.
702.4 Construction Methods
The removed fence shall be installed at the new assignment in accordance with the typical details indicated and will comply with
the best practice for fence construction of the specified type.
702.5 Measurement
Fences of the height and type to be relocated will be measured by the linear foot of fence in its new location measured at the
bottom of the fence along the centerline of the fence from center to center of terminal posts, excluding gates.
702.6 Payment
hem No. 702
Removing and Relocating Existing Fences
The work performed and material furnished as prescribed by this item measured under "Measurement" will be paid for at the unit
price bid for "Removing and Relocating Fences' of the size and type specified to be relocated, which price shall be full compen-
sation for removing, salvaging, storing and handling all existing fence materials; furnishing new posts, boards, rails, braces. tie
wires, connection clips, fabric, rails, brace rods and any other fence component items that were damaged during removal and
necessitating new material being fumished to complete the project; digging post holes and grouting in rock where required;
fumishing concrete for post footings; and for all manipulations, labor, tools, equipment and incidentals necessary to complete the
work including excavation, backfilling and disposal of surplus materials.
Gates as provided under "Measurement" will be paid for at the unit price bid for Removal and Relocation of Existing Pedestrian or
Vehicular Gates of the type and size specified to be relocated, which price shall be Lull compensation for removing the gate from
702 Rev. 09130187
Page 1 Removing and - Relocating Existing Fences
the existing handing storing and hauling all gate materials. furnishing any new materials necessary Or .rstal,,nc at
new locations: providing new center anchorage blocks, latches and catch blocks and for manipulations. labor. tools. eguipme ^'.
and incidentals necessary to complete the gate relocation.
Payment will be made under one of the following:
Pay Item No. 7024• Removing and Relocating Existing Ft Chain Link Fence —Per Linear Foot.
Pay Item Na 702•B: Removing and Relocating Existing Ft x Ft Chain Link Pedestrian Gate - Far Ea_r.
Pay Item No. 702•C: Removing and Relocating Existing _ Ft x Ft. Chain Link Vehicular Gate — Per Eacn.
Pay Item No. 702•13: Removing and Relocating Existing Ft. Wooden Fence — Per Linear Foot.
Pay Item No. 702•E Removing and Relocating Existing _ Ft x _ Ft. Wooden Pedestrian Gate— Per Eacn
Pay Item No. 702.F. Removing and Relocating Existing _ Ft. x _ Ft. Wooden Vehicular Gate — Per Each.
Pay Item No. 7024: Removing and Relocating Existing Ft Wire Fence — Per Linear Foot.
Pay Item Na 702•H: Removing and Relocating Existing _ Ft x _ Ft. Metal Gate — Per Each.
End
Ret. 403
702 Rev 09/30/87
Page 2 Removing and Retocating Existing Fences
703.1 Description
This item to consist of temporary safety fencing supported on posts and
constructed of materials as indicated and removed when excavation is
backfilled.
703.2 Materials
(1) Fabric
(a) Fabric to be 4 feet in width, made of high density
polyethylene resin, extruded and stretched to provide a highly
visible international orange, non - fading fence which will
remain flexible from -60 F to 200 F, and be inert to most
chemicals and acid. Pattern may vary from diamond to circular
with a minimum weight per foot of 0.4 lbs. /Ft., a 4 foot width
minimum tensile yield strength (Horiz.) of 2000 psi, ultimate
tensile strength of 2680 psi (Horiz.) and a maximum opening no
greater than 2 inches.
(2) Metal Posts
Steel pipe, tee posts, U posts or 2" x 4" timber posts, 5 - 1/2
feet in length minimum, spaced no more than 8 feet on centers.
Fabric to be secured to post by bands or wire ties.
703.3 Construction Methods
703.4 Measurement
Item 703
Fencing for Excavations
Prior to commencing construction suitable barricades, signs and traffic
handling devices to be installed to protect workers and public. Safety
fencing to be erected to lines and grades indicated. Excavations within
750 ft. of schools or day care centers require special attention by
Contractor to secure entry while work is in progress. Fence to be
installed prior to excavation and maintained until excavation is
backfilled. Fence to be placed a minimum of 4 feet from edge of
excavation. Posts to be driven in ground a minimum of 18 inches. At
completion of each day's work, safety fencing to be pulled taut, and entry
secured. When safety fence is no longer needed, Contractor to remove fence
and posts and patch any damage to surfaces.
Safety fencing to be measured by linear foot of fence measured along
ground; gates will not be measured separately.
703 09/22/88 Page 1 Fencing for Excavations
703.5 Payment
❑ork performed and materials furnished as prescribed by this item, measured
as provided under "Measurement ", to be paid for at the unit price bid for
"Safety Fencing" which price to be full compensation for furnishing,
installing and removing safety fencing and gates, including posts, bands or
ties, and for manipulations, labor, tools, equipment and incidentals
necessary to complete the work, removal and patching damaged surfaces.
Payment will be made under:
Pay Item 703: Safety Fencing - Per Linear Foot
END
Ref 803, 824
703 09/22/88 Page 2 Fencing for Excavations
801.1 Description
This item shall consist of the construction, manipulation, maintenance and removal, if required, of detours of the length and to the
lines, grades and typical sections indicated and providing for installing, moving, replacing, maintaining, cleaning and removing
upon completion of the work, as required, all detour markers, signs, barricades and other devices used in traffic control and
handling at the construction site as indicated or as directed by the Engineer.
801.2 Materials
(1) Flexible Base
Flexible Base shall conform to Item No. 210, "Flexible Base (Crushed Stone) ".
(2) Asphalt Stabilized Base
Asphalt Stabilized Base shall conform to Item No. 206, "Asphalt Stabilized Base (Plant Mix) ".
(3) Prime Coat
Prime Coat shall conform to Item No. 306, "Prime Coat ".
(4) Tack Coat
Tack Coat shall conform to Item No. 307, "Tack Coat ".
(5) Seal Coat
Seal Coat shall conform to Item No, 312, "Seal Coat ".
(6) Hot Mix Asphaltic Concrete Pavement
Hot Mix shall be Type D conforming to Item No. 340, "Hot Mix Asphaltic Concrete Pavement ".
(7) Construction Pavement Markings
(a) Traffic Tape shall conform to Item No. 864, "Abbreviated Pavement Markings ".
(b) Pavement Paint shall conform to Item No. 860, "Pavement Marking Paint ".
(c) Pavement Markers shall conform to Item No. 863, "Reflectorized Pavement Markers ".
(8) Barricades, Signs and Traffic Handling
Barricades, Signs and Traffic Handling shall conform to Item No. 803, "Barricades, Signs and Traffic Handling ". All
materials used in barricades shall be constructed with one of the following:
(a) Wood
(b) Wood and Steel
(c) Plastic
(d) Lights
For nighttime use it may be desirable to place flashing warning lights on the panels. When used in a
series for channelization, steady burn amber waming lights are required.
(9) Seeding
Seeding shall conform to Item No. 604, "Seeding for Erosion Control ".
801.3 Construction Methods
Item No. 801
Construction Detours
The detours shall be constructed at the locations and to the lines and grades indicated and it shall be the entire responsibility of
the Contractor to provide for the passage of traffic in comfort and safety without creating a dust problem.
Page 1 04.17/86 801
Flexible base material shall be deposited on the prepared subgrade, sprinkled, bladed, compacted and shaped to conform to the
typical sections indicated, conforming to the pertinent flexible base item. The finished base shall receive surfacing where indi-
cated in accordance with the pertinent surfacing items. After the detours are no longer needed for traffic, if indicated for removal,
the materials shall become the property of the Contractor to be disposed of off the project and the site restored to the original
contour of the ground or to produce a pleasing appearance by forming natural rounded slopes and seeded.
All barricades, signs and other types of devices listed above shall conform to details indicated and with the Texas Manual on
Uniform Traffic Control Devices (TMUTCD).
801.4 Maintenance
It shall be the Contractor's responsibility to maintain the detour and repair the surface markers. striping and storm water drainage
system as long as the detour is required.
801.5 Measurement
"Construction Detours ", when included in the contract as a pay item, will be measured by the lump sum.
801.6 Payment
This item will be considered subsidiary to the various items of work. unless included as a separate pay item in the contract. When
included tor payment, It shall be paid at the lump sum bid for "Construction Detours ", which price shall be lull compensation for all
work, herein, specified, including the furnishing of all materials. equipment. tools, labor and incidentals necessary to complete
the work.
Payment, when included as a contract pay item, will be made under:
Pay Item No. 801: Construction Detour — Per Lump Sum.
End
801 04 17 86 Page 2
803.2 Materials
803.4 Maintenance
803 Rev. 09130/87
Item No. 803
Barricades, Signs and Traffic Handling
803.1 Description
This item shall consist of providing, installing, moving, replacing. maintaining, cleaning and removing temporary or permanent
Street closure barricades. signs or other devices required to handle the traffic in conformance with the current edition of the Texas
Manual of Uniform Traffic Control Devices for Street and Highways and as indicated or directed by the Engineer. Construction
Detours. if required, shall conform to Item No. 801, "Construction Detours ". Capital Improvement Project signs shall conform to
Item No. 802. "Capital Improvement Project Signs ".
All materials used in barricades. signs and traffic, handling shall conform to the following:
(1) Signs
Sign Plates — .080 in thickness alodine finished Federal Specification 6061 — T6 aluminum
Sign Posts — 1.25 ounce/square loot hot dipped galvanized welded steel tubing ASTM A 513, O.D. 2.375
inches, wall thickness .065 inch, 1.60 pounds per foot.
Hardware — Aluminum alloy ASTM A 444 sign hardware for clamp casting or stainless steel with galvanized
or electroplated cold rolled steel U bolts, bolts, washers and nuts.
(2) Sign Plate Message and Size
Sign Designation Size
OM — 4R 18 inch x 18 inch
W14 — 1 30 inch x 30 inch
(3) Lumber
Rails shall be new unweathered S4S grade #2 fir or yellow pine, of the size indicated.
Posts, of the size indicated, shall be pressure treated with pentachlorophenol.
(4) Concrete
Concrete shall be Class A Concrete conforming to Item No. 403, "Concrete for Structures ".
(5) Retro-Reflective Sheeting
Red and white strips shall conform to Table I CIE Chromaticity Coordinates, ASTM Designation D 523, ASTM 397,
SDHPT Test Method Tex-842 -B, ASTM D-987-48%, Atlas Twin ARC Weathering ASTM E 4269, Type E conforming to
ASTM D 822-6OX which requires the ASTM E 42 Type E Atlas XW data; L•2300B dated January 7, 1970.
(6) Paint
Exterior Oil base paint, colors as indicated.
803.3 Construction Methods
Prior to commencing construction, suitable "Barricades, Signs and Traffic Handling" devices shall be installed to protect the
workers and the public.
The Contractor shall be responsible for installing all markers, signs and barricades conforming to the Manual on Uniform Traffic
Control Devices and /or as indicated. If, in the opinion of the Engineer, additional markers, signs or barricades are needed in the
interest of safety, the Contractor will install such as are required or as directed by the Engineer.
It shall be the Contractor's responsibility to maintain, clean, move and replace if necessary, barricades, signs and traffic handling
devices during the time required for construction of the project. Permanent barricades shall be constructed as required atter the
completion of the street by drilling holes to place the posts and concrete foundations. Foundation Concrete shall be cured before
the rails are attached. When no longer needed all temporary Barricades, Signs and Traffic Handling Devices shall be removed
and the area restored to its original condition or as directed by the Engineer.
Page 1 Barricades, Signs and Traffic Handling
803.5 Measurement
The work performed and the materials furnished by this item as indicated. except for barricades. will not be measured for pay-
ment but will be considered subsidiary to the work or to Item No. 801. "Construction Detours".
Barricades shall be measured as each complete barricade constructed and placed as indicated. Any temporary barricades fur-
nished shall not be measured for payment and shall be considered subsidiary to the work or to Item No. 801, "Construction
Detours ".
803.6 Payment
The work performed and material furnished as prescribed by this item wit be paid for al the unit price bid tor "Barricades" per
each complete barricade.
Payment wit be made under:
Pay Item Na 803: Barricades — Per Each.
- Pay Item Na 803-L• Barricades — Lump Sum.
End
803 Rev. 09130(87
Page 2 Barricades, Signs and Traffic Handling
Item No. 824
Traffic Signs
824.1 Description
This item shall consist of the furnishing and placing of Traffic Signs including excavation and backfill, concrete, reinforcement,
posts, hardware and signs.
824.2 Materials
(1) Concrete
Concrete for sign post foundations shall be Class A concrete conforming to Item No. 403, "Concrete for Structures ".
(2) Reinforcing Steel
Reinforcing steel shall conform to Item No. 406, "Reinforcing Steel ". The sizes and dimensions shall be as indicated.
(3) Posts
Post tubing shall be in lengths of 10, 11, 12 and 13 feet as indicated. Diameter and size: Outside diameter (O.D.)
shall be 2.375 inches (2' /e inches); wall thickness shall be 0.065 inch; weight shall be 1.60 pounds per foot. Post shall
be constructed of welded steel tubing conforming to ASTM A 513 or ASA 6036T6 -Mil, ASA 25995 schedule 10
seamless aluminum.
Steel post tubing shall be hot dipped galvanized to obtain a weight 011.25 oz. /square foot of sheet meeting Federal
Specification A -G -90. Welded steel shall be hot dipped galvanized both inside and outside 01 tubing. Post tubing
shall have up to 11 each 3/4 inch holes punched or drilled as indicated. All sharp edges shall be removed from ends of
tubing to eliminate burrs, etc.
All posts shall be prepared and painted with a 2.5 mil thickness of Federal yellow enamel. Applied coating shall show
no damage by the following chemicals: gasoline, motor oil, alcohol, 30 percent sodium hydroxide, 30 percent hydro-
chloric acid, 30 percent nitric acid or 30 percent sulfuric acid.
(4) Hardware
The mounting clamp shall be able to be attached on a 2 /e inches outside diameter post by a U -bolt s /,s inch diameter
with 1 inch of threads on each end and shall meet the details indicated.
Hardware shall slide freely on pipe when properly loosened.
Clamp shall stand a torque of 15 ft. -Ibs. when tightening nuts on U -bolts or sign blanks to clamp.
U -bolt made from cold rolled steel shall stand a minimum of 20 ft.•lbs. torque when tightened around sign post.
Pipe clamp casting shall be aluminum alloy A 444.0 or 356.0 -F and all sign mounting clamp parts not made from
aluminum shall be cold rolled steel, stainless steel or galvanized steel,
The Contractor shall submit a sample of all types of mounting clamps they propose to use for approval prior to order-
ing materials. The Contractor shall furnish the results of any State or Federal rests performed upon their product with
the approved submittal.
(5) Sign Blanks
Sign blanks shall be 0.080 inch thickness, alodine finished 6061 - T6 aluminum of the dimensions indicated.
(6) Sign Faces (Reflective Sheeting)
The reflective material shall consist of spherical enclosed lens elements embedded within a transparent plastic
having a smooth, flat outer surface. The surface shall be compatible with recommended process inks needed to
produce sign faces.
Sheeting, decals and /or sign laces shall be furnished in the size, shape and quantity indicated.
Sheeting, decals and /or sign faces shall be free from ragged edges, cracks, tears, pits, blisters. similar defects,
foreign matter or other surface imperfections which would make it unsuitable for the intended usage.
Complete sign faces or 20 square feet sections of sheeting shall appear uniform in color and retrorellectwity when
viewed under normal day or night lighting conditions from a distance 01 50 feet.
Page 1 04 :17 86 824
All sheeting and each sign face shall have attached to the adhesive face a liner that will prevent contact between the
message faces and adhesive. This protective liner shall be capable of being removed by peeling without soaking in
any type of solvent and shall be easily removed after storage for 4 hours at 160 F under weight of 3.0 pounds per
square inch.
The diffuse day color shall comply with the specified color requirements. Color requirements are defined by an en-
dosed area formed by using the following CIE Chromaticity Coordinates as comer points and the listed Y reflective
limits.
The sheeting's face and all areas of the face of sign faces shall have an 85 F gloss meter rating of not less than 40
conforming to ASTM D 523.
The diffuse day color of the reflective sheeting shall be determined in accordance with ASTM Designation: E 97, "45-
degree, 0 -degree Directional Reflectance Factor of Opaque Specimens by Broad -Band Filter Rellectometry". (Geo-
metric characteristics must be confined to illumination incident within 10 degrees of and centered about a direction of
45 degrees from the perpendicular to the test surface; viewing is within 15 degrees of and centered about, the per-
pendicular to the test surface. Conditions of illumination and observation must not be interchanged) The standard to
be used for reference shall be the Munsell Papers. Papers must be recently calibrated on a spectrophotometer.
Reflective sheeting, decals and each sign face shall meet all the retrodirective reflectivity requirements for its respec-
tive type and color listed in the following table. Values are expressed in units of candlepower per foot candle per
square toot. Specific intensities shall be determined according to SDHPT Test Method Tex - 842 -B.
Decal or sign faces after 48 hours of conditioning, shall have a minimum tensile strength of sheeting o15 pounds per
inch width when tested in accordance with ASTM Designation: D 828.
The sheeting, decals or sign Laces, applied according to the manufacturer's recommendations to a clean etched
0.020 inch by 2 inch by 8 inch (0.51 mm by 50.8 mm by 203 mm) aluminum panel of Alloy 6061 -T6 conditioned a
minimum o148 hours and tested at 72 F (23 C) and 50 percent relative humidity shall be sufficiently flexible to show
no cracking when bent around a' /. inch (18.1 mm) mandrel.
The sheeting or sign faces shall permit cutting, application and color processing at any combination of the following
temperatures and relative humidity: Temperature 60 to 100 F, relative humidity 10 20 to 80 percent. Sheeting and sign
faces will permit heat curing and unapplied sheeting at temperatures up to 150 F and up to 200 F for applied sheeting
and sign faces.
Sheeting or sign faces after 48 hours of conditioning at 80 to 100 F, shall show no effect when exposed for 15 min-
utes to the following chemicals according to Federal Test Method 8801: mineral spirits, zylol. turpentine or methanol.
Thickness of sheeting without adhesive and screen ink shall be 4.5 to 5 mils.
Sheeting or sign faces applied (according to the manufacturer's specifications) to clean, smooth, paintable and
weatherproof surfaces, shall adhere so securely at temperatures of –2010 175 F, that peeling, pulling or scraping of
material from adhering surfaces in pieces containing areas greater than 3 square inches will be impossible. Adhe-
sion test to be run not less than 48 hours after application.
The reflective sheeting or sign faces shall include a precoated tack tree adhesive which will adhere to prescribed
surfaces only when activated by heat (175 to 200 F). The precoated adhesive shall not require additional adhesive
coats on the reflective material or the application surface.
Processed and applied on recommended procedures, the reflective material shall be weather resistant and following
cleaning, shall show no appreciable discoloration, cracking, blistering or dimensional change and shall not have less
than 50 percent of the specified (wet or dry) minimum reflective intensity values when exposed 10 1000 hours Atlat
Twin ARC weathering (ASTM Designation: G 23) in accordance with ASTM Designation: D 822. The following data is
required to assure correlation with other laboratories:
a. Type and model, of exposure device —ASTM Designation: G 23 Type E Atlas XW.
b. Type of light source — Sunshine carbon arc.
c. Age of filters —' /. of filters changed every 400 hours.
d. Flux density at sample location.
e. Spectural irradiance at sample location, 100. 360 micro -watts per square CM.
1. Elapsed exposure time — 1,000 hours.
g. Light/dark — water- humidity cycle employed — 102 minutes of light followed by 18 minutes of light with
spray, 5 days per week — 48 hours per week without light or spray.
Process colors (inks) —A minimum of 96 hours after processing, as well as atter the weatherometer exposure. no
process ink will be removed when tested as follows:
824 04/17!86 Page 2
a. Immerse in distilled water for 24 hours.
b. Remove from water and wipe dry with soft cloths.
c. Condition the panels for 8 hours at room temperature and humidity.
d. Make 2 parallel scratches, 1 inch apart, through to the metal.
e. Apply a 1 inch wide strip of "Scotch" Brand Masking Tape #250 and roll across the tape with 4 h pound
rubber roller, 8 times.
f. Quickly remove the tape with 1 motion and examine for damage to the inner coat or surface adhesion.
Unless otherwise indicated, the reflective sheeting for emblems, decals, cut out numbers and letters for vehicle
marking and identification shall meet the performance criteria set out in these specifications with the following excep-
tions: The above matenals shall be precoated with a positionable pressure sensitive adhesive backing meeting the
requirements set out above.
The message shall be as indicated.
824.3 Construction Methods
Excavation required shall be done through whatever substances encountered and to the dimensions and elevation indicated or
required by the site conditions as directed by the Engineer. This excavation shall be done in accordance with Item No. 401,
"Structural Excavation and Backfilling ", except that it will not be measured for payment and will be considered subsidiary to the
respective sign supports.
Reinforcing steel shall be positioned as indicated and shall conform to Item No. 406, "Reinforcing Steel ", except that it will not be
measured for payment but will be considered subsidiary to the respective sign supports.
Foundations for all pipe posts shall conform to Item No. 410, "Concrete Structures ".
Any posts to be imbedded in drilled shaft foundations shall be set carefully in the foundation holes and 4 directed by the Engineer,
shall be held in place by an approved template before the concrete for the foundation is placed. The forms and templates, if used,
shall not be removed until the concrete has aged a minimum of 24 hours. Springing or raking of posts to secure proper alignment
will not be permitted.
Electrical conduit where required and anchor bolts of the size, length and number as indicated, shall be positioned before the
concrete is placed. Anchor bolt groups shall be set and maintained in position with a template during the placement of that
portion of concrete into which anchor bolts are embedded. Care shall be taken to obtain the orientation of the anchor bolts and
spacing of the anchor bolt groups as indicated.
Parts of the concrete foundations extending above the natural or finished ground line shall be given an ordinary surface finish
conforming to Item No. 410, "Concrete Structures ". 11 a higher type finish is indicated, it shall conform to Item No 411. "Surface
Finishes for Concrete ".
No structure or post shall be erected on a concrete finish nor shall any traffic sign be attached to a sign post embedded in
concrete until the concrete has aged at least 7 curing days or until otherwise directed by the Engineer.
The length of each post for each traffic sign indicated shall be verified by the Contractor in order to meet the existing field condi-
tions and to conform with sign mounting heights indicated. Should it be necessary to field cut a steel post to shorten it, the cut end
shall be placed in the concrete foundation.
Pipe sign supports shall be built up as indicated. Any pan of the pipe which has bare metal exposed or from which the galvaniz-
ing has been knocked or chipped off down to bare metal in fabrication, transit or erection shall be repaired, in accordance with the
manufacturer's recommendations, by application of galvanizing repair compounds meeting Federal Specification O -G -93 (stick
only) or zinc dust -zinc oxide meeting Federal Specification TT -P -641 b.
The sign supports shall be located as indicated, except that the Engineer may shift a sign support where necessary to secure a
more desirable location. The Engineer will stake all sign support locations.
Sign supports shall be erected at the direction of the Engineer so that the sign faces will normally be vertical and, if necessary.
angled sufficiently away from perpendicular to the roadway when attached to the supports in order to prevent specular glare. If
specular glare is apparent on the mounted signs under nighttime inspection, corrective adjustments in the sign orientation shall
be made at the direction of the Engineer.
The multisection pipe post supports may, at the Contractor's option, be cast in the concrete foundation with or without the upper
post section attached. However, if installation is made with the upper post section attached, the support shall not be exposed to
traffic until the sign is properly affixed.
The pipe stub post shall be set carefully in the foundation holes and if directed by the Engineer, shall be held in place by an
approved form or template before the concrete for the foundation is placed. The forms and templates, if used, shall not be re-
moved until the concrete has aged at least 24 hours. No sign shall be attached to the posts until the concrete has aged at least 7
curing days or untilotherwise directed by the Engineer. A curing day shall be as defined in Item No. 410, - 'Concrete Structures'.
Page 3 04,17/86 824
Springing or raking of posts to secure proper alignment will not be permitted.
The Contractor shall be responsible for the correctness of shop fit and field connections. Post lengths shall be approved by the
Engineer prior to the fabrication of any support.
Backfilling shall conform to Item No. 401, "Structural Excavation and Backfilling" and the additional requirements herein.
All backfilling shall be completed prior to the erection of any sign on the structure.
Where dprap, embankment protection or surfacing is removed tor placing foundations for traffic signs, it shall be replaced with
like material as directed by the Engineer.
The message as indicated shall be screened on the reflective sheeting in accordance with the sheeting producer's recommended
practices utilizing screen inks approved by the Department. Screen inks shall conform to SDHPT Departmental Specification
0- 9.8300, "Flat Surface Reflective Sheeting ". Before application, the surface must be prepared to the satisfaction of the Engineer
in accordance with the manufacturer's instructions. Whenever the sign is applied over expansion joints, deep cracks or Seams. it
is to be slit to avoid tearing or lifting. Any applied sign that has wrinkles, air pockets, ragged edges, tears or bends shall be
removed and replaced at the sole cost of the Contractor.
Signs will be installed as indicated or as directed by the Engineer. The installation as a whole shall be carried out in conformance
with requirements herein stated and with details and dimensions indicated: Upon completion, the work shall present a neat and
workmanlike appearance.
824.4 Measurement
Traffic signs shall be measured as each complete sign constructed and placed as indicated.
824.5 Payment
The work performed and materials furnished as prescribed by this item will be paid for at the unit price bid for "Traffic Signs" per
each complete in place, which price shall be lull compensation for furnishing all materials, excavation, setting posts in concrete
and for all labor, tools, equipment and incidentals necessary to complete the work.
Payment will be made under:
Pay Item No. 824: Traffic Signs — Per Each.
End
824 04117 ;86 Page 4
;fi- : I ', ;•:
CERTIFICATE OF LIABILITY INSURANCE
A
�tEC��vo Ju _
PRODUCER COMPANIES AFFORDING COVERAGE
Insurance Network of Texas
A, CNA Insurance Companies
143 East Austin Street
Giddings, Texas 78492 B General Star Indemnity (Jarrett)
INSURED
C
C.C. Carlton Construction of Austin, Inc.
THIS IS TO CERTIFY THAT the Insured earned above is insured by the Co
operations hereinafter described, for the y mpanies the above of with standard to policies business
types of Insurance and In accordance with the provisions of the standard policies used
by the companies, and further hereinafter described, Exceptions to the policies are noted below,
CO TYPE OF TNSUItANCE POLICY EllrECT 'E EXPIRATION mars
LTR NUMBER DATE DATE
— (3RNERAL LiABQ,PI'Y
GENERAL AGGREGATE S 2;000,000.00
A C163092716 4 - - 4 - - PRODUCTS AGO S 2,000,000.00
AGTOMOBRE LtA0I rY
0astbtd.udev db
C163092733 4 -8 -98 4 -8 -99
;rXCESS LIABU.IrY
8 IUG357456 4 - 8 - 98 4 - 8 - 99
WORI(ERS' COMPENSATION AND EMPLOYERS' LIABILITY
WCC163092750 4 - 8 - 98 4 - 8 - 99
DESCRLpTION OF OPERAT IONS /LOCATIONS/VEHICLPS /SPECL4L ITEMS/EXCEPTIONS
_ WILDERNESS WAY DRAINAGE IMPROVEMENTS
The City of Round Rock is named as addnional insured with to ail • ..
of the above described policies by cancelled or changed befog p ion a thereof. Workers` issuing in company will ail thirty (0 ) day ty. Should any
to the cenificate bolder named below, 8 ezpingon date thereof, the issuing company will mail thirty (30) days written notice
CF HOLDER: City of Round Rock
221 E. Main Street
Round Rock, Tens 73664
aun: Joanne Laud
PBD -7
Typed Nla�e
PERSONAL dtADV. IN URY s 1 , 000,000.00
EACH OCCURRENCE $ 1,000,000.00
FIRE DAJdAG)~ (Any one fue) 5 50,000.00
MED. EXPENSE (Any ooe penao) 3 10,000.00
COMBINED SINGLE LIT, Jr 51,000,000.00
BODILY INJURY (Per person) 5
BODILY INJURY (Per =Ideas) 5
PROPERTY DAMAGE $
EACH OCCURRENCE
AGGREGATE
STATUTORY LIMITS
EACH ACCIDENT
DISEASE • POLICY LIMIT
DISEASE - EACH EMPLOYEE
5,000,000.00
5 5,000,000.00
51,000,000.00
31,000,000.00
5 1,000,000.00
SIGNA OF AUTHORIZED REPRESENTATIVE
R.J. Nitsche
Tide: CEO- Insurance Network of Texas
RESOLUTION NO. R- 98- 06- 25 -10A3
WHEREAS, the City of Round Rock has duly advertised for bids
for the Wilderness Way Drainage Improvements project, and
WHEREAS, C. C. Carlton Construction has submitted the lowest
and best bid, and
WHEREAS, the City Council wishes to accept the base bid of
C. C. Carlton Construction in the amount of $98,170.00, Now
Therefore,
BE IT RESOLVED BY THE COUNCIL OF THE CITY OF ROUND ROCK,
TEXAS,
That the Mayor is hereby authorized and directed to execute on
behalf of the City a contract with C. C. Carlton Construction for
the Wilderness Way Drainage Improvements project.
The City Council hereby finds and declares that written notice
of the date, hour, place and subject of the meeting at which this
Resolution was adopted was posted and that such meeting was open to
the public as required by law at all times during which this
Resolution and the subject matter hereof were discussed, considered
and formally acted upon, all as required by the Open Meetings Act,
Chapter 551, Texas Government Code, as amended, and the Act.
RESOLVED this 25th day of June, 7
ATTEST:
O �l /, /I /L '
I
NE
K: \WPDDCS \RKSOLUTI \Rtlo62SA3 .WPDJscg
LAND, City Secretary
CHARLES CUL'PLPpER, Mayor
City of Round Rock, Texas
NO,
DESCRIPTION
UNIT
QTY.
C.C. (004.'1'00
CONSTRUCTION
EDWARD R COLEMAN
CONSTRUCTION
PEABODY CENERAI.
CONTRACTORS
LEU %.:
CONSTRU
UNIT
PRICE
AMOUNT
UNIT
PRICE
AMOUNT
UNIT
PRICE
AMOUNT
UNIT
PRICE
AMOUNT
1
36 C1.111 RCP
LI'.
350
$ 7500
1 26,250-00
5 64.00
5 22,400.00
$ 124.00
5 43,400.00
$ 136.00
5 47.600.00
2
30" CL 111 RCP
LF.
400
73,00
29,200.00
55.00
22,00000
80.00
32,000.00
122.00
48,60000
3
20' CURB INLET
EA.
I
5,000.01
5,000.00
4,900,011
4,900.00
7,385,00
7,385.00
4,300.00
4,300.00
4
I V [AWN INLET
LA.
1
3,000.00
3,00009
30
3,000.00
;aRS 041
1,909 nn
7 800 00
7 000110
5
STORM SEWER MANHOLE
EA.
2
2,300.00
4,600.00
3,000.00
6,0041.00
5,110.00
10,220.00
2,000.00
4,000.00
6
TRENCH SAFETY SYSTEh1
LF,
400
1.00
400.00
5.00
2,000.00
11.00
4,400.00
3.00
1,200.00
7
CONNECT EXIST. 21" RCP TO PROP CURB INLET"
EA.
1
300.00
500.00
1.000.00
1,000.00
280,00
280.00
1,500.00
1,500.00
8
CONNECT EXIST, 18" RCP TO PROP. CURD INLET
EA.
1
500.00
500.00
900.00
900.00
280.00
280.00
1,500.00
1,500.00
9
CONCRETE HEADWALL W/ ENERGY DISSII'A TORS
L.S.
I
4,300.00
4,300.00
6.00000
6,0041.00
4,000.00
4,000.00
3,700.00
3,700.00
10
4' MORTARSU LIMESTONE RIP RAP CHANNEL
LF,
200
30.00
6,000.00
33.50
6,700.00
40.00
8300.00
58.00
11,600.00
11
CHAINLINK CONSTRUCTION SECURITY FENCE
LF.
990
5.00
4,950.00
8.50
8,415.00
2.00
1,980.00
2.25
2,227.50
12
ASPHALT CURD & GLITTER REPAIR
LF.
72
10,00
720.00
45.00
7,240.00
30.00
2,160.00
43.00
5,096.00
13
CONCRETE ENCASEMENT 5011 WWL
LF.
10
100.00
1,000.00
35.00
350.00
70.00
700.00
50.00
500.00
14
SILT FENCE
LF.
90
10.00
900.00
2.00
180.00
2.50
225.00
1.59
135.00
15
ROCK BERM
LF.
45
30.00
1,35000
10.00
450.00
15.00
675.00
10.00
450.00
16
TREE PROTECTION
LF.
150
10.00
1,500.00
2.00
300.00
2.50
375.00
2.50
375.00
17
TRAFFIC SAFETY & BARRJCADES
L.S.
I
1.000.00
1,000.00
4,568.38
4 ,368.38
1,500.00
1.500.00
3,000.00
3,0100.00
18
PERMANENT EROSION CONTROL
LS.
I
1,500.00
1,500.00
9,000.00
9,00000
80000
800.00
5,00000
5,0007.00
19
CLEAN -UP AND RESTORATION
LS.
l
5,300.00
5,501300
7.300.00
7,500.00
7,500.00
7,500.0)
15,500.00
15,500.00
TOTAL
898,170.00
51011,903.38
$123,785.00
5157,283.50
NO.
DESCRIPTION
UNIT
Q'TY.
UNIT
PRICE
AMOUNT
UNIT
PRICE
AMOUNT
r
UNIT
PRICE
AMOUNT
UNIT AMOUNT
PWCE
20
ROCK CLrI CHANNEL WITH VERTICLE SIDE SLOPES
LF.
200
$ 15000
S 347,00000
5 23.00
I 5,00030
$ 49.00
5 9,800.00
$ 35.00 15 7,000.00
on
N
ti
CITY OF ROUND ROCK
WILDERNESS WAY DRAINAGE INIPROVENIENTS
BIDDERS TABULATION
RID D. TE IUN6 1, 1994. 21141 p.m. (0, ('IATV HALL COUNCIL CHAMBER
aCTA6.%LS 11/10'9b VII4
' "
Thin tabulation has been prepared bused on bids submitted hY wntrectors. FIIA slates that W /.. %.:
.....Y
+f
the hest of our knowledge this bidders' labutafion represent an accurate assessment of the b
g CHI ENY. LE .
C/ i _ 640/gB
For I Iejl, Leo & A3506 aces, Inc.
Ida
NO.
DESCRIPTION
UNIT
QTY.
NE1LSON LEWIS INC.
CAPITOLCITY '
11111 [TIES
AUSTIN FILTER
SYSTEMS INC.
CHEROKEE
CONSTRUCTION, INC.
IINFT
PRICE
AMOUNT
UNIT
PRICE
AMOUNT
UNIT
PRICE
AMOUNT
UNIT
PRICE
AMOUNT
I
36" CI.111 RCP
LF.
150
5 150.00
S 52,500.00
5 75.00
S 26,25000
I 96.75
S 33.862.50
S 110.00
S 38,500.00
2
10" CL 111 RCP
LF.
400
140.00
56,010,00
66.00
26,400.00
82.90
33,160.00
89.50
35,80000
1
20' CURD INLET
EA.
1
4,000.00
4,000.00
3,500.00
1,500.00
4,850.00
4,850.00
7,840.00
7,840.00
CA.
[
j,JcA.00
3,000.00
250000-
2,500.00
240000
IAA DA
AARM U 4(4
4/.611 010
4
I00 ORB INLEI
5
STORM SEWER MANHOLE.
EA.
2
3,000,00
6,000.00
3,000.00
7,600.00
3,400.00
6,800.00
3,000.00
6,000.00
6
TRENCH SAFETY SYSTEM
LF.
400
1.00
400.00
2.50
1,000.00
7.40
2,960.00
2.50
1,00000
7
CONNECT EXIST'. 21' RCI' TO PROP. CURB INLET
EA.
1
600.00
600.00
1,200.00
1,200.00
260.00
260.00
1,200.00
L200.00
8
CONNECT EXIST. 18" RCP TO PROP. CURB INLET
EA.
I
600.00
600.00
1,20000
1,200.00
260.00
260.00
1,200.00
1,200.00
9
CONCRETE HEADWALL WI ENERGY DISSIPATORS
1_.5.
1
3,000.00
3,000.00
3,500.00
3,500,00
4,000.00
4,000.00
5,300.00
3500.00
10
4' MORTARED LIMESTONE RIP RAP CHANNEL
LF.
200
44.00
8,800.00
99.00
19,800.00
210.50
42,100.00
126.75
- 25,350.00
I
CIIAINI INK CONSTRUCTION SECURELY FENCE
LF.
990
15.10
14,850.00
5.00
4,950.00 I
5.00
4,930.00
10.00
9.900.00
12
ASPHALT, CURB K GUTTER REPAIR
LF,
72
30.00
2,160.00
110.00
7,920.00
25.00
1,800.00
14.00
1,008.00
13
CONCRETE ENCASEMENT FOR WWL
LF,
10
10.00
300.00
10000
1.010.00
55.00
550.00
35.00
350.00
19
SILT FENCE
LF.
90
4.00
16000
5.00
450.00
2.60
234,00
1.50
135.00
15
ROCK BERM
LF.
45
3000
1,350.00
15.00
675.00
14.00
630.00
11.00
495.00
16
TREE PROTECTION
LE.
150
8.164
1,2011.00
5.00
750.00
4.50
675.00
2.50
375.00
17
TRAFFIC SAFETY & BARRICADES
LS.
I
2.000.00
2,000.10
5,00000
5,000.00
1,475.00
1,475.00
4,572.00
4,572.00
18
PERSIANENT EROSION CONTROL
LS.
1
500.00
500.00
12,000.00
12,000.00
8,000.00
8,000.00
6,800.00
6,800.00
19
CI.EAN -LIP AND RESTORATION
LS.
1
1,000.00
1,000.00
35000.00
55,000.00
17,050.00
17,050.110
17,706,00
17,70600
l'OTAL
5158,620.00
5160,695.00
5166,016.50
5168 ,391.00
NO.
DESCRIPTION
UNIT
QTY,
UNIT ADIOUNF
PRICE
UNIT
PRICE
AMOUNT
UNIT AMOUNT
PRICE
UNIT AMOUNT
PRICE
20
ROCK CUT CHANNEL WITH VERT)CLE.SIDE SLOPES
LF.
200
NO BID
S 48.00
S 9,600.00
S 18.001$ 7,600.00
I 101.401520,280.00
w
v
03
0,
w
CITY OF ROUND ROCK
WILDERNESS WAY DRAINAGE IMPROVENIENTS
BIDDERS' 'I'ARUIr1'
))W DATE'. RUNE 2, 1998.2 00 p.rn_ 8 CIATY HA).L (X11INC0 CHAMBER
ATIV E BID III
MOTOR . %LS&IU90 VW
2w.
NO.
DESCRIPTION
UNIT
QTY.
CIIASCO
CONTRACTING
KEYSTONE
CONSTRUCTION
BRAZOS VALLEY
UTILITIES
SAI AS & MORALES,
INC.
UNIT
PRICE
AMOUNT
UNIT
PRICE
AMOUNT
UNIT
PRICE
AMOUNT
UNIT
PRICE
AMOUNT
I
36' CL III RCP
LF.
350
L 107.00
S 37,450.00
$ 180.00
S 63,000.00
S 170.00
S 59,500.00
5 150.00
0 52.500.00
2
30' CI, Ill RCP
i,F.
400
90.00
36,000.00
166.30
(4 ,52000
156.00
62,400.00
125.00
50,000.00
3
20' CURB INLET
EA.
1
4,000.00
4,000110
4,000.00
4,000.00
12,500.00
12,500.00
12,000.00
12,000.00
II IRV 00
I)Y C INLLT
E.
1
3,501 ha
I, sm no
7)100 00
7$00 00
10,00(1 00
10 nnn on
R 000441
4
5
(1RB
STORM SEWER MANHOLE
EA.
2
2,100.00
4,200.00
5,500.00
11,000.00
1,800.00
3,600.00
7,000.00
14,000.00
6
TRENCH SAFETY SYSTEM
LF.
400
7.00
2,800,00
2.00
800,00
5.00
2,000,00
10.00
4,000.00
7
CONNECT EXIST- 21" RCP TO PROP. CURB INLET
EA.
1
1,000.00
1,000.00
830.00
830.00
1,530.00
1,530.00
5,000.00
5,000.00
8
CONNECT EXIST, 18" RCP TO PROP. CURB INLET
EA.
I
1,000.00
1,000.00
800.00
800.00
1,530.00
1,530.00
4,000.00
4,000.00
9
CONCRETE FIEAD WALT. W/ ENERGY DISSIPATORS
L.S.
1
2,500.00
2,500.00
3,80000
3500.00
7,500.00
7,500.00
12,000.00
12.000.00
10
4' MORTARED LIMESTONE RIP RAP CHANNEL
LF.
200
135.00
27,000.00
3500
7,600.00
15.00
3,000.00
100.01
20,000.00
II
CHAINLINK CONSTRUCTION SECURITY FENCE
LF.
990
10.00
9,900.00
15,00
14,850.00
4.50
4,455.00
15.00
14,850.00
12
ASPHALT, CURB & GUTTER REPAIR
LF.
72
41.00
2,952.00
20.00
1,440.00
30.00
2,160.00
90.00
6,480.00
13
CONCRETE F.NCASEMF:NT FOR WWL
LE
10
49.07
490.00
2000
200.00
1,275.00
1,275.00
20.00
200,00
14
SILT FENCE
I.F.
90
10.00
900.00
3,00
270.00
5.00
450.00
10.00
90000
15
00(40 BERM
LE.
45
50,00
2,25000
15.00
675.00
15.00
675.00
20.011
90000
16
TREE PROTECTION
LF.
150
1000
1,500.00
2.00
300.00
5.00
750.00
5.00
750.00
17
TRAFFIC SAFETY & BARRICADES
L.S.
1
2,800.00
2,800.00
1200.00
1,200.00
1,275_00
1,275.00
10,000.00
10,000.00
18
PERMANENT EROSION CONTROL
LS,
1
16,400.00
16,400.00
2,000.00
2,00000
11,475.00
11,475.00
15,000.00
15,000.00
19
CLEAN -UP AND RESTORATION
LS.
1
2000000
20,000.00
2.007.00
2,000.00
3,000.00
3,000.00
10,000.00
10,000.00
5240,580.00
TOTAL
5175,642.00
5184,085.00
5189,075.00
NO.
DESCRIPTION
UNPP
QTY.
UNIT
PRICE
{ AMOUNT
UNIT
PRICE
AMOUNT'
UNIT
PRICE
AMOUNT
.
UNIT
PRICE
I AMOUNT
20
ROCK CUT CIIANNEI. WITH VERTICLE SIDE SLOPES
LF.
200
S 29.00
S 5,800.00
S 15.00
0 3,000.00
S 40.00
8 8,000.00
5 100.00
8 20,000.00
v
c0
m
LID
CITY OF ROUND ROCK
WILDERNESS WAY DRAINAGE IMPROVEMENTS
BIDDERS' TABULATION
HID DA'R: JUUNI; 2. 1991 2''0p m @CIA1Y 1641.), CYIUNCII. )'IIAMBEH
64)TAB 0LS6710.1 NAB
3013
DATE: June 22,1998
SUBJECT: City Council Meeting - June 25,1998
ITEM: 10.A.3. Consider a resolution authorizing the Mayor to
execute a contract with C. C. Carlton Construction
for The Wilderness Way Drainage Improvement
Project. Twelve Bids were received on June 2, 1998
with C. C. Carlton Construction submitting the low
bid of $98,170.00. Staff recommends awarding the
contract to C. C. Carlton Construction. The project is
funded from the 1996 General Obligation Bond
Program. Staff Resource Person: Jim Nuse, Public
Works Director.