R-99-02-11-11A8 - 2/11/19991
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,e- 99- d -ll -/ /R8
CITY ROUN ROCK
PUBLIC WORKS DEPARTMENT
42" WATERLINE REPLACEMENT AT
WTP
January, 1999
PLANS, SPECIFICATIONS
AND CONTRACT DOCUMENTS
Section Description Page
1.0 Notice to Bidders NB -1
2.0 Bid Documents BD -1
3.0 Post Bid Documents PBD -1
4.0 General Conditions GC -1
5.0 Special Conditions SC -1
6.0 Technical Specifications TS -1
table.mst/spec
1.0 NOTICE TO BIDDERS
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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
(project includes the replacement of approximately 65 L.F. of C.S.C., 42 inch pipeline and
associated improvements. ) will be received until February 2, 1999, 2:00 p.m. 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 "42nYaterline Replacement at WTP"
No bids may be withdrawn after the scheduled opening time.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 the Department of Public
Works, 2008 Enterprise Drive, in Round Rock, Texas (512- 218 -5555) beginning January
12, 1999 for a non - refundable charge of $15.00 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:
Austin American Statesman Round Rock Leader
January 11, 1999 January 11, 1999
January 14, 1999
notice bd. w I /spec. master
NOTICE TO BIDDERS
NB -1
• 1 • :•1 . •n•1 . ./ '
c.: ASco C }T7.• +,
2.0 BID DOCUMENTS
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 find 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.
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
biddoc.42w1 @wtp.doc/smspecs BD -
Li: iln Z :;x�.
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 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
biddoc.42w1 @wtp.docismspecs BD -
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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
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.42w1 @wtp.docismspecs BD-4
Bid Bond
Suety Department Bond No.
KNOW ALL MEN BY THESE PRESENTS,
That we,
CHASCO CONTRACTING
as Principal, hereinafter called the Principal, and the HARTFORD FIRE INSURANCE COMPANY , a
corporation created and existing under the laws of the State of CONNECTICUT , whose principal office
is in HARTFORD , as Surety, hereinafter called the Surety, are held and firmly bound unto
CITY OF ROUND ROCK
as Obligee, hereinafter called the Obligee, in the sum of 5% OF THE TOTAL AMOUNT BIDollars ($ - -5 % -- ),
for the payment of which sum, well and truly to be made, the said Principal and the said Surety, bind
ourselves, our heirs, executors, administrators, successors and assigns, jointly and severally, firmly by
these presents.
Whereas, the Principal has submitted a bid for
42" WATERLINE REPLACEMENT AT WTP
NOW, THEREFORE, if the Obligee shall accept the bid of the Principal and the Principal shall enter into
a contract with the Obligee in accordance with the terms of such bid, and give such bond or bonds as may
be specified in the biddings or contract documents with good and sufficient surety for the faithful
performance of such contract and for the prompt payment of labor and materials furnished in the
prosecution thereof, or in the event of the failure of the Principal to enter such contract and give such
bond or bonds, if the Principal shall pay to the Obligee the difference not to exceed the penalty hereof
between the amount specified in said bid and such larger amount for which the Obligee may in good faith
contract with another party to perform the work covered by said bid, then this obligation shall be null and
void, otherwise to remain in full force and effect.
Signed and sealed this 2nd day ofFEBRUARYA.D. 1999
Witness
Attest st �,l a .c>. t p ,
Attest
(Approved by lTe American Institute of Architects,
A.I.A. Document No. A -310, 1970 Edition)
Form S Printed in U.S.A. 12 -70
IIT HARTFORD
By
CHASCO CONTRACTING
(Title LACE, C.E.U.
Hartford Fire Insurance Company
(SEAL)
1 (SEAL)
(SEAL)
(SEAL)
BY
Violet Frosch Attorney -in -fact (Title) (SEAL)
POWER OF ATTORNEY
Know all men by these Presents, That the HARTFORD FIRE INSURANCE COMPANY, a corporation duly organized
under the laws of the State of Connecticut- and having its principal office in the City of Hartford, County of Hartford, State of Connecticut,
does hereby make, constitute and appoint
ROBERTJAMESNITSCHE, DAVID P. FERGUSON, VIOLETFROSCH,
NINA SMITH and ROBERT K. NITSCHE
of GIDDINGS, TEXAS
its true and lawful Attorney(s)-in-Fact, with full power and authority to each of said Attorney(s) -in -Fad, in their separate capacity if more
than one is named above, to sign, execute and acknowledge any and all bonds and undertakings and other writings obligatory in the
nature thereof on behalf of the Company in its business of guaranteeing the fidelity of persons holding places of public or private trust;
guaranteeing the performance of contracts other than insurance policies; guaranteeing the performance of insurance contracts where
surety bonds are accepted by states and municipalities, and executing or guaranteeing bonds and undertakings required or permitted in
all actions or proceedings or by law allowed, and to bind the HARTFORD FIRE INSURANCE COMPANY thereby as fully and to the
same extent as if such bonds and undertakings and other writings obligatory in the nature thereof were signed by an Executive Officer of
the HARTFORD FIRE INSURANCE COMPANY and sealed and attested by one other of such Officers, and hereby ratifies and confirms
all that its said Attomey(s)-in -Fact may do in pursuance hereof.
This power of attorney is granted by and under authority of the following provisions:
(1) By -Laws adopted by the Stockholders of the HARTFORD FIRE INSURANCE COMPANY at a meeting duly called and held on
the 9th day of March, 1971.
ARTICLE IV
SECTION a. The President or any Vice-President, acting with any Secretary or Assistant Secretary, shall have power and authority to appoint for
purposes only of executing and attesting bonds and undertakings and other writings obligatory in the nature thereof, one or more Resident Yee
Presidents, Resident Assistant Secretaries and Attorneys -in-Fact and at any lime to repave any such Resident Vice-President, Resident Assistant
Secretary, or Attorney -in -Fact and revoke the power and authority given to him.
SECTION 11. Adameys- in-Fad shall have power and authority, subject to the terms and limitations of the power of attorney issued to them, to
execute and deliver on behalf of the Company and to allach the Seal of the Company thereto any and all bonds and undertakings, and other writings
obligatory in the nature thereof, and any such Instrument ezeculed by eny such Attorney- in-Fact shag be as binding upon the Company as if Signed by an
Executive Officer and sealed and attested by one other of such Officers.
This power of attorney is signed and sealed by facsimile under and by the authority of the following Resolution adopted by the
Directors of the HARTFORD FIRE INSURANCE COMPANY at a meeting duty called and held on the 12th day of February, 1993.
Resolved, hat Ow signatures of such Officers and he seal of the Comp0M may be edema to any urn poorer 01 a0anry a 0o wry cenakem relafing tee. by
facsimile. and any such Doren of stoney or certificate hearing such farm le egnaMea or feeennre seal span be valid and binding upon he Company ant any such power so
mearied and certified by raaIM0 signatures and balm& seal Nall he valid end timing upon he Ccrnselly in Ow future with reaped to any bond or undertaking to 011th It is
etbrlwd_
In Witness Whereof, the HARTFORD FIRE INSURANCE COMPANY has caused these presents to be signed by its Moe-
President, and its corporate seal to be hereto affixed, duly attested by its Secretary, this 1st day of May, 1995.
Attest HARTFORD FIRE INSURANCE COMPANY
STATE OF CONNECTICUT
COUNTY OF HARTFORD )
On this 1st day of May, A.D. 1995, before me personally came Paul L. Ma,ebella, to me known, who being by me duly sworn, did depose
and say: that he resides in the County of Hanford, State of Connecticut that he is the Vice- President of the HARTFORD FIRE
INSURANCE COMPANY, the corporation described in and which executed the above instrument; that he knows the seal of the said
corporation; that the seal affixed to the said instrument is such corporate seal; that it was so affixed by order of the Board of Directors of
said corporation and that he signed his name thereto by like order.
STATE OF CONNECTICUT
COUNTY OF HARTFORD
CERTIFICATE
I, the undersigned, Secretary of the HARTFORD FIRE INSURANCE COMPANY, a Connecticut Corporation, DO HEREBY
CERTIFY that the foregoing and attached POWER OF ATTORNEY remains in full force and has not been revoked; and furthermore, that
the Resolutions of the Board of Directors. set forth in the Power of Attorney, are now in force.
Signed and sealed at the City of Hartford. Dated the 2ND day of FEBRUARY 19 99
Form S-3507 -9 (HP) Printed in USA_
HARTFORD FIRE INSURANCE COMPANY
Hartford, Connecticut
Rwlave R Henri men
Seamen
Paul L. Marabella
Vice - President
Jaen H. Weaniak
Notary Commission Comm Expire u rn 30. 1999
Z ‘,( L
0000,1 L. P551
SecredmY
KNOW ALL MEN BY THESE PRESENTS,
That we,
Whereas, the Principal has submitted a bid for
42" WATERLINE REPLACEMENT AT WTP
Witness
(IF Individual)
Attest
Attest
� ato, A P.
(Approved by re American Institute of Architects,
A.I.A. Document No. A -310, 1970 Edition)
Form S -3266-4 Printed in U.S.A. 12 -70
III HARTFORD
Bid Bond
Surety Department Bond No.
CHASCO CONTRACTING
as Principal, hereinafter called the Principal, and the HARTFORD FIRE INSURANCE COMPANY , a
corporation created and existing under the laws of the State of CONNECTICUT , whose principal office
is in HARTFORD , as Surety, hereinafter called the Surety, are held and firmly bound unto
CITY OF ROUND ROCK
as Obligee, hereinafter called the Obligee, in the sum of 5% OF THE TOTAL AMOUNT BIDollars ($ - -5 % -- ),
for the payment of which sum, well and truly to be made, the said Principal and the said Surety, bind
ourselves, our heirs, executors, administrators, successors and assigns, jointly and severally, firmly by
these presents.
NOW, THEREFORE, if the Obligee shall accept the bid of the Principal and the Principal shall enter into
a contract with the Obligee in accordance with the terms of such bid, and give such bond or bonds as may
be specified in the biddings or contract documents with good and sufficient surety for the faithful
performance of such contract and for the prompt payment of labor and materials furnished in the
prosecution thereof, or in the event of the failure of the Principal to enter such contract and give such
bond or bonds, if the Principal shall pay to the Obligee the difference not to exceed the penalty hereof
between the amount specified in said bid and such larger amount for which the Obligee may in good faith
contract with another party to perform the work covered by said bid, then this obligation shall be null and
void, otherwise to remain in full force and effect.
Signed and sealed this 2nd day ofFEBRUARYA.D. 1999
By
CHASCO CONTRACTING
(Title
Hartford Fire Insurance Company
BY 11-8--Let
P ' , i , . ) (SEAL)
like (SEAL)
LACE, C.E.U.
(SEAL)
(SEAL)
Violet Frosch Attorney -in -fact (Title) (SEAL)
POWER OF ATTORNEY
Know all men by these Presents, That the HARTFORD FIRE INSURANCE COMPANY, a corporation duly organized
under the laws of the State of Connecticut, and having its principal office in the City of Hartford, County of Hartford, State of Connecticut,
does hereby make, constitute and appoint
ROBERTJAMESNITSCHE, DAVID F. FERGUSON, VIOLETFROSCH,
NINA SM/THand ROBERT K. NITSCHE
of GIDDINGS, TEXAS
its true and lawful Attomey(s)-in -Fad, with full power and authority to each of said Attomey(s) -in -Fact, in their separate capacity if more
than one is named above, to sign, execute and acknowledge any and all bonds and undertakings and other writings obligatory in the
nature thereof on behalf of the Company in its business of guaranteeing the fidelity of persons holding places of public or private trust;
guaranteeing the performance of contracts other than insurance policies; guaranteeing the performance of insurance contracts where
surety bonds are accepted by states and municipalities, and executing or guaranteeing bonds and undertakings required or permitted in
all actions or proceedings or by law allowed, and to bind the HARTFORD FIRE INSURANCE COMPANY thereby as fully and to the
same extent as if such bonds and undertakings and other writings obligatory In the nature thereof were signed by an Executive Officer of
the HARTFORD FIRE INSURANCE COMPANY and sealed and attested by one other of such Officers. and hereby ratifies and confirms
all that its saki Attorney(s)-in-Fact may do in pursuance hereof.
This power of attorney fs granted by and under authority of the following provisions:
(1) By -Laws adopted by the Stockholders of the HARTFORD FIRE INSURANCE COMPANY at a meeting duty called and held on
the 9th day of March, 1971.
ARTICLE IV
SECTION 9. The President or any Vice-President, acting with any Secretary or Assistant Secretary, shall have power and authority b appoint, for
purposes only of executing and attesting bonds and undertakings and other writings obligatory in the nature thereof, one or more Resident Vice
Presidents, Resident Assistant Secretaries end Attorneys -in -Fact end et any time to remove any such Resident Vice- President, Resident Assistant
Secretary, or Attorney -in -Fad, and revoke the power and auamdty given to hum.
SECTION 11. Attorneys -in -Fact shall have power and authority, subject to the terms end limtatione of the power of attorney issued to them, to
execute and deliver an behalf of the Company and to attach the seal of the Company thereto any and all bonds and undertakings, and other writings
0bfgatory In the nature thereof, and eny such instrumat executed by any such Attorney -in -Fact shall be as binding upon the Company es if signed by an
Executive Officer and sealed and attested by one other of such Officers.
This power of attorney Is signed and sealed by facsimile under and by the authority of the following Resolution adopted by the
Directors of the HARTFORD FIRE INSURANCE COMPANY at a meeting duly called and held on the 1211) day of February, 1993.
Resolved, and the signatures of such Mons and be seal of the Company ley nt ahead to any such Pew of alone! orb any 00181eate renting thereto by
facsimile. and any such power of attorney or ce1tiaare being soon facebhile vpwlurea s 50000ile Seal shall be valid ant binding Linen be Cunpan0 and any such power so
pleated and aelfan by face.: signatures and facsimile seal anal be valid and 0ilding upon de Company in the fore win, respect. gory bond or untptebnp to which a is
In Witness Whereof, the HARTFORD FIRE INSURANCE COMPANY has caused these presents to be signed by its Vice -
President, and Its corporate seal to be hereto affixed, duty attested by its Secretary, this 1st day of May, 1995.
Attest: HARTFORD FIRE INSURANCE COMPANY
STATE OF CONNECTICUT
COUNTY OF HARTFORD 1 es
On this 1st day of May, A.D. 1995, before me personally came Paul L. Marabella, to me known, who being by me duty sworn, did depose
and say: that he resides In the County of Hartford, State of Connecticut; that he Is the Vice- President of the HARTFORD FIRE
INSURANCE COMPANY, the corporation described in and which executed the above instrument; that he knows the seal of the said
corporation; that the seal affixed to the said instrument is such corporate seal; that it was so affixed by order of the Board of Directors of
said corporation and that he signed his name thereto by like order.
STATE OF CONNECTICUT
COUNTY OF HARTFORD
CERTIFICATE
I, the undersigned, Secretary of the HARTFORD FIRE INSURANCE COMPANY, a Connecticut Corporation, DO HEREBY
CERTIFY that the foregoing and attached POWER OF ATTORNEY remains in fug force and has not been revoked; and furthermore, that
the Resolutions of the Board of Directors, set forth in the Power of Attorney, are now in force.
Signed and sealed at the City of Hartford. Dated the 2ND day of FEBRUARY 19 99
Form 53507 -9 (51F) Frinbd in USA-
HARTFORD FIRE INSURANCE COMPANY
Hartford, Connecticut
Mho! R. Illrntlraon
Sowelwy
Paul L. Marabella
Vice - President
0
Jean Sz-ea
miak
Notary Public
1Ay Commission Expires June 90. 1999
0010010L Post
Sacrwary
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PROPOSAL BIDDING SHEET
JOB NAME: 42 Waterline Replacement At WTP
JOB LOCATION: Round Rock, Williamson County, Texas
OWNER: City of Round Rock, Texas
DATE: January 1999
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 42 Waterline
Replacement At WTP and binds himself on acceptance of this proposal to execute a contract and bond
for completing said project within the time stated, for the following prices, to wit:
Bid Item Description Unit
Item Quantity Unit and Written Unit Price Price
1. 1 LS Remove and replace existing 42
inch Concrete Steel Cylinder pipe
with Ductile Iron, Class 150,
restraint -type joint 42 inch pipe
including, in- general, excavation,
alignment, bedding, backfill
and cleanup and as shown
on plans and described in
the specifications,
complete-in-place for:
Y o / /le4 s dollars
Jr cents.
biddoc.42w1 @wtp. doclsmspec s
"
BASE BID
2. 117 SY Remove existing asphaltic
pavement and excavate six (6)
inches of existing base as shown
on p for:
s r dollars
Jt/ cents $ 4
BD -6
Amount
� yF
$ 7 cold $ Z 7ocv ✓
or
$ 4
3. 117 SY Hot -mix asphaltic concrete,
Type D, 1 -1/2 inch, including
six- inches of flexible base as
shown on the plans and describe
in the specifications complete -
in-places for: f ,
�frJ y�ryH .� dollars
v cents $f5 $l°
TOTAL BASE BID (Items No.1, 2, & 3):
STATEMENT OF SEPARATE CHARGES:
Materials:
All Other Charges:
Total:
Alternate Bid Item No. 4
Bid Item Description Unit
Item Quantity Unit and Written Unit Price Price
A-4 1
biddoc.42w1Qwtp.docJsmspecs
LS
Remove and replace 42 inch
Concrete Steel Cylinder
(CSC) pipe with Gifford -Hill
American CSC type 42 inch
pipe including, in- general,
excavation, alignment, bedding,
backfill and cleanup, as
shown on plans and described
in the specifications,
complete- in- plce for
7.:4r0
ivy
o u
dollars <'
and PO cents. $ g i5-00
BD -7
Amount
ALTERNATE BID TOTAL (Items No. 2, 3 & A-4):
STATEMENT OF SEPARATE CHARGES:
Materials:
All Other Charges:
Total Alternate Bid:
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 seventy-
seven (77) calendar days after the date of the written Notice -to- Proceed.
The undersigned 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.
Resp �y brm
CHAZ GLACE, CEO
Title for
CHASCO CUNTRACTiNG
Name of Finn
FEBRUARY 2, 1999
Date
biddoc.42w1Cwtp.docismspecs BD -
512 -244 -0600
Telephone
$ 471 1 2 Fee
P 0 BOX 1057, ROUND ROCK, TX. 78680
Address
Secretary, if Contractor is a
Corporation SUSAN A MERRIMAN
3.0 POST BID DOCUMENTS
THE STATE OF TEXAS
COUNTY OF WILLIAMSON §
AGREEMENT
THIS AGREEMENT, made and entered into this I 1 tJ day of
FE154u4 9 199q, by and between (Owner) City of Round Rock, Texas of the State
of Texas, acting through Charles Culpepper, Mayor, thereunto duly authorized so to do,
hereinafter termed OWNER, and (Contractor) C\-\r CoatEAcr, of
'\\v.St % rJ , Texas, County of T2Ao, S , 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:
42" Waterline Replacement at WTP
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 the of, and the Specifications 1?—tor Speecific and Addenda therefor, as prepared by
C. l T h n 2-n 1 IAA lt_ 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 10 calendar days after the
date written notice to do so have been given to him, and to complete the same within 77
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.
Postbid.wUspec sm
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 ROUND ROCK, TEXAS
(OWNER)
BY
Charles Culpe er
ATTEST:
Mayor
City Secretary
(The following to be executed if the Contractor is a Corporation.)
I, SAS PI-- 1 • 1 CO, in H n) , certify that I am the Secretary of the Corporation named
as Contractor herein; that CA Co l A c , who signed this Contract on behalf
of the Contractor was then . e ,p , (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: � l [iYrn C( . / lrlllu
Corporate Seal
Poslbid.wl /spec sm
PBD -2
(CONTRACTOR)
r.
C 1;A 14i t its
BY:
:: Sx3
(Typed name) (Title)
ATTEST:
Secretary, if Contractor is a
Corporation or otherwise registered
with the Secretary of State
11
11 PERFORMANCE BOND
11 THE STATE OF TEXAS BOND 7/ 65BCSAA5850
COUNTY OF WILLIAMSON
Ill KNOW ALL MEN BY THESE PRESENTS: That CHASCO CONTRACTING of the
;' City of AUSTIN County of TRAVIS , and State of
as
TEXAS , Principal, a dHARTFOR FIRE INSURANCE authorized under the law
of the State of Texas to act as surety on bonds for principa sl are held and firmly bound unto
THE CITY OF ROUND ROCK, TEXAS, (Owner), in the penal sum of SEVENTY EIGHT THOUSAND
SEVEN HUNDRED EIGHTY SIX AND NO /100 dollars ($ 78 ,786.00 ) for the payment
whereof, well and truly to be made the said Principal and Surety bind themselves, and their
11 heirs, administrators, executors, successors and assigns, jointly and severally, by these
presents:
11 WHEREAS, the Principal has entered into a certain written contract with the Owner dated
the day of , 19 to which the
11 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:
'1 42" Waterline Replacement at WTP
�' NOW, THEREFORE, THE CONDITIONS OF THIS OBLIGATION IS SUCH, that if the
said Principal shall faithfully perform said Contract and shall, in all respects, duly and
faithfully observe and perform all and singular the covenants, conditions and agreements in
11 and by said Contract, agreed and covenanted by the Principal to be observed and 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
11 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 and the Plans and
Specifications hereto annexed, then this obligation shall be void; otherwise to remain in full
force and effect;
1 1 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
I determined in accordance with the provisions of said Chapter 2253 to the same extent as if
it were copied at length herein.
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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 16TH day of FEBRUARY
19 99 .
CHASCO CONTRACTING
CEO
Title Title
Address
P.O. BOX 1057
ROUND ROCK, TEXAS 78680 HOUSTON, TEXAS 77210
Resident Agent of Surety:
INSURANCE NETWORK OF TEXAS
Printed Name
143 EAST AUSTIN
Address
GIDDINGS, TEXAS 78942
City, te & ' . Code
Postbid.wVspec sm
Signature DAVID
. ERGUSON, PRESIDENT
PBD - 4
HARTFORD FIRE INSURANCE COMPANY
Surety
By: .V .rutt
NI SMITH
Address
ATTORNEY -IN -FACT
P.O. BOX 4611
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THE STATE OF TEXAS
COUNTY OF WILLIAMSON
KNOWALLMENBYTHESEPRESENTS: That CHASCO CONTRACTING , of the City
of AUSTIN County of TRAVIS , and State of
TEXAS as Principal, and?TFORD FIRE authorized under the laws of the
URA[VCC,CDVT
State of Texas to act as Surety on Bonds or Prmcipaalls, 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 ofSEVENTY EIGHT THOUSAND SEVEN HUNDRED EIGHTY
SIX AND NO /100 Dollars ($ 78.786.00 ) for the payment
whereof, well and truly be made the said Principal and Surety bind themselves and their
heirs, administrators, executors, successors, and assigns, jointly and severally, by these
presents:
Posw+a.wvsp« sm
PAYMENT BOND
WHEREAS, the Principal has entered into a certain written contract with the Owner, dated
the day of , 19� to which 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:
42" Waterline Replacement at WTP
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 them 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.
PBD -5
BOND // 65BCSAA5850
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 16TH day of FEBRUARY , 19 99.
CHASCO CONTRACTING
Title Title
Address
Printed Name
CEO ATTORNEY -IN -FACT
P.O. BOX 1057
ROUND ROCK, TEXAS 78680
Resident Agent of Surety:
INSURANCE NETWORK OF TEXAS
143 EAST AUSTIN
Address
GIDDINGS, TEXAS 78942
City,.S ate & Zi Code
" ME . � ,_
ignature
Postbid.wlhpec am
DAV
ERGUSON, PRESIDENT
PBD - 6
HARTFORD FIRE INSURANCE COMPANY
Surety
By:
Address
NINA SMITH
P.O. BOX 4611
HOUSTON. TEXAS 77710
HARTFORD FIRE INSURANCE COMPANY
Hartford, Connecticut
POWER OF ATTORNEY
Know all men by these Presents, That HARTFORD FIRE INSURANCE COMPANY, a corporation duly organized
under the laws of the State of Connecticut, and having iK principal office in the City of Hartford, County of Hartford, State of Connecticut,
does hereby make, constitute and appoint
ROBERT JAMES NITSCHE DAVID P. FERGUSON, VIOLET FROSCH,
NINA SMITH and ROBERT K. NITSCHE
of GIDDINGS, TEXAS
its true and lawful Attomey(s) -in -Fact, with full power and authority to each of said Attomey(s) -in -Fact, in their separate capadty if more
than one is named above, to sign, execute and acknowledge any and all bonds and undertakings and other writings obligatory in the
nature thereof on behalf of the Company in its business of guaranteeing the fidelity of persons holding places of public or private trust;
guaranteeing the performance of contracts other than insurance policies; guaranteeing the performance of insurance contracts where
surety bonds are accepted by states and municipalities, and executing or guaranteeing bonds and undertakings required or permitted in
all actions or proceedings or by law allowed, and to bind HARTFORD FIRE INSURANCE COMPANY thereby as fully and to the same
extent as if such bonds and undertakings and other writings obligatory in the nature thereof were signed by an Executive Officer of
HARTFORD FIRE INSURANCE COMPANY and sealed and attested by one other of such Officers, and hereby ratifies and confirms all
that its said Attorney(s) -in -Fact may do in pursuance hereof.
This Power of Attorney 0 granted under and by authority of the By -Laws of HARTFORD FIRE INSURANCE COMPANY, ("the Company')
as amended by the Board of Directors at a meeting duly called and held on July 8, 1997, as follows:
ARTICLE N
$FCTON 7 The President or any Vice President or Assistant Vice - President, acting 01111 any Secretary or Assistant Secretary shall have power
and authority to sign and execute and attach the seal of the Company to bands and undertakings, recongnizances, contracts of indemnity and other
writings obligatory in the nature thereof, and such instruments so signed and executed, with or without the common seal, shall be valid and rending upon
the Company.
SECTION $, The President or any Vice - President or any Assistant Vice President acting with any Secretary or Assistant Secretary, shall have
Power and authority to appoint, for purposes only of executing and attesting bonds and undertakings and other writings obligatory in the nature thereof,
one or more resident Vice Presidents, resident Assistant Secretaries and Attorneys-in-Fact and al any time to rem0Ve any such resident Vice - President,
resident Assistant Secretary, or Adomey-in -Fact, and revoke the power and authority given to him.
Resolved, that the signatures of such Officers and the seal of the Company may he affixed to any such power of attorney or to any certificate relaNg neren by
femimlle, and any such power of attorney or certificate bearing such recs.11, Signatures or faralmik seal shall be vand and binding upon the Company and any such power so
exe0Red and certified by famine!. signatures and facsimile seal shall be veld and biding open he Company in the hem win respect to any bond or undertaking to 0T,i JI it is
attached.
In Witness Whereof, HARTFORD FIRE INSURANCE COMPANY has caused these presents to be signed by its Assistant Vice
President, and its corporate seal to be hereto affixed. duly attested by its Secretary, this 15th day of September, 1997.
Attest: HARTFORD FIRE INSURANCE COMPANY
�l�F�llLiRa//o<- t R'/ rilgt�
Richard A. Hemrenson, Secretary
STATE OF CONNECTICUT -
COUNTY OF HARTFORD
STATE OF CONNECTICUT
Form 0-3507.9 (HP) Printed in U.S.A
SS.
SS.
COUNTY OF HARTFORD
CERTIFICATE
John F. Burke, Assistant Vice President
On this 19th day of September, A.D. 1997, before me personally came John F. Burke. to me known, who being by me duly sworn, did
depose and say: that he resides in the County of Hartford. State of Connecticut; that he is the Assistant Vice- President of HARTFORD
FIRE INSURANCE COMPANY, the corporation described in and which executed the above instrument; that he knows the seal of the
said corporation; that the seal affixed to the said instrument is such corporate seal; that it was so allied by order of the Board of
Directors of said corporation and that he signed his name thereto by like order.
Ana H. Wozniak
Notary Public
My Commission Expires Pine 30, 1999
I, the undersigned, Secretary of HARTFORD FIRE INSURANCE COMPANY, a Connecticut Corporation. DO HEREBY CERTIFY
that the foregoing and attached POWER OF ATTORNEY remains in full force and has not been revoked; and furthermore, that Article IV,
Sections 7 and 8 of the By -Laws of HARTFORD FIRE INSURANCE COMPANY, set forth in the Power of Attorney, are now in force.
Signed and sealed at the City of Hartford. Dated the 16TH day of FEBRUARY 19 99
Robert L. Post, Secretary
11 CERTIFICATE OF LIABILITY INSURANCE
1 PRODUCER INSURANCE NETWORK OF TEXAS COMPANIES AFFORD/NGCOVERAGE
143 EAST AUSTIN
GIDDINGS, TEXAS 78942 A MARYLAND CASUALTY COMPANY
B COLONIAL CASUALTY INSURANCE
INSURED CHASCO CONTRACTING
P. 0. BOX 1057
ROUND ROCK, TEXAS 78680 D
THIS IS TO CERTIFY THAT the Insured named above is insured by the Companies listed above with respect to the business
operations hereinafter described, for the 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.
1 0 TYPE OF INSURANCE POLICY
n NUMBER
1 , A GENFSRAL LIABQ.ITY
I1
r A
1
1
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OTHER
1
AtrrOMOBR.E LIABO.rrY
A EXCESS LL4BILr yy
B WORKERS' COMPENSATION AND EMPLOYERS' LIABILITY
co::SiO.aN, dS
C
EFFECTIVE EXPIRATION
DATE DATE
EPA28343094 3 -9 -98 3 -9 -99 $2,000,000.
GENERAL AGGREGATE
PRODUCTS- COMP/OP AGG. 32,000,000.
PERSONAL & ADv, QOURy $ 1, 000, 000.
EACH OCCURRENCE 51,000,000.
FIRE DAMAGE (Any one fire) $ 50,000.
MED. EXPENSE (Any one person) 3 5,000.
WAA24891484 3 -9 -98 3 -9 -99
LIMITS
COMBINED SINGLE LIMIT $
1,000,000.
BODILY INJURY (Per
person) s
BODLY INJURY (Per =eldest) 3
PROPERTY DAMAGE $
CON32661937 3_9_98 3 - - EACH OCCURRENCE 310,000,000.
AGGREGATE 310,000,000.
STATUTORY L1MTrS
WC984321 3 - - 3 - - EACH ACCIDENT s 1 ,000,000.
DISEASE POLICY Lam' 3 1 , 000 , 000 .
DISEASE - EACH EMPLOYEE 3 1,000,000.
FICEIPTION OF OPERAT IONSiLOCATIONSAIEFECLESiSPECIAL ITEMS/EXCEPTIONS
' JOB RE: 42 WATERLINE REPLACEMENT AT WTP, ROUND ROCK, WILLIAMSON COUNTY, TEXAS
The City of Round Rock ;named as additiorsl insured with respct to all policies except workers' Co Should a
above described policies by ca ceuee or changed before the Compensation and aii thirty (0 ) day sy. Should ace
tot, certificate holder named below, expiration daze dtereof, th issuing company will Dail thirty (30) days written notice
CERTIFICATE HOLDER: City of Round Rick ,,
I 221E. Main Streit ,' 4A OF.y ��Y/�
j` • w D REPRESENTATIVE
Round Rock, Texas 78664 _
attn: Joanne Land (
Typed Name: DD FL
AVI :
Tide: _PRFSIDENT
PBD-7
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
and
day of , A.D. nineteen hundred
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
Poslbid.wl /spec sm
42" Waterline Replacement at WTP
PBD -8
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
Poslbid.wl /spec sm
PBD -9
4.0 GENERAL CONDITIONS
1
General Conditions of Agreement
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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
gencond.mstlspec
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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
gencond.msuspec
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
gencond.mWspec
GC -3
1. Definition of Terms
1.01 Owner, Contractor and Engineer
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.
1.02 Contract Documents
gencond.msVspec
General Conditions of Agreement
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 tenn 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
fumishes 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
genco"d.msNspec
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 minor miscellaneous work and adjustment.
GC -5
2. Responsibilities of the Engineer and the Contractor
2.01 Owner - Engineer Relationship
gencond.msl/spec
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 less 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
gencond.msUspec
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 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.
GC -7
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 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 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.
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, 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 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 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
gencond.mst/spec
It is understood and agreed that the Contractor has, by careful examination, satisfied himself
as to the nature and location of the work, the conformation of the ground, the character,
quality and quantity of the materials to be encountered, the character of equipment and
facilities needed preliminary to and during the prosecution of the work, the general and local
conditions, and all other matters which 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 finds 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 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.
GC -8
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
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
2.12 Shop Drawings
gencond.msUspec
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.
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 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
GC -9
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
2.15 Changes and Alterations
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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,
forthwith remove such material and rebuild or otherwise remedy such work so that it shall
be in full accordance with this contract.
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
GC -10
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
gencond.mst'spec
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 conceming 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 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.
GC -11
1
1 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
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
1 franchises, but the City shall not be responsible for delays or other damages to the Contractor
which may result from their acts or omissions.
1
gencund.msuspec GC -12
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 govem.
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
3.09 Protection Against Accident to Employees and the Public
ge
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.
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 the "Manual of
Accident Prevention in Construction" of the Associated General Contractors of America
except where incompatible with Federal, State, or Municipal laws or regulations. The
Contractor shall provide such machinery guards, safe walkways, ladders, bridges,
gangplanks, and other safety devices. 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
GC -13
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
gencond.mst/spec
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 fumished and approved by the
Owner.
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.
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 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.
GC -14
3.13 Protection Against Claims of Subcontractors, Laborers, Materialmen and Furnishers
of Machinery, Equipment and Supplies
3.14 Protection Against Royalties or Patented Invention
3.15 Laws and Ordinances
gencond.msUspec
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.
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.
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
GC -15
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
3.17 Indemnification
gencond.msUspec
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.
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 attomeys' 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 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
GC -16
3.18 Insurance
The Contractor shall carry insurance as follows for the duration of this contract.
A. Statutory Workmen's Compensation.
Definitions:
gencoad.mstlsp o
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.
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 govemmental entity.
Persons providing services on the project ("subcontractor" in § 406 096 - includes 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
GC -17
gencond.mstlspec
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 govemmental 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
(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:
GC -18
gencondmst/spec
(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 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 services.
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
GC -19
gencond.msUspec
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.
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
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,
GC -20
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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.
3.20 Guarantee Against Defective Work
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 contract 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 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)
2288.021. 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
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on behalf of it:
(I) 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.
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 detennination 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
gencond.mstlspec
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 shall 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
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.
5.02 Estimated Quantities
ge"co"d.msUspec
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 famished 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 contract. The Contractor hereby
agrees to receive such prices in full for furnishing all material and all labor required for the
GC -24
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 according to this Agreement.
5.04 Partial Payments
5.05 Use of Completed Portions
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On or before the lst 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
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 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 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 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 ".
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 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 rime, or both, as the Engineer 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 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 a minor or major nature,
and thereby completing the structure or facility in accordance 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
GC -25
gencond.msUSpec
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
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)
g)
Reasonable indication that the work will not completed within the contract time.
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.
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5.09 Delayed Payments
6. Extra Work and Claims
6.01 Change Orders
gencood.mst/spec
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.
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.
6.02 Minor Changes
The Engineer may authorize minor changes in the work not inconsistent with the overall intent
of the Contract Documents and not involving an increase in Contract Price. If the Contractor
believes that any minor change or alteration authorized by the Engineer involves Extra Work
and entitles him to an increase in the Contract Price, the Contractor shall make written request
to the Engineer for a written Field Order.
In such case, the Contractor by copy of his communication to the Engineer or otherwise in
writing shall advise the Owner of his request to the Engineer for a written Field Order and that
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.
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6.03 Extra Work
gencond.mst/spec
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 "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
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gencond.mst/spec
not embraced within the "actual field cost" as herein defined, save that where the Contractor's
Camp or Field Office must be maintained primarily on account of such Extra Work; then the
cost to maintain and operate the same shall be included in the "actual field cost."
No claim for Extra Work of any kind will be allowed unless ordered in writing by the
Engineer. In case any orders or instructions, either oral or written, appear to the Contractor
to involve Extra Work for which he should receive compensation or an adjustment in the
construction time, he shall make written request to the Engineer for written order authorizing
such Extra Work. Should a difference of opinion arise as to what does or does not constitute
Extra Work, or as to the payment therefor, and the Engineer insists upon its performance, the
Contractor shall proceed with the work after making written request for written order and shall
keep an accurate account of the "actual field cost" thereof, as provided under Method (C). The
Contractor will thereby preserve the right to submit the matter of payment to arbitration, as
hereinbelow provided.
6.04 Time of Filing Claims
It is further agreed by both parties hereto that all questions of dispute or adjustment presented
by the Contractor shall be in writing and filed with the Engineer within thirty (30) days after
the Engineer has given any directions, order or instruction to which the Contractor desires to
take exception. The Engineer shall reply within thirty (30) days to such written exceptions by
the Contractor and render his final decision in writing. In case the Contractor should appeal
from the Engineer's decision, any demand for arbitration 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 final decision. It is further agreed that final acceptance of the work by the Owner
and the acceptance by the Contractor of the 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
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.
6.06 Arbitration
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
GC -29
ge.md.mWTec
(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, 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:
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gencond.msuspec
(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, 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
GC -31
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
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 teens of this Agreement and
shall certify same to the Owner who 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
gencond.mst/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)
GC -32
gencond.mstlspec
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.
8.02 Subcontractual Relations
All work performed for the Contractor by a Subcontractor shall be pursuant to an appropriate
written agreement between the Contractor and the Subcontractor (and where appropriate
between Subcontractors and Sub - subcontractors) which shall contain provisions that:
(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 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
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 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 Contractor upon the
Owner;
GC -33
9. Separate Contracts
gencond.mst/spec
(5) obligate each subcontractor specifically to consent to the provisions of this
section.
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.
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 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 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 on
account of work done by such Subcontractors.
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.
9.01 Owner's Right to Award Separate Contracts
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
GC -34
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 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
gencond.msNspec
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,
GC -35
gencond.mst/spec
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
Ordinances.
1.
walks, pavements, fences, roadways, structures and utilities not designated for
removal, relocation or replacement in the course of construction.
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.
GC -36
gencond.msUspec
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 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.
10.03 Location and Protection of Utilities
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 -37
5.0 SPECIAL CONDITIONS
SECTION 01- INFORMATION
01 -01 ENGINEER
The word "Engineer" in these Specifications shall be understood as 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.
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 Plans free of charge, and additional sets will
be obtained from the Engineer at commercial reproduction rates plus 20% for
handling.
01 -03 GOVERNING CODES
01 -05 LOCATION
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 LIOUIDATED DAMAGES FOR FAILURE TO COMPLETE ON TIME
The Contractor agrees that time is of the essence for this Contract and that 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 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 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.
The location of work shall be as mentioned in the Notice to Bidders and as indicated
on Plans.
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,
SPECOND 42 waterline@wtp.doc/sm spec SC - 1
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.
01 -08 AWARD OF CONTRACT
The Owner reserves the right to award to the Contractor the base bid as shown in the
bid proposal or the alternate bid. If the alternate bid is awarded it shall replace the
base bid amount.
SECTION 02- SPECIAL CONSIDERATIONS
02 -01 CROSSING UTILITIES
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 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.
02 -02 UTILITY SERVICES FOR CONSTRUCTION
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.
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
SPECOND 42 waterline @wtp.doc /sm spec SC - 2
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 LIMIT OF FINANCIAL RESOURCES
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 be
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.
02 -06 CONSTRUCTION REVIEW
The Owner shall provide a project representative to review the quality of materials and
workmanship.
02 -07 LIMITS OF WORK AND PAYMENT
It shall be the obligation of the Contractor to complete all work included in 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 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
SPECOND 42 waterline @wtp.doclsm spec SC - 3
of the Agreement.
02 -09 "AS- BUILT" DRAWINGS
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 shall be subsidiary to other bid items.
02 -10 LAND 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 are 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.
SPECOND 42 waterline@wtp.doc/sm spec SC - 4
02 -13 TIE -IN CONSTRAINTS
The Contractor shall be allowed a maximum of 48 hours to complete the tie -in.
The Contractor shall notify the Owner seven (7) days in advance of the proposed
tie -in. All material and supplies necessary to complete the proposed tie -in shall be
obtained prior to the scheduled time of construction. The contract is structured to
provide sufficient time to acquire all fittings, pipe and other ancillary items for the
waterline tie -in.
02 -14 DISINFECTION
The Contractor shall coordinate the installation of new pipe such that the inside
surfaces shall be sprayed with a chlorine disinfectant solution of 200 parts -per-
million (ppm). The solution shall be applied to the interior surfaces of the pipe
during the construction process.
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.
SECTION 04- WARRANTY BOND
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.
SPECOND 42 waterline@wtp.doc /sm spec SC - 5
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 Employers 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.
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 coveredby
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.
SPECOND 42 waterline @wtp.doc /sm spec SC - 6
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 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.
SPECOND 42 waterline@wtp.doc /sm spec SC - 7
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.
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.
SPECOND 42 waterline @wtp.doc /sm spec SC - 8
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
COUNTY(ies):
BELL CORYELL TRAVIS
BEXAR GUADALUPE WILLIAMSON
BRAZOS HAYS
COMAL MCLENNAN
SUTX2042A 11/16/1991
Publication Date
03/15/1996
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 SETTER 7.700
CARPENTER 9.054
CONCRETE FINISHER -PAVING 8.600
CONCRETE FINISHER - STRUCTURES 7.903
SPECOND 42 waterline @wtp.doc /sm spec SC - 9
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 2 C.Y. 8.427
CRANE, CLAMSHELL, BACKHOE,
DERRICK, DRAGLINE, SHOVEL
1 2 C.Y. &:OVER 9.880
FOUNDATION DRILL OPERATOR.
CRAWLER MOUNTED 10.475
FOUNDATION DRILL OPERATOR 10.923
TRUCK MOUNTED
FRONT END LOADER 2 2 C.Y. & LESS 7.499
FRONT END LOADER OVER 2 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
SPECOND 42 waterline@wtp.dodsm spec SC - 10
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
SPECOND 42 waterline @wtp.doc /sm spec SC - 11
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
Moo
$8.00
CONCRETE FINISHER
$10.27
$0.00
$O.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
810.91
ELECTRICIAN
$17.44
$2.16
$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
518.10
$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
$2.39
$2.55
$0.33
$23.67
SPRINKLER FITTER
$18.25
$3.40
$2.20
$0.00
$23.85
TERRAZZO WORKER
$0.00`
$0.00
$0.00
$0.00
$0.00•
TILE SETTER
$15.00
$0.32
$0.00
$0.00
$15.32
WATERPROOFER/CAULKER
$10.64
$0.00
$0.00
$0.00
$10.64
1
COUNTY NAME: WILLIAMSON
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
PREVAILING WAGE RATE DETERMINATION
BUILDING CONSTRUCTION TRADES
Date Printed: April 15, 1997
•$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 bod 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 42 waterline @wtp.doc /sm spec SC - 12
6.0 TECHNICAL SPECIFICATIONS
Table of Section Contents
Series 300 Street Surface Courses
Series 400 Concrete for Structures
Series 500 Pipe
SERIES 300 - Street Surface Courses
(CITY OF AUSTIN TECHNICAL SPECIFICATIONS)
Item No.
301 Asphalts, Oils and Emulsions
302 Aggregates for Surface Treatments
306 Prime Coat
307 Tack Coat
310 Emulsified Asphalt Treatment
311 Emulsified Asphalt Repaving
312 Seal Coat
315 Milling Asphaltic Concrete Pavement
320 Two Course Surface Treatment
340 Hot Mix Asphaltic Concrete Pavement
311 Paving Fabric
300 I loafing, Coarifying and flopaving
301 ftojuvonating Agont
3E0 Conorctc Pavomont
-070 Oonc _
370 C r t ,.Akira for Cidewalk Ilampc.
END
Series 300
Street Surface Courses
TI 300 05/16/94 Page 1 Street Surface Courses
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
Viscosity
275 F stokes
Test
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,
cms
Spot test
VISCOSITY GRADE
Item No. 301
Asphalts, Oils and Emulsions
AC -3 AC -5 AC -10 AC -20 AC-40
Min. Max. Min. Max. Min. Max. Min. Max. Min. Max.
300 500 ±100 1000 - ±200 2000 ±400 4000 ±800
1.1 — 1.4 — 1.9 — 2.5 — 3.5 —
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) shall 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
tatty -acid soap so as to have good storage stability, and possessing the following properties:
Monomer ratio, B/S 70/30
Minimum solids content 67%
Solids content per gal at 67% 5.3 lbs.
Coagulum on 80 -mesh screen 0.1% maximum
Type Anti - oxidant staining
Mooney Viscosity of Polymer (M /L 4 at 212 F)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 04/17/86 301
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. qv 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
trichloroethylene, % 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. (C4
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 600 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 cm /min, cros
Solubility in trichloroethylene,
Spot Test
120 250
100' —
99.0 —
120 250 120 250
100" — 100* —
99.0 — 99.0 —
ALL NEGATIVE
120 250
100' —
99.0 —
120 250
100' —
99.0 —
if penetration of residue is more than 200 and ductility at 77 F is less than 100 cm, the material will be acceptable i1 its
ductility at 60 F is more than 100.
AE -P CUTBACK ASPHALT
Type -Grade AE -P
Properties Minimum Maximum
Viscosity Co 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 C 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 Portion 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 CaCl % 60 — 60 — 30 30 — —
Storage Stability 1 day, % — 1 — 1 1 — 1 1 1
Page 3 04/17/86 301
1
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. 1
Freezing Test, 3 Cycles • Passing Passing Passing Passing
Tests of Residue: 1
Penetration at 77 F, 100g, 5 sec. 120 160 80 110 120 160 80 110 120 160 120 160
Solubility in Trichloroethylene, % 97.5 — 97.5 — 97.5 — 97.5 — 97.5 — 97.5
Ductility at 77 F, 5 cm /min, cms 100 — 100 — 100 — 100 — 100 — 100 1
'Applies only when Engineer designates material for winter use.
CATIONIC EMULSIONS 1
Rapid Setting Medium Setting Slow Setting
Type -Grade CRS -2 CRS -2h CMS -2 CMS -2h CSS -1 CSS -1h 1
Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Min. Max.
Viscosity, Saybolt Furol at 77 F sec. 20 100 20 100 '
Viscosity, Saybolt Furol at 122 F
sec. 1
150 400 150 400 100 100 300 100 100 300 —
Storage stability test, 1 day % — 1 — 1 — 1 — 1 — 1 — 1
Demulsibility, ' 35 ml 0.8% sodium '
dioctyl sulfosuccinate %
40 — 40 — — —
Coating, ability & water resistance: I
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 Positive '
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
1
Residue, % 65 65 — 65 — 65 — 60 — 60
Tests on Residue from Distillation Test: 1
Penetration, 77 F, 100 g 5 sec. 120 160 80 110 120 200 80 110 120 160 80 110
Ductility, 77 F, 5 cm /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. 1
301 04/17/86 Page 4
(5)
(
(8)
Fluxing Material
Fluxing material shall be free 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 Precoal Material ".
Special
Precoat Material
Properties Minimum Maximum
Water, % —
Flash, C.O.C., F 200
Kinematic Viscosity at 140 F, cst. 300
Distillation to 680 F:
Initial Boiling point, F 500
Residue by weight, % 70
Penetration residue, 77 F, 1009, 5 sec 200
High Float Emulsions
Type -Grade
0.2
500
300
HIGH FLOAT EMULSIONS
Rapid Setting Medium Setting
Type -Grade HFRS -2 AES -300
Properties 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 g, 5 sec. 100 140 300
Solubility in Trichloroethylene, % 97.5 — 97.5
Ductility at 77.5 cm /min, cms 100 —
Float Test at 140 F, sec. 1200 1200
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:
68 -88 Pen 38 -45 Pen
Minimum Maximum Minimum Maximum
Penetration, 77 F, 1009, 5 sec 68 88 38 45
Penetration, 32 F, 200g, 60 sec 38 — — —
Penetralion, 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 cm /min, cros 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 and 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 heated above the following maximum temperatures:
Application and Mixing Heating and
Recommended Storage
Type -Grade Range, F Allowable, F Maximum, F
NOTE: Heating of asphaltic materials (except emulsions) constitutes a fire hazard to various degrees. Proper precautions
should be used in all cases and especially with RC cutbacks.
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 -1h 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
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 material 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
302.2 Materials
Item No. 302
Aggregates for Surface Treatments
. 302.1 Description
This item shall consist of the requirements for aggregate and precoaled aggregate to be used in the construction
of surface treatments.
(1) Aggregates
Aggregates shall be composed of clean, tough and durable particles of gravel, crushed gravel, crushed
stone, crushed slag or natural limestone rock asphalt. These materials shall not contain more than 5
percent by weight of soft particles and other deleterious materials as determined by TXDOT Test Method
Tex - 217 -F, Part I.
The natural limestone rock asphalt aggregate fumished shall have an average bitumen content from 4 to
8 percent by weight of naturally impregnated asphalt, as determined by TXDOT Test Method Tex -215 -F
and shall contain not more than 2 percent by weight of any one of or combination of iron pyrites or other
objectionable matter, as determined by TXDOT Test Method Tex - 217 -F, Part I.
No aggregate shall contain a total of more than 5 percent by weight of impurities or objectionable matter
listed above.
The percent of wear, as determined by TXDOT Test Method Tex - 410 -A, for each of the materials shall
not exceed 33 percent.
The percent of wear on natural limestone rock asphalt aggregate as determined by TXDOT Test Method
Tex -410 -A shall be made on that portion of the material retained on the No. 4 sieve, having a
impregnated asphalt content of less than 1 percent.
Crushed gravel shall have a minimum of 85 percent of the particles retained on the No 4 sieve with at
least 1 crushed face. as determined by TXDOT Test Method Tex - 413 -A.
(2) Precoat Material and Flux Oil
(a) The precoat material shall meet requirements for "Precoat Materials" as specified in Item No. 301,
"Asphalts, Oils and Emulsions ".
(b) The flux oil shall meet the requirements for "Flux Oil" as specified in Item No. 301, "Asphalts, Oils and
Emulsions ".
(c) Potable water from City of Austin supplies is preferred, but the Contractor may submit test results of
other water as sources for approval by the Engineer /Architect before use in structural concrete.
302.3 Types
The various types of aggregates are identified as follows:
Type A
Type A aggregate shall consist of gravel, crushed slag, crushed stone or natural limestone rock asphalt.
Type B
Type 6 aggregate shall consist of crushed gravel, crushed slag, crushed stone or natural limestone rock
asphalt.
302 02/19/93 1 Aggregates for Surface Treatments
Type C
Type C aggregate shall consist of gravel, crushed slag or crushed stone.
Type D
Type D aggregate shall consist of crushed gravel, crushed slag or crushed stone.
Type E
Type E aggregate shall consist of natural limestone rock asphalt.
Type F
Type F aggregate shall consist of Trap Rock.
The various types of precoated aggregates are identified as follows:
Type PA
Type PA shall be precoated aggregate consisting of gravel, crushed slag, crushed stone or natural
limestone rock asphalt.
Type PB
Type PB shall be precoated aggregate consisting of crushed gravel, crushed slag, crushed stone or
natural limestone rock asphalt.
Type PC
Type PC shall be precoated aggregate consisting of gravel, crushed slag or crushed stone.
Type PD.
Type PD shall be precoated aggregate consisting of curshed gravel, crushed slag or crushed stone.
Type PE
Type PE shall be precoated aggregate consisting of natural limestone rock asphalt.
302.4 Grades
When tested by TXDOT Test Method Tex - 200 -F, Part 1, the gradation requirements for the several grades of
aggregate shall be as follows:
Grade 1
Percent by
Weight
Retained on 1 inch sieve 0
Retained on 7/8 inch sieve 0 -2
Retained on 3/4 inch sieve 20 -35
Retained on 5/8 inch sieve 85 -100
Retained on 3/8 inch sieve 95 -100
Retained on No. 10 sieve 99 -100
302 02/19/93 2 Aggregates for Surface Treatments
Grade 2
Grade 3
Grade 4
Percent by
Weight
Retained on 7/8 inch sieve 0
Retained on 3/4 inch sieve 0-2
Retained on 5/8 inch sieve 20 -35
Retained on 1/2 inch sieve 85 -100
Retained on 3/8 inch sieve 95 -100
Retained on No. 10 sieve 99 -100
Retained on 3/4 inch sieve 0
Retained on 5/8 inch sieve 0 -2
Retained on 1/2 inch sieve 20 -35
Retained on 3/8 inch sieve 85 -100
Retained on 1/4 inch sieve 95 -100
Retained on No. 10 sieve 99 -100
Retained on 5/8 inch sieve 0
Retained on 1/2 inch sieve 0 -2
Retained on 3/8 inch sieve 20 -35
Retained on No. 4 sieve - 95 -100
Retained on No. 10 sieve 99 -100
Grade 5
Retained on 1/2 inch sieve 0
Retained on 3/8 inch sieve 0 -5
Retained on No. 4 Sieve 40 -85
Retained on No. 10 sieve 98 -100
Retained on No. 20 sieve 99 -100
Grade 3T
Retained on 3/4 inch sieve 0
Retained on 5/8 inch sieve 0 to 2
Retained on 1/2 inch sieve 20 to 35
Retained on 3/8 inch sieve 85 -100
Retained on 1/4 inch sieve 95 -100
Retained on No. 10 Sieve 99 -100
The percent of wear as determined by TXDOT Test Method TEX -410 -A shall not exceed 30.
The aggregate when tested using TXDOT Test Method TEX -411 -A (magnesium sulphate soundness method, 5
cycles) shall have no loss greater than 25 percent.
The aggregate shall be either dark in color or be precoated. If not precoated, it shall be sufficiently washed as to
produce a clean, dustfree surface.
The aggregate shall not contain more than 1.0 percent by weight of fine dust, clay -like particles and /or silt when
tested in accordance with TXDOT Test Method TEX 217 - Part II. This test and the gradation given above shall
be conducted from the stockpiles after delivery to the job site.
The Polish Value shall not be less than 30. When the aggregate is supplied from a source that is rated by the
Materials and Tests Division of the Texas Department of Transportation, the Rated Source Polish Value (RSPV)
302 02/19/93 3 Aggregates for Surface Treatments
shall be used to determine specification compliance. When the aggregate is to be supplied from a source not
rated by the Texas DOT. prior to use the aggregates shall be sampled in accordance with TXDOT Test Method
TEX -400 -A and tested in accordance with TXDOT Test Method TEX- 438 -A. Part I.
Grade 5T
Percent by
Weight
Retained on 1/2 inch sieve 0
Retained on 3/8 inch sieve 0 to 5
Retained on No. 4 sieve 40 to 85
Retained on No. 10 sieve 98 -100
Retained on No 20 sieve 99 -100
The percent of wear as determined by TXDOT Test Method TEX -410 -A shall not exceed 30.
The aggregate when tested using TXDOT Test Method TEX -411 -A (magnesium sulphate soundness method, 5
cycles) shall have no loss greater than 25 percent.
The aggregate shall be either dark in color or be precoated. If not precoated, it shall be sufficiently washed as to
produce a clean, dustfree surface.
The aggregate shall not contain more than 1.0 percent by weight of fine dust, clay -like particles and /or silt when
tested in accordance with TXDOT Test Method TEX- 217 -F, Part II. This test and the gradation given above shall
be conducted from the stockpiles after delivery to the job site.
The Polish Value shall not be less than 30. When the aggregate is supplied from a source that is rated by the
Materials and Tests Division of the Texas Department of Transportation. the Rated Source Polish Value (RSPV)
shall be used to determine specification compliance. When the aggregate is to be supplied from a source not
rated by the Texas DOT. prior to use the aggregates shall be sampled in accordance with TXDOT Test Method
TEX -400 -A and tested in accordance with TXDOT Test Method TEX- 438 -A. Part I.
302.5 Equipment For Precoating Aggregate
Mixing plants that will not continually meet all the requirements of this specification shall be rejected.
Mixing plants may be either the weigh hatching type, the continuous mixing type or the drum mix type. Each
type of plant shall be equipped with satisfactory conveyors, power units, aggregate handling equipment,
aggregate screens and bins and shall consist of the essential pieces of equipment listed below.
If the Engineer approves the use of an emulsion as a precoat material, he may also waive the requirement for a
dryer or if it is demonstrated that a satisfactory coating can be obtained without drying or heating the aggregate.
(a) Weigh Batching Type
1- Cold Aggregate Bin and Proportioning Device
The cold aggregate bins or aggregate stockpiles shall be of sufficient number and size to supply the
amount of aggregate required to keep the plant in continuous operation. The proportioning device
shall be such as will provide a uniform and continuous flow of aggregate in the desired proportiton to
the plant.
2 Dryer
The dryer shall be of the type that continually agitates the aggregate during heating and in which the
temperature can be so controlled that aggregate will not be injured in the necessary drying and
heating operations required to obtain a mixture of the specified temperature.
302 02/19/93 4 Aggregates for Surface Treatments
3. Burner
The bumer or combination of bumers and type of fuel used shall be such that in the process of
heating the aggregate to the desired or specified temperatures, no residue from the fuel shall adhere
to the heated aggregate. A recording thermometer shall be provided which will record the
temperature of the aggregate when it leaves the dryer. The dryer shall be of sufficient size to keep
the plant in continuous operation. The dryer will not be required for precoating natural limestone rock
asphalt.
4. Screening and Proportioning
The screen capacity and size of the bins shall be sufficient to screen and store the amount of
aggregate required to properly operate the plant and keep the plant in continuous operation at full
capacity. Proper provisions shall be made to enable inspection forces to have easy and safe access
to the proper location on the mixing plant where accurate representative samples of aggregate may
be taken from the bins for testing.
5. Weighing and Measuring Equipment
The weighing and measuring equipment shall be of sufficient capacity and of adequate design for
proper batching. The following equipment, conforming to the requirements of the SDHPT Standard
Specification, Item No. 510 "Weighing and Measuring Equipment ", shall be furnished:
(a) Aggregate weigh box and batching scales.
(b) Bucket and scales for precoat material for flux oil.
A pressure type flow meter may be used to measure the precoat material or flux oil for each batch.
6. Mixer
The mixer shall be of the pug mill type and shall have a capacity of not less than 3000 pounds in a
single batch. The number of blades and the position of same shall be such as to give a uniform and
complete circulation of the batch in the mixer. The mixer shall be equipped with an approved spray
bar that will distribute the precoat material or flux oil quickly and uniformly throughout the mixer.
Any mixer that has a tendency to segregate the mineral aggregate or fails to secure a thorough and
uniform mixing with the precoat material or flux oil shall not be used. All mixers shall be provided
with an automatic time lock that will lock the discharge doors of the mixer for the required mixing
period. The dump door or doors and the shaft seals of the mixer shall be tight enough to prevent the
spilling of aggregate or mixture from the pug mill.
(b) Continuous Mixing Type
1. Cold Aggregate Bin and Proportioning Device
Same as for weigh batching type of plant.
2- Dryer
Same as for weigh batching type of plant.
3. Screening and Proportioning
Same as for weigh batching type of plant. These requirements shall also apply to materials that are
stockpiled and that are proposed for direct use by a continuous mixing plant without the use of plant
bins.
302 02/19/93 5 Aggregates for Surface Treatments
4. Aggregate Proportioning Device
The aggregate proportioning device shall be so designed that when properly operated, a uniform and
continuous flow of aggregate into the mixer will be maintained.
5. Spray Bar for Precoat Material and Flux Oil
The spray bar for the precoat material or flux oil shall be so designed that the material will spray
uniformly and continuously into the mixer.
6. Meter for Precoat Material or Flux Oil
An accurate recording meter for precoat material or flux oil shall be placed in the line leading to the
spray bar so that the accumulative amount of precoat material or flux oil being used can be
accurately determined. Provisions of a permanent nature shall be made for checking the accuracy of
the meter output_
7. Mixer
The mixer shall be of the pug mill continuous type and shall have a capacity of not less than 40 tons
of mixture per hour. Any mixer that has a tendency to segregate the aggregate or fails to secure a
thorough and uniform mixing of the aggregate with the precoat material or flux oil shall not be used.
(c) Drum Mix Plant
Unless otherwise indicated or if natural limestone rock asphalt is to be used, the Contractor may elect to
use the drum - mixing process. The plant shall be adequately designed and constructed for the process of
mixing aggregates and precoal material in the dryer -drum without preheating the aggregates. The plant
shall be equipped with satisfactory conveyors, power units, aggregate - handling equipment and feed
controls and shall consist of the following essential pieces of equipment.
1. Cold Aggregate Bin and Feed System
The number of compartments in the cold aggregate bin shall be equal to or greater than the number
of stockpiles of individual materials to be used.
The bin shall be of sufficient size to store the amount of aggregate required to keep the plant in
continuous operation and of proper design to prevent overflow of material from one compartment to
another. The feed system shall provide a uniform and continuous flow of aggregate in the desired
proportion to the dryer.
The system shall provide positive weight of the combined cold aggregate feed by use of belt scales or
other approved devices. Provisions of a permanent nature shall be made for checking the accuracy
of the measuring device. When a belt scale is used, mixture production shall be maintained so that
the scale normally operates between 50 percent and 100 percent of its rated capacity. Belt scale
operation below 50 percent of the rated capacity may be allowed by the Engineer if, at the selected
rate. it can be satisfactorily demonstrated to the Engineer that mixture uniformity and quality have not
been adversely affected.
2. Scalping Screen
A scalping screen shall be required, unless otherwise indicated and shall be located ahead of any
weighing device.
3. Precoat Material Measuring System
An asphaltic material measuring device meeting the requirements of the TXDOT Item No. 510,
"Weighing and Measuring Equipment ", shall be placed in the line leading to the drum mixer so that
the accumulative amount of precoat material used can be accurately determined. Provisions of a
302 02/19/93 6 Aggregates for Surface Treatments
permanent nature shall be made for checking the accuracy of the measuring device output. The
measuring device and line to the measuring device shall be protected with a jacket of hot oil or other
approved means to maintain the temperature of the line and measuring device near the temperature
specified for the precoat material. Unless otherwise indicated, the temperature of the precoat
material entering the measuring device shall be maintained at +10 F of the temperature at which the
measuring set was calibrated and set.
4. Synchronization Equipment for Feed - Control Systems
The precoat material feed - control shall be coupled with the total aggregate weight measuring device
in such a manner as to automatically vary the precoat material feed rate as required to maintain the
required proportion.
5. Drum Mix System
The drum mix system shall be of the type that continually agitates the aggregate and precoat mixture
during heating and in which the temperature can be so controlled that aggregate and asphalt will not
be damaged in the necessary drying and heating operations required to obtain a mixture at the
specified temperature. A continuously- recording thermometer shall be provided which will indicate
the temperature of the mixture as it leaves the drum mixer.
6. Surge - Storage System
A surge- storage system will be required. It shall be adequate to minimize the production interruptions
during the normal days operations and shall be constructed to minimize segregation. A device such
as a gob hopper or other similar devices approved by the Engineer to prevent segregation in the
surge- storage bin will be required.
7. Heating Equipment for Precoat Material and Flux Oil
Healing equipment for precoat material and flux oil shall be adequate to heat the amount of material
required to the desired temperature. The material may be heated by steam coils which shall be
absolutely tight. Direct fire heating will be permitted, provided the heater used is manufactured by a
reputable concem and there is positive circulation of the liquid throughout the heater. Agitation with
steam or air will not be permitted. The heating apparatus shall be equipped with a recording
thermometer with a 24 -hour chart that will record the temperature of the precoat material of flux oil
where it is at the highest temperature.
Water in an amount not to exceed 3 percent by weight of the mixture may be used in preparing the
mixture. The water shall be added as directed by the Engineer during the mixing. In the event water
is used in the mixing operation, adequate measuring devices shall be used and the water shall be
administered to the mix through an approved spray bar.
302.6 Storage, Proportioning and Mixing
(1) Aggregate Storage
If the mineral aggregates are stored or stockpiled, they shall be handled in such a manner as to prevent
segregation, the mixing of the various materials or sizes and the contamination with foreign materials.
The grading of aggregates proposed for use and as supplied to the mixing plant shall be uniform.
The use of limestone rock asphalt aggregate containing moisture in excess of the saturated surface -dry
condition will not be permitted. Excess moisture will be evidenced by visual surface moisture on the
aggregate or any unusual quantities of fines clinging to the aggregate.
(2) Storage and Heating of Precoating Material or Fluxing Material
The precoating or fluxing material storage shall be ample to meet the requirements of the plant. The
materials shall not be healed to a temperature in excess of 250 F. All equipment used in the storage and
302 02/19/93 7 Aggregates for Surface Treatments
handling of precoat material or flux oil shall be kept in a clean condition at all limes and shall De
operated in such manner that there will be no contamination with foreign matter.
(3) Feeding and Drying of Aggregate
The feeding of various sizes of aggregate. other than natural limestone rock asphalt, to the dryer shall be
done through the cold aggregate bin and proportioning device in such a manner that a uniform and
constant flow of material in the required proportions will be maintained. The aggregate shall be heated
to the temperature necessary to produce a mixture meeting the requirements of "Physical Properties of
the Mixture ".
(4) Proportioning
The proportioning of the various materials entering into the mixture shall be as directed by the Engineer
and in accordance with these specifications. Aggregate shall be proportioned by weight using the weigh
box and batching scales herein specified when the weigh -batch type of plant is used and by volume
using the aggregate proportioning device when the continuous mixer type of plant is used. The precoat
material or flux oil shall be proportioned by weight or by volume based on weight using the specified
equipment.
(5) Mixing
(a) Batch Type Mixer
In the charging of the weigh box and the charging of the mixer from the weigh box, such methods or
devices shall be used as are necessary to secure a uniform mixture. In introducing the batch into the
mixer, the mineral aggregate shall be introduced first; shall be mixed thoroughly, as directed, to
uniformly distribute the various sizes throughout the batch before the precoat material or flux oil is
added; the precoat material or flux oil shall then be added and the mixing continued until such time
that the aggregate is properly coated. This mixing period may be varied, if in the opinion of the
Engineer, the mixture is not uniform.
(b) Continuous Type Mixer and Drum Mixer
The amount of aggregate and precoat material or flux oil entering the mixer and the rate of travel
through the mixer shall be so coordinated that a uniform mixture of the specified grading and percent
by weight of precoat material or flux oil will be produced.
302.7 Physical Properties of the Mixture
The materials shall be mixed at a central mixing plant and shipped ready for use. Mixes that do not remain
workable a sufficient period of time or maintain flow qualities such that the precoated aggregate may be
satisfactorily spread by normal approved mechanical spreading devices will not be acceptable. Materials that
are not uniformly and /or properly coated or fluxed, in the opinion of the Engineer, will not be accepted for use.
Precoated aggregates shall be aggregates of the type specified, treated (coated or fluxed) with 0.5 to 2.0 percent
by weight of precoat material orfluxing material meeting the requirements of this specification and the approval
of the Engineer. The grade of aggregate specified shall meet all requirements of "Grades ", above. prior to the
application of the precoal material for fluxing material.
302.8 Measurement and Payment
Aggregates and precoated aggregates will be measured and paid for in accordance with the governing
specifications for the items of construction in which these materials are used.
End
302 02/19/93 8 Aggregates for Surface Treatments
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.
306.2 Materials
(1) Asphalt Materials
The asphalt material for Prime Coat shall conform to 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 free 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 10 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, curb 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 clean
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 ail times.
The Engineer will approve the temperature of application based on the temperature - viscosity relationship that will permit applica-
tion of the asphalt within the limits recommended in Item No. 301, "Asphalts, Oils 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 materials 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 "Prime Coal ", which price shall be full compensation for cleaning the base course or other sur-
face, for fumishing, heating, hauling and distributing the prime coal 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 No. 306: Prime Coat — Per Gallon.
End
306 04/17/86 Page 2
307.1 Description
This item shall consist of an application of asphaltic material on the completed base course after the prime coat has sufficiently
cured, existing pavement, bituminous surface, bridge deck, slab or on a prepared surface as indicated and as directed by the
Engineer.
307.2 Materials
(1) Asphalt Materials
The asphalt material for "Tack Coat" shall meet the requirements for Cutback Asphalt or Emulsified Asphalt, Item
No. 301, "Asphalts, Oils and Emulsions" as listed below. Cutback asphalt shall be made by combining 50 to 70
percent by volume of the asphaltic material as specified for the type of paving mixture with 30 to 50 percent by
volume of gasoline and /or kerosene. The type of material shall be selected from the following table:
Temperature
of Surface, F. 40 -70 Over 70
RS -2 MS -2
RS -2H MS -2H
RC -250 MC -70
CRS -2 CMS -2
CRS -2H CMS -2H
(2) Water
Water shall be furnished by the Contractor and shall be clean and free from industrial wastes and other objectionable
matter.
(3) Sand
Sand may be Grade 1 conforming to Item No. 403, "Concrete Structures" or washed sand, largely siliceous, with the
following gradation:
Percent Retained by Weight
Sieve Size Natural Sand
No. 8 0
No. 16 0 -40
No. 30 25 -65
No. 50 65 -85
No. 100 85 -98
No.200 98 -100
Item No. 307
Tack Coat
There shall not be more than 50 percent of the aggregate retained between any 2 sieves listed above and not more
than 25 percent of the aggregate retained between No. 50 and No. 100 sieve.
307.3 Construction Methods
Tack coat shall not be applied when the air temperature is below 60 F and falling, but it may be applied when the air temperature
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.
Before the tack coat is applied, the surface shall be cleaned thoroughly to the satisfaction of the Engineer. The asphaltic material
shall be applied on the clean surface by an approved type of self - propelled pressure distributor, so operated as to distribute the
tack coat at a rate not to exceed 0.10 gallon per square yard of surface, evenly and smoothly under a pressure for proper distri-
bution. Where the pavement mixture will adhere to the surface on which it is to be placed without the use of a tack coat, the tack
coat may be eliminated by the Engineer. All contact surfaces of curbs and structures and all joints shall be cleaned thoroughly
and painted with a thin uniform coat of the asphaltic material used for tack coat. The tack coat shall be rolled with a pneumatic
tire roller to distribute the asphaltic material uniformly over the tacked area. During the application of tack coat, care shall be
taken to prevent splattering of adjacent pavement, curb and gutters or structures. The Contractor shall clean splattered areas.
The distributor shall have been recently calibrated and the Engineer shall be furnished an accurate and satisfactory record of
such calibration. After beginning of 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.
Page 1 04/17/86 307
The Contractor shall be responsible for the maintenance of the surface until the HMAC is placed over the tack coat or 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 unless it is blotted by the application of sand as directed by the Engineer.
All storage tanks, piping, retorts, booster tanks and distributors used in storing or handling asphaltic material shall be kept clean
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 limes.
The Engineer will select the temperature of application based on the temperature - viscosity relationship that will permit applica-
tion of the asphalt within the limits recommended in Item No. 301, "Asphalts, Oils 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 160 F.
307.4 Measurement
The asphaltic material for "Tack Coat" will be considered subsidiary to Item 340, "Hot Mix Asphaltic Concrete Pavement" unless
included as a separate pay item in the contract. When included for payment, "Tack Coat" 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.
307.5 Payment
The work performed and materials 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 "Tack Coat ", which price shall be full compensation for cleaning the area to receive the "Tack
Coat "; for furnishing, heating, hauling and distributing the tack 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 No. 307: Tack Coat — Per Gallon.
End
307 04/17/86 Page 2
Item No. 310
Emulsified Asphalt Treatment
310.1 Description
This item shall consist of one or more applications of a mixture of emulsified asphalt and water to be used as a base treatment,
earthwork seal, prime coat or dust palliative. This mixture may be applied to the base course, subgrade, shoulders or detours at
the locations and to the extent indicated or as directed by the Engineer.
310.2 Materials
The emulsified asphalt used shall meet the requirements of Item No. 301, "Asphalts, Oils and Emulsions ". The water used shall
be clean and free from industrial wastes and other objectionable matter. Dispersal agent shall be added to water and sprayed on
severely weathered asphalt surfaces to be treated in accordance with asphalt manufacturer's recommendations.
310.3 Construction Methods
The emulsified asphalt mixture shall be applied by a self - propelled sprinkler equipped with positive and rapidly working cut -off
valves and approved spray bars which will insure the distribution of the mixture in a uniform and controllable rate of application,
operated so as to uniformly distribute the mixture in the quantity required for the use.
The emulsion may be mixed in the sprinkler tank. The Contractor shall make suitable provisions for agitating the materials suffi-
ciently to produce a uniform blend. The sprinkler tank 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 of the emulsion applied appear to
be in error, the distributor shall be calibrated in a manner satisfactory to the Engineer before proceeding with the work.
"Emulsified Asphalt Treatment" shall be mixed with the base or subbase material. The emulsified asphalt and water mixture shall
be applied and incorporated into the top portion of subbase or base course layers to the depth and width indicated or as directed
by the Engineer. Successive applications of a mixture of emulsified asphalt and water shall be applied to the area to be treated
with either a pressure distributor or an approved sprinkler and shall be continued until all of the specified amount of emulsified
asphalt has been incorporated into the material or as directed by the Engineer.
The percentage of asphalt in the mixture shall be regulated to insure that the specified amount of emulsified asphalt is incorpo-
rated into the material while maintaining the proper moisture content.
The treated material shall be mixed by blading, then shaped and compacted by rolling and blading as required by the pertinent
specifications for the particular course to the lines, grades and typical sections indicated. The surface shall be maintained with
light applications of emulsified asphalt or raw water, as directed by the Engineer, during curing of the course,
Temporary pavement markings shall conform to Item No. 864, "Abbreviated Pavement Markings ".
310.4 Rates of Application
Use Rate of Application
Dust Palliative
Base Course
Earthwork Seal
Prime Coat
Pavement Seal
0.05 to 0.1 gal /sy
0.35 to 0.5 gal /sy
0.1 to 0.35 gal /sy
See Item No. 306
0.1 to 0.35 gal /sy
310.5 Measurement
Emulsified asphalt will be measured by the gallon of emulsified asphalt used in the emulsified asphalt and water mixture.
310.6 Payment
The work performed and the emulsified asphalt furnished as prescribed by this item and measured as provided under "Measure-
ment" will be paid for at the unit price bid for "Emulsified Asphalt" of the type specified, which price shall be full compensation for
furnishing all required materials, mixing water for application, Dispersal Agent, for all freight involved, for all hauling, mixing and
distributing the mixture as specified and for all manipulation, labor, tools, equipment, temporary pavement markings and inciden-
tals necessary to complete the work
Payment will be made under:
Pay Item No. 310: Emulsified Asphalt — Per Gallon.
End
Page 1 04/17/86 310
Item No. 311
Emulsified Asphalt- Repaving
311.1 Description
This item shall consist of an application of emulsified asphalt, of the type specified, to be used as a binding agent in the recycling
mixture of existing asphaltic surfaced streets. When used in the recycling process, the emulsified asphalt increases the asphalt
content of the material being reprocessed to a design amount. The emulsified asphalt can be used either independently or in
conjunction with an emulsified rejuvenating agent.
311.2 Materials
(1) When emulsified asphalt is used independently, it shall be SS -1 or CSS -1 emulsion and conform to Item No. 301,
"Asphalts, Oils and Emulsions ".
(2) When emulsified asphalt is used in conjunction with an emulsified rejuvenating agent, it shall be a cationic emulsion,
CSS -1 and conform to Item No. 301, "Asphalts, Oils and Emulsions ".
311.3 Construction Methods
Emulsified asphalt shall be added to the recycled asphalt during the heater - scarifier operation. The Job Mixed Formula shall be
determined from the tests performed before the project begins. The actual rate of application will be established based on field
conditions and conform to Item No. 350, "Heating, Scarifying and Repaving ".
311.4 Measurement
Emulsified Asphalt will be measured by the gallon, complete in place.
311.5 Payment
The work performed and materials furnished as prescribed by this item and measured as provided for under "Measurement" will
be paid for at the unit price bid for this item, which price shall be full compensation for the work, materials, tools and other
accessories needed to complete the work.
Payment will be made under:
Pay Item No. 311: Emulsified Asphalt — Per Gallon.
End
Page 1 04/17/86 311
312.2 Materials
(1) Asphaltic Materials
Asphaltic material shall conform to Item No. 301, "Asphalts, Oils and Emulsions" as follows:
(a) Patching
1. HMAC Class D conforming to Item No. 340, "Hot Mix Asphaltic Concrete ".
(b) Sealing
1. Cool Weather (65 -80 degrees) HFRS -2.
2. Warm Weather (over 81 degrees) RS -2.
Item No. 312
Seal Coat
312.1 Description
This item shall consist of a surface treatment composed of a single application of asphalt or latex- asphalt covered with aggregate
for the sealing of existing pavements in accordance with these specifications.
(2) Aggregate
Aggregate material shall conform to Item No. 302, "Aggregate for Surface Treatments ", Grade 5T.
(3) Aggregate (Stockpiled)
Aggregate may be stockpiled only on permission of the Engineer in locations designated for stockpiling. The Con-
tractor shall be responsible for all remedial pollution control measures during the clean up of the stockpiling.
(4) Latex Additive
The latex is to be an anionic emulsion of butadiene - styrene low - temperature copolymer in water, stabilized with f atty-
acid soap so as to have good storage stability and possessing the following properties:
Monomer ratio, B/S 70/30
Minimum solids content 67%
Solids content per gal @ 67% 5.3 Ibs
Coagulum on 80 -mesh screen 0.1% max
Type Antioxidant staining
Mooney Viscosity of Polymer (M /L 4 @ 212 F) 100 min
pH of Latex 9.4 — 10.5
Surface tension 28 -42 dynes /cm'
Brookfield Viscosity of Latex 1200 ps max @ 67% solids
312.3 Equipment
Equipment to be used will consist of the following: asphalt storage and heaters, distributors, aggregate spreaders, blade equipped
tractor and drag broom, pneumatic rollers, water truck with pump and rotary broom.
All storage tanks, piping, retorts, booster tanks and distributors used in storing or handling asphaltic material shall be kept clean
and in good operating condition at all times and they shall be operated in such mariner that there will be no contamination of the
asphalt with foreign material. It shall be the responsibility of the Contractor to provide and maintain in good working order a
thermometer at the storage heating unit at all times.
The distributor shall have pneumatic tires of such width and number that the load produced on the street surface shall not exceed
650 pounds per inch of tire width and shall be so designed, equipped, maintained and operated that asphaltic material at even
heat may be applied uniformly on variable widths of surface at readily determined and controlled rates of from 0.05 to 0.2 gallons
per square yard, with a pressure range of from 25 to 75 pounds per square inch and with an allowable variation from any speci-
fied rate not to exceed 5 percent. Distributor equipment shall include tachometer, pressure gauges, volume measuring devices
and a thermometer for reading temperatures of tank contents.
The aggregate spreading equipment shall be adjusted and capable of spreading aggregate at controlled amounts per square
yard in a continuous manner.
The drag broom shall be light weight street type, mounted on a frame, designed to spread aggregate uniformly over the surface
01 a bituminous pavement and equipped with pull plates for towing. Towing equipment shall be pneumatic tired.
Page 1 04/17/86 312
Rollers shall conform 10 Item No. 232, "Rolling (Pneumatic Tire) ", Light Pneumatic Tire Roller.
Rotary brooms shall be suitable for cleaning the surfaces of bituminous pavements.
Vacuum sweepers shall be suitable for removing any loose aggregate without disturbing the compacted seal coat.
312.4 Construction Methods
Prior to commencing this work, all erosion control, environmental protection measures and all traffic control devices shall be in
place.
Seal coats shall not be applied when air temperature is below 60 F and falling or when the surface on which the seal coat is to be
placed is below 60 F. Seal Coats may be applied when air temperature is above 50 F and rising, the temperature being taken in
the shade and away from artificial heat. Asphaltic material shall not be placed when general weather conditions are not suitable
for a satisfactory seal coat or when the environment could be damaged.
(1) Cracks and Holes
Cracks and holes will be patched by the Contractor prior to seal coat operations. Material used to do this patch will be
hot mix, hot lay asphaltic concrete or other asphaltic materials as approved by the Engineer.
(2) Cleaning Existing Surfaces
Prior to placing the seal coat, loose dirt and other objectionable material shall be removed from the existing surface.
The surface will be cleaned with a rotary broom. Hand brooms will be used in areas not accessible to rotary brooms.
The Engineer must approve all streets before application of any asphalt.
(3) Mixing Asphalt
When the air temperature is 80 F or higher, latex shall be added to the asphalt at the rate of 11/2 to 2 percent by
weight (solid bases). The actual rate shall be approved by the Engineer. The asphalt shall be heated to 150 F before
adding the latex. The mixture shall be thoroughly mixed before application.
The finished latex- asphalt shall meet the following requirements:
Viscosity at 140 F, stokes 1500 maximum
Ductility at 39.2 F, 1 cm per min, cm 100 minimum
(4) Application of Asphaltic Material
Immediately following the preparation of the existing surface by cleaning, the asphaltic material shall be applied at
the rate of 0.25 to 0.30 gallon per square yard as determined by the Engineer, so that uniform distribution is obtained
at all points. Skip streaks on the pavement, due to defective distributor nozzles, will be reshot with a distributor at the
expense of the Contractor.
The Contractor shall calibrate the spray bar nozzles by spreading building paper as required on the surface for a
sufficient distance back from the end of each application so that flow through sprays may be started and stopped on
the paper and so that all sprays will operate properly over the entire length being treated. Building paper so used
shall be immediately removed and loaded on a truck. At the end of each day, the paper shall be disposed of at a
permitted site approved by the Engineer.
Application temperatures will be determined by weather conditions but shall be between 150 -1 F as determined
by the Engineer. When a street to be sealed is continuous through several intersections, sealed area will include all
spandrels and stub -outs, unless otherwise directed by the Engineer. Spandrels will be hand sprayed. Contractor
shall not apply excessive amounts of Asphaltic Materials when hand spraying. Excessive materials applied shall be
removed by the Contractor before spreading the aggregate.
The Contractor shall be required to seal all spandrels at the same time the adjacent streets are sealed, unless other-
wise approved in writing by the Engineer.
During all applications, the surface of adjacent structures shall be protected in such a manner as to prevent their
being splattered or marred. Building paper shall be spread on all manholes, valve boxes, junction boxes, etc. to
protect the surface from asphaltic materials. The asphaltic material shall not be applied until the cover aggregate is
available and ready to spread with assurance of continuous operation.
No asphaltic material shall be placed which cannot be covered and rolled during daylight hours.
312 04/17/86 Page 2
(5) Spreading the Aggregate
The covering material in the quantity specified shall be spread uniformly over the bituminous material as soon after
application as possible. The aggregate shalt be spread in the same width of application as for the asphaltic material
and spread uniformly with the aggregate spreading equipment.
Trucks spreading aggregate shall be operated backward so that bituminous material will be covered before truck
wheels pass over it. The aggregate shall not be applied in such thickness to cause blanketing or stacking. Any blan-
keting or stacking shall be removed prior to rolling. Backspotting or sprinkling cover aggregate shall be done by hand
spreading, which will be continued during the operations whenever necessary, as directed by the Engineer.
The Contractor shall employ a mechanical aggregate spreader which applies the aggregate uniformly over the sur-
face at the rate of 15 l0 20 pounds per square yard. The actual rate shall be as directed by the Engineer.
(6) Brooming and Rolling
Rolling shall be started as soon as sufficient aggregate is spread to prevent pick -up and continued until no more
aggregate can be worked into the surface. The surface shall be blanket rolled. The Contractor shall arrange his work
so that all rolling of all cover aggregate applied that day is accomplished with a minimum of four complete coverages
with pneumatic rollers prior to sundown.
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.
Rollers shall be maintained in good repair and operating condition and shall be approved by the Engineer.
The pony blading or drag brooming should start as soon as possible after the rolling has started and the surface has
set sufficiently to prevent excessive marking of the seal surface. Further pony blading or drag brooming should be
done as often as necessary to keep cover aggregate uniformly distributed over the street surface. At no time shall
there be less than 2 pneumatic tire rollers on the job. The use of the pony blade or drag broom in connection with the
rolling will be lett to the opinion of the Engineer as to which gives the desired results.
The Contractor will be responsible for maintaining all streets for 48 hours after each street has been seal coated.
Maintenance will consist of brooming, rolling and adding more aggregate as directed by the Engineer.
(7)
Asphaltic Material Contractor's Responsibility
The Contractor shall furnish vendor's certified test report for asphaltic material shipped for the project. The report
shall be delivered to the Engineer before permission is granted for use of the material. Any change of source shall be
reported prior to delivery.
312.5 Traffic Control Facilities
The Contractor shall arrange the seal coat operation in such a manner as to avoid excessive inconvenience to the public in the
seal coat area.
The Contractor shall notify all abutting property owners along the street prior to seal coat operation.
The Contractor shall have on the project site sufficient barricades, flag - persons and traffic control devices to assure a minimum
of inconvenience to traffic around the construction area and to conform to the General Conditions. If such arrangements are not
made by the Contractor to the satisfaction of the Engineer, the seal coat operation shall not be allowed to commence.
After the seal has been applied, the Contractor shall post slow signs along these streets and maintain such signs for 24 hours.
312.6 Final Cleanup
The Contractor shall vacuum sweep the completed seal coat to remove loose aggregate as required for the first week after the
traffic is allowed on the street.
312.7 Measurement
All accepted Seal Coat will be measured by one of the following methods:
A. "Asphaltic material" will be measured in gallons at the applied temperature at the point of application on the street.
B. "Aggregate" will be measured by the cubic yard in vehicles as applied on the street.
Page 3
04/17/86 312
End
C. "Aggregate (Stockpiled) ", if required to be furnished, will be measured by the cubic yard of material in vehicles at the
point of stockpiling.
D. "Seal Coat" will be measured by the square yard of surface treated.
312.8 Payment
The work performed and materials furnished as prescribed by this item and measured as provided under "Measurement" will be
paid for at the unit prices stipulated in the bid for "Seal Coat, Asphaltic Material ", "Seal Coat, Aggregate ", "Seal Coat, Aggregate
(Stockpiled)" or "Seal Coat, Complete in Place" which price shall each be full compensation for furnishing, delivering and plac-
ing all materials; for patching, for brooming, compacting and rolling; for cleaning the existing surface; for covering excess as-
phaltic material; for removal of excess aggregate and cleaning gutters; for cleaning stockpiles sites; for a 48 hour maintenance
and for all labor, equipment, tools and incidentals necessary to complete the work required as indicated.
Payment will be made under one of the following:
Pay Item No. 312 -A: Seal Coat, Asphaltic Material — Per Gallon.
Pay Item No. 312 -B: Seal Coat, Aggregate — Per Cubic Yard.
Pay Item No. 312 -C: Seal Coat, Aggregate (Stockpiled) — Per Cubic Yard.
Pay Item No. 312 -D: Seal Coat, Complete in Place — Per Square Yard.
312 04/17/86 Page 4
Item No. 315
Milling Asphaltic Concrete Pavement
315.1 Description
This item shall consist of scarifying and /or planing the existing asphaltic concrete pavement to depths indicated, including re-
moving and disposing or stockpiling the scarified materials at the locations designated by the Engineer.
315.2 Equipment
The equipment for removing the pavement surface shall be a power operated planing machine or grinder capable of removing in
one pass, asphaltic concrete pavement of a thickness of 1 inch and any required thickness less than 1 inch, in a minimum 3 foot
width. Machines capable of removing, in one pass, a depth greater than 1 inch will be permitted. The equipment shall be self
propelled with sufficient power, traction and stability to maintain accurate depth of cut.
The machine shall be equipped with an integral loading and reclaiming means to immediately remove material being cut from the
surface of the roadway and discharge the cuttings into a truck, all in one operation. Adequate backup equipment (mechanical
street sweepers, loaders, water truck, etc.) and personnel will also be provided to keep flying dust to a minimum and to insure
that all cuttings are removed from the street surface daily. Stockpiling of planed material will not be permitted on the project site.
The machine shall be equipped with means to control dust created by the cutting action and shall have a system providing for
uniformly varying the depth of cut while the machine is in motion, thereby making it possible to cut flush to all inlets, manholes,
valves or other obstructions within the area to be milled.
Any machine that is incapable, in the opinion of the Engineer, of meeting these requirements will not be permitted to be used.
Various machines may be permitted to make trial runs to demonstrate the capabilities of that machine and to determine the
acceptability of that machine to the Engineer.
315.3 Construction Methods
The pavement surface shall be removed to a depth of 1 inch below the lip gutter transitioning to the existing surface in 3 feet or as
indicated for resurfacing operations. When milling is used for leveling without the addition of asphalt, the milled surface shall be
free of ridges deeper than 3 /+e inch.
The loose material resulting from the operation shall be disposed of at the Townview Yard (630 Harold Court) or other areas
designated by the Engineer in writing. Unless otherwise specified, the material shall remain the property of the City of Austin.
Temporary pavement markings shall conform to Item No. 864, "Abbreviated Pavement Markings ".
315.4 Measurement
Work prescribed by this item will be measured by the square yard of surface area based on the neat dimensions indicated or by
the linear feet of the specified width.
Measurement will be made only one time regardless of the number of passes required to be made by the machine in order to
secure the depth desired.
315.5 Payment
The work performed as prescribed by this item, measured as provided under "Measurement" will be paid for at the unit price bid
per square yard or per linear foot for "Milling Asphaltic Concrete Paving" which price shall be full compensation for minimizing
the dust escaping to the atmosphere, removing all materials to the depth shown, loading, hauling, unloading and satisfactorily
storing or disposing of the material and for all labor, tools, equipment, manipulation, temporary pavement markings and inciden-
tals to complete the work.
No payment will be made for work done by any machine on a trial run to demonstrate its ability to meet this specification unless
the work performed is acceptable under this specification.
Payment will be made under one of the following:
Pay Item No. 315 -A: Milling Asphaltic Concrete Pavement — Per Square Yard.
Pay Item No. 315 -B• Inch Milling Asphaltic Concrete Pavement — Per Linear Fool.
End
Page 1 04/17/86 315
320.1 Description
This item shall consist of a wearing surface composed of two applications of asphaltic material, each covered with aggregate
constructed on the prepared base course or existing surface in accordance with these specifications.
320.2 Materials
(1) Asphaltic Materials
The asphaltic materials used shall conform to Item No. 301, "Asphalts, Oils and Emulsions" as follows:
(a) Air Temperature 65 -80 F, HFRS -2
(b) Air Temperature over 81 F, RS -2
(2) Aggregate
The aggregate materials shall conform to Item No. 302, "Aggregate for Surface Treatments" as follows:
(a) First Course
Grade 3T
Aggregate (Stockpiled)
When plans include the Item, "Aggregate (Stockpiled) ", aggregate of the type and grade specified for the surface
treatment shall be stockpiled within the limits of the project at sites designated by the Engineer. Stockpile sites shall
be leveled, if required and prepared as specified herein.
(4) Temporary Pavement Markings
Temporary pavement markings shall conform to Item No. 864, "Abbreviated Pavement Markings ".
320.3 Construction Methods
Before any work begins at erosion control and vegetation protection measures required shall be in place.
Two course surface treatment shall not be applied when the air temperature is below 65 F and falling, but it may be applied when
the air temperature is above 65 F and rising. Air temperature shall be taken in the shade and away from artificial heat. The two
course surface treatment shall not be applied when the temperature of the roadway surface is below 65 F. Asphaltic material
shall not be placed when general weather conditions, in the opinion of the Engineer, are not suitable.
The area to be treated shall be cleaned of dirt, dust or other deleterious matter by sweeping or other approved methods. The
surface shall be lightly sprinkled just prior to the first application of asphaltic material, when necessary.
The Contractor shall be responsible for the proper preparation of all stockpile areas before aggregates are placed thereon, in-
cluding leveling, cleaning of debris necessary for protection of the aggregate to prevent any contamination thereof and clean up
of any stockpile area at the completion of the work.
All storage tanks, piping, retorts, booster tanks and distributors used in storing or handling asphaltic materials shall be kept clean
and in good operating condition at all times and shall be operated in such 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.
Application temperatures will be determined by weather conditions but shall be between 150 F to 160 F as determined by the
Engineer.
The Contractor shall provide all necessary facilities for determining the temperature of the asphaltic material in all of the heating
equipment and in the distributor for determining the rate at which it is applied and for securing uniformity at the junction of two
distributor loads. The distributor shall have been recently calibrated and the Engineer shall be furnished an accurate and satis-
factory record of such calibration. After beginning the work, should the rate of the asphaltic material appear to be inappropriate,
the distributor shall be adjusted to provide a satisfactory rate before proceeding with the work.
(3)
(b) Second Course
Grade 5T
Item No. 320
Two Course Surface Treatment
Page 1 04/17/86 320
Asphaltic material for each course may be applied for the full width of the surface treatment in one application, unless the width
exceeds 26 feet. No traffic or hauling will be permitted over the freshly applied asphaltic material.Asphallic material shall not be
applied until immediate covering is assured.
(1) First Course
Asphaltic material for the first course shall be applied on the clean surface by an approved type of self - propelled
pressure distributor so operated as to distribute the material at a rate of 0.30 to 0.35 gallons per square yard or as
directed by the Engineer, evenly and smoothly, under a pressure necessary for proper distribution.
Aggregate for the first course shall be immediately and uniformly applied and spread by an approved self - propelled
continuous feed aggregate spreader, unless otherwise indicated or authorized by the Engineer in writing. The aggre-
gate shall be applied at the approximate rate of 15 to 20 lbs. per square yard or as directed by the Engineer. The
Contractor shall be responsible for the maintenance of the surface of the first course until the second course is
applied.
The entire surface shall then be broomed, bladed or raked as required by the Engineer and shall be thoroughly rolled
with power rollers of the three -wheel or tandem, self - propelled type, weighing not less than 3 tons nor more than
6 tons. All wheels shall be flat.
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 speci-
fied 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 Engi-
neer prior to their use.
(2) Second Course
The second course shall consist of asphaltic material and aggregate applied and covered in the manner specified for
the first application. The surface shall then be broomed, bladed or raked as required by the Engineer and thoroughly
rolled as specified for the first course, except that all rolling shall be with a pneumatic tire roller. Asphaltic materials
for the course shall be applied at the rate of 0.25 gallons per square yard or as directed by the Engineer. Aggregate
for the second course shall be applied at the rate of 14 to 18 lbs. per square yard or as directed by the Engineer.
The Contractor shall be responsible for the maintenance of the surface and temporary markings until the work has re-
ceived the permanent markings or the work is accepted by the Engineer.
Temporary pavement markings shall be placed in accordance with Item No. 864, "Abbreviated Pavement Markings ".
320.4 Measurement
Method A
Asphaltic Material will be measured at point of application on the road in gallons at the applied temperature. The
quantity to be paid for shall be the number of gallons used, as directed, in the accepted surface treatment.
Aggregate will be measured by the cubic yard in vehicles as applied on the road.
Aggregate (Stockpiled), if required 10 be fumished, will be measured by the cubic yard of material in vehicles at the
point of stockpiling.
Method B
When called for in the proposal, "Two Course Surface Treatment" shall be measured by the square yard of com-
pleted and accepted two course surface treatment.
320.5 Payment
The work performed and materials furnished as prescribed by this item and measured as provided under "Measurement"
Method A will be paid for at the unit prices bid for "Asphaltic Materials ", "Aggregate" or "Aggregate (Stockpiled) ", if required, of
the class, type and grade specified or as provided under "Measurement" Method B, at the unit price bid for two course surface
treatment, which prices shall each be full compensation for cleaning and sprinkling the base; for furnishing, preparing, hauling
and placing all materials, for rolling, for all freight involved; and for all manipulations, labor, tools, equipment cleanup, temporary
pavement markings and incidentals necessary to complete the work.
Payment will be made under one of the following:
320 04/17/86 Page 2
End
Pay Item No. 320 -A: Two Course Surface Treatment Asphaltic Material — Per Gallon.
Pay Item No. 320-B: Two Course Surface Treatment Aggregate — Per Cubic Yard.
Pay Item No. 320 -C: Two Course Surface Treatment — Per Square Yard, Plan Quantity
Pay Item No. 320 -0: Two Course Surface Treatment Aggregate (Stockpile) — Per Cubic Yard.
Page 3 04/17/86 320
340.1 Description
This item shall govern for base, level -up, and surface courses composed of a compacted mixture of mineral
aggregate and asphalt cement mixed hot in a mixing plant. The hot mix asphaltic concrete pavement shall be
constructed on a previously completed and approved subgrade, base, concrete slab or existing pavement.
340.2 Materials
Item No. 340
Hot Mix Asphaltic Concrete Pavement
Contractor shall furnish materials to meet the requirements specified herein and shall be solely responsible for the
quality and consistency of the product delivered to the project.
(1) Mineral Aggregate: Mineral aggregate shall be composed of course aggregate, fine aggregate and, 1
required or allowed, mineral filler.
The combined mineral aggregate, prior to addition of asphalt and mineral filler, shall have a sand equivalent
value of not less than 45 when tested in accordance with TEX- 203 -F. When crushed gravel is used, the
mixture shall have a retained strength of 70 percent when tested in accordance with TEX - 531 -C. Mineral
aggregate from each source shall meet quality tests specified herein.
(a) Coarse Aggregate: Coarse aggregate shall be that part of the aggregate retained on the No. 10 sieve
and shall consist of clean, tough, durable fragments of crushed stone or crushed gravel of uniform
quality throughout.
When coarse aggregate is tested in accordance with TEX - 217 -F, Part I, Separation of Deleterious
Material, the amount of organic matter, clay, loam or particles coated therewith or other undesirable
materials shall not exceed 2 percent. When the remaining part of the sample is further tested in
accordance with TEX -217 -F Part II, Decantation, the amount of material removed shall not be more
than 2 percent.
Coarse aggregate (each coarse aggregate when a blend of materials is used) shall have an abrasion of
not more than 40 percent loss by weight when subjected to TEX- 410 -A, Los Angeles Abrasion Test.
Gravel shall be crushed so that 85 percent of particles retained on the No. 4 sieve have more than 1
crushed face when tested in accordance with TEX - 413 -A, Particle Count.
(b) Fine Aggregate: Fine aggregate shall be that part of the aggregate passing a No. 10 sieve and shall
consist of sand, screenings or a combination thereof of uniform quality throughout. Field sand shall not
exceed 20% by weight.
Fine aggregate shall consist of durable particles free from injurious foreign matter. Screenings shall be
of same or similar material as specified for coarse aggregate. The plasticity index of that part of fine
aggregate passing a No. 40 sieve shall not be more than 6 when calculated in accordance with TEX -
106-E. Fine aggregate from each source shall meet plasticity requirements.
If used, stone screenings shall meet the following grading requirements when tested in conformance to
TEX- 200 -F, Dry Sieve Analysis.
MATERIAL PERCENT BY WEIGHT
Retained on 3/8 inch sieve 0
Retained on No. 10 sieve 0 -.30
Retained on No. 200 sieve 85 -100
Fine aggregate contained in coarse aggregate stockpiles shall meet the requirements above when a
stockpile contains more than 5.0 percent by weight of aggregate passing the No 10 sieve.
340 02/17/94 Page 1 Hot Mix Asphaltic Concrete Pavement
(c) Mineral Filler: Mineral filler shall consist of thoroughly dry stone dust, slate dust, Portland Cement. fly
ash, lime or other mineral dust approved by the Engineer. Mineral filler shall be free from foreign and
other injurious matter.
Fines collected by a baghouse or other air cleaning or dust collecting equipment may be permitted in
amounts up to 2 percent of the required filler content. When these fines are permitted, they shall be
introduced in the same manner prescribed for other mineral fillers to ensure a uniform mixture.
When tested by TEX- 200 -F, Dry Sieve Analysis, mineral filler shall meet the following grading
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 than 55
(a) Asphalt: Asphalt shall conform to Item 301, ASPHALTS, OILS AND EMULSIONS; AC -20.
(b) Tack Coat: Tack coat shall conform to ITEM 307, TACK COAT.
(3) Temporary Pavement Markings: Temporary pavement markings shall conform to ITEM 864,
ABBREVIATED PAVEMENT MARKINGS.
340.3 Paving Mixtures
The Contractor shall submit to the Engineer a mix design reviewed, signed and sealed by a Texas registered
Professional Engineer. Engineer shall review the submittal for specification compliance. Performance of the mix
design shall remain the responsibility of the Contractor.
(1) Mix Design: The mix shall be designed in accordance with TEX- 204 -F, Part III (utilizing TEX- 227 -F, Rice
Method) and SDHPT Bulletin C -14. Trial mixtures of the Laboratory Design shall be produced and tested
utilizing the proposed project materials and equipment. Deviations in the aggregate gradation or asphalt
content from the Laboratory Design, if any, unique to the actual projects materials and equipment shall be
reported in the submittal as Plant Results. Contractor shall submit the Laboratory Design or the Plant
Results aggregate gradation and asphalt content as the Job Mix Formula. Plant Results of trial mixtures
shall be unique to the equipment used. The Plant Results of one drum or batching unit shall not be used for
another unit.
340 02/17/94 Page 2 Hot Mix Asphaltic Concrete Pavement
SIEVE GRADATION
% AGGREGATE by WEIGHT
MIXTURE TYPE'
A B C D F
Passing 2" Sieve
100
Passing 1 -3/4" Sieve
95 -100
Passing 1" Sieve
100
Passing 7/8" Sieve
95 100
100
Passing 5/8" Sieve
95 -100
Passing 1/2" Sieve
100
Passing 3/8" Sieve
85 -100
100
Passing No. 4 Sieve
95 -100
Passing 1 -3/4" Sieve; Retained 7/8" Sieve
16 -42
Passing 7/8" Sieve; Retained 5/8' Sieve
8 -25
Passing 7/8" Sieve; Retained 3/8" Sieve
16 -42
Passing 5/8" Sieve; Retained 3/8" Sieve
10 -30
16 -42
Passing 3/8" Sieve; Retained No. 4 Sieve
10 -26
11 -35
11 -37
21 -53
Passing No. 4 Sieve; Retained No. 10 Sieve
5 -21
5 -26
11 -32
11 -32
58 -73
Total Retained No. 10 Sieve
68 -84
58-74
54 -72
54-70
Passing No. 10 Sieve; Retained No. 40 Sieve
5 -21
6 -32
6 -32
6-32
6 -26
Passing No. 40 Sieve; Retained No. 80 Sieve
3 -16
4 -21
4 -27
4 -27
3 -13
Passing No. 80 Sieve; Retained No. 200 Sieve
2 -16
3 -21
3 -27
3 -27
2 -11
Passing No. 200 Sieve
1 -8
1 -8
1 -8
1 -8
1 -8
Asphaltic Material by Weight
3.5 -7.0
3.5 -7.0
3.5 -7.0
4.0 -8.0
3.5 -6.5
"MIXTURE TYPES
TYPE A - Coarse Graded Base Course
TYPE B - Fine Graded Base or Level -up Course
TYPE C - Coarse Graded Surface Course
TYPE D -Fine Graded Surface Course
TYPE F - Extra -Fine Graded Surface Course
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
(2) Types: The blend of coarse aggregate, fine aggregate, and mineral filler, if required or allowed, shall
conform to the master gradation for the type mixture specified in conformance to TEX- 200 -F, Dry Sieve
Analysis.
(3) Tolerances: Fluctuations in the gradation and asphalt content of the Job Mix Formula shall not vary by
more than the following but shall be limited to the range of the master gradation as determined by TEX -210-
F.
SIEVES
PERCENT BY WEIGHT
Passing 2" Sieve to Total Retained No. 10 Sieve ±5
Passing No. 10, Retained No. 40 to Passing No. 200 Sieve ± 3
Asphalt Content ±0.5
(4) Stability and Density: Mixture shall be designed at or near optimum density as indicated. The laboratory
mixture shall be molded in accordance with TEX -206 -F and the bulk specific gravity determined in
accordance with TEX -207 -F with the following percent of maximum theoretical density as measured by
TEX -227 -F and stability conforming to TEX- 208 -F:
340 02/17/94 Page 3 Hot Mix Asphaltic Concrete Pavement
LABORATORY
DENSITY (%)
OPTIMUM LABORATORY
DENSITY ( %)
STABILITY
MIN, MAX.
97: Local Streets
96: All Others
35 -55: Local Street
37 -55: All Others
94.5 97.5
340.4 Equipment
All equipment used for the production, placement and compaction of the mixture shall be maintained in good
repair and operating conditions to the satisfaction of the Engineer. All equipment shall be made available for
inspection.
(1) Mixing Plants: Plants may be of the weigh -batch or drum -mix type equipped with suitable material
conveyers, aggregate proportioning devices, dryers, bins, dust collectors and sensing and recording devices
as appropriate for the mixing plant type.
(2) Spreading and Finishing Paving Machine: The paving machine shall be self - propelled and equipped
with a vibratory heated screed capable of producing a finished surface meeting the requirements of the
typical street cross - section and surface tests. Extensions to the screed shall have the same heating and
vibratory capabilities as the primary unit. The paving machine shall be equipped with an automatic dual
longitudinal screed control system and a transverse screed control system. The longitudinal controls shall
be capable of operating from any longitudinal grade reference including a stringline, ski, mobil stringline or
matching shoe. Unless otherwise shown on the plans, the Contractor shall use any one of these grade
references. The Contractor shall fumish all labor and equipment required for grade reference.
(3) Rollers: Contractor shall select rollers conforming to ITEM 230, ROLLING (FLAT WHEEL) and ITEM 232,
ROLLING (PNEUMATIC TIRE).
(4) Motor Grader: When approved by the Engineer, a self - propelled motor grader may be used.
(5) Straightedge: Contractor shall provide an acceptable 10 foot straightedge for surface testing.
340.5 Stockpiling 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 stockpiles shall not be used without re- cleaning 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. No stockpile shall contain aggregate from more
than one source.
340.6 Mixture Temperature
Contractor shall select a target discharge temperature 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. The mixture
temperature shall not vary by more than 25° F from the target temperature upon discharge from the mixer. No
mixture at the project cooler than 50° F from target temperature shall be placed.
340 02/17/94 Page 4 Hot Mix Asphaltic Concrete Pavement
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
340.7 Mixture Storage
Temporary material storage in surge bins may be used during a day's production. When approved by the
Engineer, overnight storage in insulated storage bins or silos may be used provided that material temperature and
physical properties are not adversely affected. Mixtures with hardened lumps shall not be used. Stored mixtures
shall not be exempted of any requirements provided by this specification.
340.8 Mixture Moisture Content
Mixture produced from any plant shall not have a moisture content in excess of 3/4 percent by weight when
discharged from the mixer. The moisture content shall be determined in accordance with TEX- 212 -F, Part II
except that the sample shall be left in the oven a total of not less than 4 hours.
340.9 Construction Methods
Contractor shall be responsible to produce, transport, place and compact the specified paving mixture to the
requirements of this specification and to provide a safe environment for inspection personnel to take samples and
inspect the equipment.
Any material delivered to the project that by visual inspection can reasonably be expected not to meet specification
requirements (i.e. segregated or burned material, deficient or excess asphalt, low mixture temperature, visible
contaminants, etc.), as determined by the Engineer, shall not be used or left in place.
Equipment shall be inspected prior to use and if found to be defective or in an operating condition that could
potentially affect the quality of the finished pavement, as determined by the Engineer, its use shall not be allowed.
Leakage of fuels, oils, grease, hydraulic or brake fluids or other contaminants onto the prepared-surface or newly-
laid mat shall not be allowed.
The asphaltic material, when placed with a spreading and finishing machine, shall not be placed when the air
temperature is below 50 °F and is falling, but it may be placed when the air temperature is above 40 °F and is
rising. The paving mixture, when used as a level -up course or when placed with a motor grader, shall not be
placed when the air temperature is 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, primed, cured, broomed and tacked, as appropriate, to the satisfaction of
the Engineer. Paving material adjacent to castings and curb and gutter shall be finished uniformly high not to
exceed 1/4 inch above the casting or gutter lip. Longitudinal joints in the mat shall placed to coincide with lane
lines. Transverse joints on through, non -local street pavements shall be offset a minimum of 5 feet.
Steel wheel compaction shall be terminated before the mat cools below 175° F. Light to medium weight
pneumatic rollers not exceeding 15 tons or of a weight that may not otherwise induce fragmentation and
decompaction of the mat may be used after the mat cools below 175° F. Pavement shall be opened 10 traffic as
soon as possible after temporary pavement markings or permanent markings are in place as indicated or directed
by the Engineer. Construction traffic allowed on pavements open to the public will be subject to all laws governing
traffic on streets and highways.
340.10 Sampling and Testing
The asphalt mixture shall be tested daily at the project site to check for conformance to specification requirements.
Engineer shall determine sample locations based on the Contractor's daily anticipated production and the random
number method of TEX- 225 -F. Each day's anticipated production shall be sectioned into three equal single -pass,
sub -area lots. Each day's sample locations shall be equally distributed over the three sub - areas.
Unless otherwise approved by the Engineer, a minimum of three bag samples and three correlating cores will be
obtained for each day's production. The primary sampling point for the bag samples shall be at the paving
machine auger. Gradation, asphalt content and stability shalt be reported for each of the bag samples. The
stability value reported for each of the bag samples shall be the average of 3 tests per bag. Pavement thickness
and density shall be determined by 6 -inch cores. One core shall be taken for every 2,000 single -pass square
yards with a minimum of 3 for all projects. One core shall be taken at the same station and pass sampled for each
340 02/17/94 Page 5 Hot Mix Asphaltic Concrete Pavement
of the bag samples. For each days placement, density of cores for which no corresponding bag samples were
taken shall be determined by using the average maximum theoretical density of the days three bag samples or as
may otherwise by deemed appropriate by the Engineer. Engineer may alter, increase or waive testing schedule to
ensure material and workmanship compliance with specification requirements. Acceptability of the completed
pavement shall be based on the average of test results for the project as defined in Article 340.11, Acceptance
Plan. When in the opinion of the Engineer test results appear inappropriate, additional testing may be authorized.
Bag samples shall be taken during lay -down operations. Cores shall be taken within 48 hours of paving unless
otherwise authorized by Engineer. Pavements that will not be cored within 48 hours shall be closed to public and
construction traffic.
340.11 Acceptance Plan
For the purpose of the Acceptance Plan only, "project" shall be defined to be, for each of the mixture types
specified, the total quantity to be used or portions thereof as determined by the Engineer when paving operations
are staged due to traffic considerations, changes to the Job Mix Formula, phasing of large projects, or other
factors affecting the consistency in the production, lay- down/compaction, use of completed portions, and aging of
in -place material. Acceptability of the completed pavement shall be based on the average of a minimum of 3 tests
per project for each of the mixture types specified.
Pay adjustments for two or more acceptance factors shall be cumulative. Pay adjustments of 100% unit price
reduction shall require removal and replacement of the work. Replacement materials shall be subject to all
requirements of this specification. Alternatively, Engineer may allow the work to remain in place without payment
provided that the work is warranted for an extended period and under conditions as determined by the Engineer.
(1) Non - Pay- Adjustment Acceptance Factors:
(a) Surface Characteristics: All pavements except local streets shall be tested for smoothness. Surfaces
shall be tested 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.
(b) Stability: Stability test results shall be used as indicators of potential problems. Where stability test
results fall outside the range indicated below, additional tests shall be taken as directed by the Engineer
for further evaluation and monitoring of the paving mixture. 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.
HVEEM STABILITY SCHEDULE
USE STABILITY VALUE
Local Streets
All Others
35 -55
37.55
(c) Limited Areas: Irrespective of an acceptable overall project average for any or all of the Pay -
Adjustment Acceptance Factors, limited substandard portions of the work, as determined by the
Engineer, shall be remedied or removed and replaced to the satisfaction thereof.
(2) Pay- Adjustment Acceptance Factors: Contract unit prices shall be adjusted for paving mixtures that tail
to meet acceptance criteria for gradation, asphalt content, density and mat thickness in accordance with the
following:
340 02/17/94 Page 6 Hot Mix Asphaltic Concrete Pavement
Deviation from the
Job Mix Formula
Percent Contract Unit Price Reduction
0 -10
Local Streets'
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 as access to residence or other abutting property.
''If the street has an ADT o 500, or less, with 1 %, or less, of truck traffic, plus a 2 year warranty;
otherwise, Remove and Replace
'PERCENT
DENSITY
Percent Contract Unit Price Reduction
0 -10
1 -1/2" Thickness or Greater
Less than 1 -1/2" Thickness
Above 97
92 to 97
91.9 to 88.1
Less than 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 max. theoretical density
VARIANCE PERCENT OF THICKNESS
PERCENT CONTRACT UNIT PRICE REDUCTION
0 -10
0
10.1
- 16
20
16.1
- 25
40
25.1
- 33
45
Over 33
100; Remove and Replace or
mill /overlay 1" minimum
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
340 02/17/94
GRADATION ACCEPTANCE SCHEDULE (TEX- 210-F)
SIEVE
DEVIATION FROM PERCENT CONTRACT UNIT
JOB MIX FORMULA PRICE REDUCTION
Total retained on No. 10 + 5.0 0
5.1± 10
Passing No. 200 ±3.0 0
3.1± 5
ASPHALT CONTENT ACCEPTANCE SCHEDULE (TEX- 210 -F)
DENSITY ACCEPTANCE SCHEDULE (TEX- 207 -F/TEX -227 -F)
THICKNESS ACCEPTANCE SCHEDULE
Page 7
Hot Mix Asphaltic Concrete Pavement
The Density Acceptance Schedule will not apply to small parking lots and other irregularly shaped areas in
which it is difficult to properly roll. It will apply to utility trenches 4 feet or wider.
Core thicknesses greater than plan requirements shall be factored into calculation at plan required
thickness. If total thickness of lift(s) proves to be less than required, Contractor may remove and replace or
overlay deficient areas as agreed by Engineer. Overlays shall be a thickness not less than 1 inch. Overlays
shall require milling of asphalt adjacent to concrete curb and gutters.
340.12 Measurement
Method A: Asphaltic concrete pavement shall be measured by the ton (2,000 pounds) of asphaltic concrete
pavement of the type actually used in completed and accepted work in accordance with plans and specifications.
Measurement of tonnage shall be made on approved truck scales.
Method B: Asphaltic concrete pavement shall be measured by the square yard of specified total thickness of the
type paving mixture actually used in completed and accepted work in accordance with plans 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 paving mixture actually used in completed and accepted work in accordance with plans 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 types and thicknesses specified, which prices shall be full compensation for
fumishing ail labor, equipment, time, materials and incidentals necessary to complete the work.
Tack coat, sawcutting and temporary pavement markings will not be measured or paid for directly but shall be
considered subsidiary to ITEM 340, "HOT MIX ASPHALTIC CONCRETE PAVEMENT ", unless included as a
separate pay item in the Contract.
Payment for work meeting specifications will be made under one of the following:
Pay Item No. 340 -A: Hot Mix Asphaltic Concrete Pavement, Type Level -up Course - Per Ton
Pay Item No. 340-B: Hot Mix Asphaltic Concrete Pavement, _in., Type - Per Square Yard.
Pay Item No. 340-C: Hot Mix Asphaltic Concrete Pavement, in., Type - Per Linear Foot, Plan Quantity.
END
Ref: 230, 232, 301, 306, 307, 864, 1804
340 02/17/94 Page 8 Hot Mix Asphaltic Concrete Pavement
SERIES 400- Concrete for Structures
(CITY OF AUSTIN TECHNICAL SPECIFICATIONS)
44031.1 Description
403.2 Materials
(2) Miring Stater
(3) Coarse Aggregate
Its hb. 403
Conrrete for Structures
This item shall govern quality, storage, handling, proportioning and mixing of materials for
Portland cement concrete construction of buildings, bridges, culverts, Blahs, prestressed
concrete and incidental appurtenances.
Concrete shall be composed of Portland comment or Portland cement and fly ash, voter, aggregates
(fine and coarse), and admixturces proportioned and mixed as hereinafter provided to achieve
specified results.
(1) Cevartitias Materials
Portland comment shell conform to ASIM C 150, Type I (General Purpose), Type II
(General Purpose with Moderate Sulfate Desistence) and Type III (High Early
Strength). Type I shall be used when none is specified. Type I and Type III shall
not be used when Type II is specified. Type III maps be used in lieu of Type I 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.
Fly ash (denoted by TFXC designations Type A and Type B) may replace 20 to 35 percent
of a mix design's Portland cement content by absolute whore. 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 gasses of concrete, except that Type B fly ash shell not be
used with Type II cement. Fly ash shall conform to the requirements of Item 405,
"Concrete Admixtures."
Water for use in concrete and for curing shall be potable eater free of oils, acids,
organic matter or other deleterious substances and shall not contain more than 1,000
parts per million of chlorides as C1 or sulfates as 50
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.
Coarse aggregate shall consist of durable particles of crushed or tncsushed gravel,
crushed blast furnace slag, crushed stone or combinations thereof; free from frozen
material or injurious amounts of salt, alkali, vegetable matter or other
objectionable material either free or as an adherent coating. It shall not contain
more than 0.25 percent by weight of clay limps, nor more than 1.0 percent by weight
of shale nor more than 5 percent by weight of laminated and/or friable particles when
tested in accordance with SEIM Test Method TFX,413 -A. It shall have a wear of not
more than 40 percent when tested in accordance with Sal Test Method TEX- 410-A.
403 06/28/91 1 Concrete for Structures
Unless otherwise indicated, coarse aggregate shall be subjected to 5 cycles of the
soundness test conforming to SDHPT Test Method TIX- 411 -A. The loss shall not be
greater than 12 percent When sodium sulfate is used or 18 percent When megtwsium
sulfate is used.
Coarse aggregate shall be Washed. The Loss by Decantation (STHPT Test Method
TFX-406.A), plus allowable Weight of clay lumps, shall not exceed 1 percent or value
indicated 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 clay or shale
as established by SUPT Test Method 11(- /,06 -A, the percent any be increased to 1.5.
The coarse aggregate factor may not be more than 0.82; however, When voids in the
coarse aggregate exceed 48 percent of the total nodded volume, the coarse aggregate
factor shell not exceed 0.85. The coarse aggregate factor may not be less then 0.68
except for a Class I machine extruded mix that shall not have a coarse aggregate
factor not lower than 0.61.
When exposed aggregate surfaces are required, the coarse aggregate shall consist of
particles with at least 40 percent crushed faces. U crushed gravel, polished
aggregates and clear resilient coatings are not acceptable for exposed aggregate
pedestrian surfaces (i.e. sidewalks, driveways, medians, islands, etc.). Grade 5
aggregates shall be used for exposed aggregate finishes.
When tested by approved methods, the coarse aggregate including combinations of
aggregates when used, shall conform to the grading requirements shown in Table 1.
Tble 1• ( Coarse AgR rte Gradatii Cart (1 401-A, Percent Retained)
Grade Size 2 1/2" T 2" 1 1/2" 1" 3/4" 1/2" 3/8" Na. 4 No. 8
1 2 1/2" 0
2 1 1/2"
3 1"
4 1"
5 3/4"
0-20
0
0
15-50
0-5
0-5
0
0-5
0
60-80
30-65
10-40
0-10
40-75
40-75
70-90
45-80
95-100
95-100
95-100
90-100
90-100
95-100
95-100
(4) Fine Aggregate
Fine aggregate shall consist of clean, hard, durable and uncoated particles of
natural or manufactured sand or a combination thereof, with or without a mineral
filler. It shall be free from frozen material or injurious amounts of salt, alkali,
vegetable matter or other objectionable material and it stall not contain more than
0.5 percent by weight of clay lumps. When subjected to color test for organic
impurities per &IUFT Test Method 1 C- ,03-A, it shall not show a color darker than
standard.
Acid insoluble residue of fine aggregate used in slab concrete subject to direct
traffic shall not be less than 28 percent by weight when tested conforming to SCUT
Test Method TFXC -612J.
403 06/28/91 2 Concrete for Structures
When tested by approved methods, the fine aggregate, including combinations of
aggregates, when used, shall conform to the grading requiransits shown in Table 2
Table 2: Fine Aggregate Gradation mart (1ffi 401-A, Percent Retained)
3/1l" 11b. 4 I No. 8 I Mb. 16 I No. 30 I No. 50 I No. wo I No. 200
0 1 0-5 1 0-20 1 15-50 1 35-75 1 65-90 190 -100 1 97 -100
A 1 1 I I 1 I
Where sand equivalence is greater than 85, retaix ge on No. 50 sieve may be 65 to 94
percent. Where manufactured send is used in lieu of natural sand, the percent
retained on M. 200 sieve shall be 94 to 100. Send equivalent per SIFT last Method
TEX- 203 -F shall not be less than 80 nor less than otherwise indicated, whichever is
greater. The fineness modulus will be determined by adding the percentages by weight
retained on sieve Nos. 4, 8, 16, 30, 50 and 100 and dividing the sum of the six
sieves by 100. For Class A and C concrete, the fineness modulus shall be between
2.30 and 3.10. For class H concrete, the fineness modulus shall be between 2.40 and
2.90.
(5) Mineral Filler
Mineral filler shall consist of stone dust, dean crushed sand, approved fly ash or
other approved inert material.
(6) Mortar (Grout)
Mortar for repair of concrete shall consist of 1 part cement, 2 parts finely graded
sand and er:ough water to make the mixture plastic. When required to prevent color
difference, white cement shall be added to produce color required. When required by
the Engineer, an approved latex adhesive shall be added to the mortar.
(7) Admixtures
All admixtures shall comply with the requirements of TIEM 405 CCRRE E ADP X1UtPS.
Calcium chloride -based admixtures shall not be approved.
403.3 Storage of Cant 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. Egineer may permit small quantities
of sacked cement to be stored in the open for a naxdmm 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
403 06/28/91 3 Concrete for Structures
be used without recleaning the aggregate. Where space is limited, stockpiles small be
separated by walls or other appropriate barriers. Aggregate shall be stockpiled and protected
from the weather a minima 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 Measa®ant of Materials
Water shell be accurately metered. Fine and coarse aggregates, mineral filler, bulk cunt and
fly ash shall be weighed separately. Allowances shall be cede in the water volume and
aggregate .eights during botching for moisture content of aggregates and admixtures.
Volumetric and weight measuring devices shall be acceptable to Engineer.
Batch weighing of sacked cement is not required; however, bags, individually and entire
shipments, may not vary by more than 3 percent from the specifies weight of 94 ponds per bag.
The average bag weight of a shipment shall 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 shall be designed by a qualified commercial laboratory and signed/sealed by
a Teas- registered Professional Engineer to conform with requirements contained herein, to ACT
211.1 or SEPT 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 mix 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 in the component materials has occurred. The resubmittal
analysis must be reviewed, signed and sealed by a Texas - registered Professional Engineer. This
resubmitted will include a reanalysis of specific gravity, absorbtion, finess modulus, sand
equivalent, soundness, wear and unit weights of the aggrates. Provided that the fineness
modulus did not deviate by more than 0.20 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 admixture certifications shall accompany the
resubmdttal.
Approved admixtures conforming to Item 405, "Concrete Admixtures" may be used with all classes
of concrete at the option of the Contractor provided that specific requirements of the
governing concrete structure specification are met. Water reducing and retading agents shall
be required for hot wither, large peas, and continuous slab placements. Air entraining agents
may be used in all mixes but must be used in the classes indicated on Table 4. Unless approved
by the Engineer, mix designs shall not exceed air contents for extreme exposure conditions as
recommended by ACI 211.1 for the various aggregate grades.
403.7 Consistency and Quality of Concrete
Ccnsistecy and quality of concrete should allow efficient placement and completion of
finishing operations before initial set. Retempering shall not be allowed. When field
conditions are such that additional moisture is needed for final concrete surface finishing
403 11/22/91
4 Concrete for Structures
operation, required mater shell be applied to surface by fag spray only and shall be held to a
minimm. Concrete shaft be workable, cohesive, possess satisfactory finishing qualities and of
stiffest consistency that can be placed and vibrated into a tcmogehears 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 sdnown unless water
reducing admixtures have been previously approved. Slugs values shall conform to S*iPT Test
Method TEEM- 415-A.
Table 3: Shop Pegndrem nts
Slump, inches
'type of Construction Msx. ilia.
Cased Drilled Shafts 4 3
Reinforced Foundation Caissons and Footings 3 1
Feinforced Footings and Substructure Walls 3 1
lhcased Drilled Shafts 6 5
thin- sunned Sections (9 inches or less) 5 4
Prestressed Concrete M®bers 5 4
Precast Drainage Structures 6 4
Mall Sections over 9 inches 4 3
Reinforced Building Slabs, Beams, Columns and Malls 4 1
Bridge Decks 4 2
Pavements, Fixed-form 3 1
Pavements, Slip -form 1 1/2 1/2
Sidewalks, Driveways and Slabs on Grunxd 4 2
Curb & Qntter, Band - vibrated 3 1
Curb & Qntter, Bard -tamped or spaded 4 2
Curb & Gutter, Slip-form/extrusion machine 2 1/2
Heavy Mass Construction 2 1
High Strength Concrete 4 3
Riprap and Other Miscetlaraxus Concrete 6 1
Under Water or Seal Concrete 6 5
During progress of the work, E 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 City's testing laboratory may also perform slump tests, entrained air tests and
temperature checks to ensure compliance with 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
content of admixtures and aggregates, material ccmpcnnents shall fall within the range of + IX
for water, + 2X for aggregates, + 3X for cement, -2X for fly ashd and within marufactusser
reammended dosage rates for admixtures except that air entrainment shall be + 1 -1/2 points of
the mix design requirements.
(bless otherwise specified, concrete mix temperature shall not exceed 90° F except in mixes
with high range water reducers Where a maximum mix temperature of 100° F will be allowed.
Cooling an otherwise acceptable mix by addition of water or ice will not be alloyed.
403 06/28/91 5 Concrete for Structures
Test beams or cylinders will be required for smell placements such as manholes, inlets,
culverts, wirgval.ls, etc. Engineer may vary the number of tests to a minimm of 1 for each 25
cubic yards placed over a several day period.
Test beams or cylinders shall be required for each monolithic placement of bridge decks or
superstructures, top slabs of direct traffic culverts, cased drilled shafts, structural beams
and as otherwise directed by Engineer for design strength or early form removal. Test beams or
cylinders made for early form removal or use of structure will be at Contractor's expense,
except when required by Engineer.
A strength test shall be defined as the average of breaking strength of 2 cylinders or 2 beams
as applicable. Specimens will be tested conforming to SDHPP Test Method 'lE:C-418 -A or
Tf7C- 420-A. If required strength or consistency of class of concrete being produced cannot be
secured with minium eeentitious material specified or without exceeding meximm
water /oementitious material ratio, Contractor will be required to furnish different aggregates,
use a water reducing agent, an air entraining agent or increase cementitious material content
in order to provide concrete meeting these specifications. Test specimens shall be erred using
the same methods and under the same conditions as the concrete represented. Design strength
beans and cylinders shall be cured conforming to SDHPf Bulletin C-11 (and supplements thereto).
When control of concrete quality is by 28 day compressive tests, job control will be by 7 day
flexural tests. If the required 7 day strength is not secured with the quantity of cement
specified in Table 4, changes in the mix design shall be made and resubmitted for approval.
Notes:
Table 4: (lasses of (zncrete
51c Cement Min. 28 Min. Beam 1 *Max. W/C 1 Coarse 1 Air
Glass Per CY Day psi 7 Day psi Ratio ARg. No. Ent.
A 5.0 3000 500 6.5 1,2,3,4,5 Yes
B 4.0 2000 300 8.0 2,3,4,5 No
C 6.0 3600 600 6.0 1,2,3,4,5 Yes
D 4.5 2500 425 7.5 2,3,4 No
H 6.0 As ind. As Ind. 5.5 3,4 Yes
I 5.5 3500 575 6.2 2,3,4,5 Yes
J 2.0 800 N/A N/A 2,3,4,5 No
S 6.0 3600 600 5.0 2,3,4,5 Yes
1. Grade 1 coarse aggregate may be used in massive foundations only (except cased
drilled shafts) with 4 inch minimum clear spacing between reinforcing 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., nxdnnia n.
3. *floe design water-cement ratio shall be appropriately adjusted for mixes with fly ash
per PLT 211.1 or SDHPF C-11 (and supplements thereto), as applicable.
403 06/28/91 6 Concrete for Structures
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
4. **Me,imm air design contents for the five grades of coarse aggreagte, unless
otherwise approved by Engineer, are 4.5% for Grade 1, 5.5% for Grade 2, and 6.0X
for Grades 3, 4, and S.
403.8 Mitdrg and Mixing Equipment
All equipment, tools and machinery used for hauling materials and performing any part of the
writ shall be maintained in such condition to insure completion of the work without excessive
delays.
Mining stall be done in a mixer of approved type and size that will produce uniform
distribution of material throughout the mass and stall be capable of producing concrete meeting
requirements of ASM C 94, Ready -mixed Concrete and these specifications. Mihdrg equipment
Shall be capable of producing sufficient concrete to provide required quantities. Entire
contents of the drum shall be discharged before a ' materials are placed therein for a
succeeding latch. Improperly mixed concrete shall not be placed in a structure. The mixer may
be batched by either volumetric or weight sensing equipment and stall be equipped with a
suitable timing device that will lock the discharging mechanism and signal when specified time
of mixing has elapsed.
( Proportioning and Miudrg Equipmrt
For all miscellaneous concrete placements, a mobile, continuous, volumetric mixer or
a volumetric or weight batch mixer of the rotating paddle type may be used.
When approved by Engineer in writing or when specified for use, these mixers may be
used for other types of concrete construction, including structural concrete, if the
number of mixers furnished will supply the amount of concrete required for the
particular operation in question.
These mixers stall be designed to receive all the concrete ingredients, including
admixtures, required by the mix design in a continuous uniform rate and mix them to
the required consistency before discharging. Mixers shall have adequate water supply
and metering devices.
For continuous volumetric mixers, the materials delivered during a revolution of the
driving mechanism or in a selected interval, will be considered a batch and the
proportion of each ingredient will be calculated in the same manner as for a batch
type plant.
Mixing time stall conform to recommendations of manufacturer of mixer unless
otherwise directed by Engineer.
(2) Reedy-mixed Concrete
Use of ready -mixed concrete will be permitted provided the hatching plant and mixer
trucks meet quality requirements specified herein. When ready-mixed concrete is
used, additional mortar (1 sack cement, 3 parts sad and sufficient water) shall be
added to each batch to coat the mixer drum. Ready -mixed concrete, botching 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 ashy sad
403 06/28/91 7 Concrete for Structures
40(3.10 Maas recent
and aggregates; exact nomenclature and written quantities of admixtures and
rater. 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 crater required by the mix design to produce the specified
slurp may be withheld and added at the job site, but only with permission of
Engineer end under the Inspector's observation. When cater is added ender these
conditions, it will be thoroughly mixed before any slurp or strength samples are
taken. Additional cement shall not be added at the job site to otherwise
unacceptable mixes.
(d) A metal plate(s) 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 mixing and for agitating and the
capacity for complete mixing and/or agitating only. A copy of the manufacturer's
design, showing dimensions of blades, shall be available for inspection at the
plant at all times. Accunilations of hardened concrete shall be removed to the
satisfaction of the Engineer or Owner.
(e) the loading of the transit mixers shall not exceed capacity as sham 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 extent 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 drun after delivery and wash water after
delivery shall not be dumped on the project site unless approval of the duip
location is first secured from the Engineer or Omer.
(3) Bard -mixed Qncrete
Hand mixing of concrete may be permitted for small placements or in case of an
emergency and then only on authorization of the Engineer. Hand -mixed batches shall
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 eggruegate.end enough
water to produce a consistent mix with a slump not to exceed 4 inches. Admixtures
Shall not be used unless specifically approved by the Engineer.
403.9 lotion, Placing of Concrete, Finishing, Qnrirg and F doEil
Excavation, placing of concrete, finishing, curing and beckfill shall conform to Item 401,
"Structural Excavation and Backfill ", and Item 410, "Concrete Structures.
Where measurement of concrete for a structure is not provided by another governing pay item in
the Project Manual, neasurement shall be made under this specification in accordance with the
following.
403 06/28/91 8 Concrete for Structures
The quantities of ccn rete of the various classifications which constitute the completed and
accepted structure or structures in place will be measured by the cubic yard, each, square
foot, square yard or linear foot as indicated in the Project Manual. Measurement will be as
follows:
(1) General
(a) Measurement based on dimensions shall be for the completed structure as measured
in place. However, field-measured dimensions shell not exceed those indicated on
the plans or as mey have been directed by the F gineer in writing.
(b) No deductions shall be made for chamfers less than 2 inches in depth, embedded
portions of structural steel, reinforcing steel, nuts, bolts, conduits less than
5 inches in diameter, pre/post tensioning tendons, keys, weteratops, weep holes
and expansion joints 2 inches or less in width.
(c) No m estuenent shall be made for concrete keys between adjoining beAre or
prestressed concrete planks.
(d) No measurement shall be made for fill concrete between the gds or adjoining
prestressed concrete planks/box beans at bent caps or between the ends of
prestressed concrete planks/box buns 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 thiclmess for camber or crown.
(2) Plan Quantity. For those it measured for plan quantity payment, adequate
calculations have been made. If no adjustment is required by Article 403.11,
additional measurements or calculations will not be required or made.
(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 Paysent
The work performed and materials furnished as prescribed by this item and measured in
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 quantity 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
Section 00140, "General Conditions of Agreement ", Article 5.02.
403 06/28/91 9 Concrete for Structures
(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 provision of Section
00140, "Genial Conditions of Agreement ", Article 5.02
(3) When quantities are revised by a change in design, the "plan quantity" will be
increased or decreased by the amount involved in the design Change. Quantities
revised in this merrier will be subject to the provisions of Section 00140, "Geieral
Conditions of Agreement ", Article 5.02
The party 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 became the revised
plan quantity.
Payment for increased or decreased costs due to a charge in design on those items measured as
"Cubic Yard ", "Each ", "Square Foot ", "Square Yard" or "Linear Foot" will be determined by
Charge Order. Quantities revised in this manner will be subject to the provision of Section
00140, "General Conditions of Agr.wnnnt ", Article 5.02.
The unit prices bid for the various classes of concrete shown shall be full compensation for
furnishing, hauling, and mixing all concrete material; placing, finishing and curing all
concrete; all grouting and pointing; fumishirg and placing drains; furnishing end placing
metal flashing strips; furnishing and placing mansion joint material required by this item;
and for all forms and falsework, labor, tools, equipment and incidentals necessary to complete
the work.
Pay Item No. 403: (Structure or Structural Component) - Per (Unit Measure).
403 06/28/91 10 Concrete for Structures
SERIES 500 - Pipe
(CITY OF AUSTIN TECHNICAL SPECIFICATIONS)
510.1 Description
This item shall consist of furnishing 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, backfilling
materials, tests, concrete trench cap, 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, class and dimensions indicated or as designated by the
Engineer 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 utilities damaged in the process of excavation, cutting and restoration of
pavement and base courses, the furnishing and placing of select bedding, backfilling and cement or lime stabilized backtill, 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 kind and quality that satisfies the specified functions and quality. Water and Wastewater
Standard Products Lists form a part of the Specifications. Should the Contractor elect to use any materials from these lists,
they should be completely and clearly identified when submitted.
(1) Concrete
Concrete shall conform to Item No. 403, "Concrete for Structures ".
(2) Coarse Aggregate
Coarse aggregate shall conform to Item No. 403, "Concrete for Structures" or one of the following:
(a) Pipe Bedding Stone
Item No 510
Plpe
Pipe bedding stone shall be clean gravel, crushed gravel or crushed limestone, free of mud, clay, vegetation or other
debris, conforming to ASTM C 33 for stone quality. Size gradation shall 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
1/2" 40-85
#4 90-100
#8 95-100
(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 ".
510 02/17/94 Page 1 Pipe
(b) Bedding Sand
Sand for use as pipe bedding shall be clean, granular and homogeneous material composed mainly of mineral
matter, free of mud, silt, clay lumps or clods, vegetation or debris. The material removed by decantation TXDOT
Test Method Tex - 406 -A, plus the weight of any clay lumps, shall not exceed 4.5 percent by weight.
The average electrical resistance when water- saturated shall be at least 1,800 ohnncm by the single probe method,
with no single test reading lower than 1,500 ohm /cm. Size gradation of sand for bedding shall be as follows:
GRADATION TABLE
SIEVE SIZE
1/4"
PERCENT RETAINED BY WEIGHT
0
#60 75
#100 95 -100
(4) Flowable Backfill
Flowable backfill shall conform to Item 402, "Flowable Backfill".
(5) Pea Gravel
Pea gravel bedding shall be clean washed material, hard and insoluble in water, free of mud, clay, silt, vegetation or
other debris. Stone quality shall meet ASTM C 33. Size gradation shall be as follows:
SIEVE SIZE PERCENT RETAINED BY WEIGHT
3/4" 0
1/2" 0 -25
1/4" 90 -100
(6) Select Backfill or Borrow
This material shall consist of borrow or suitable material excavated from the trench which has a plasticity index of less
than 20, a moisture content which does not exceed 2 percent from optimum as determined in accordance with TXDOT
Test Method Tex -114 -E and free of stones or rocks over 8 inches.
All suitable materials from excavation operations not required for backfilling the trench shall be placed in embankments,
if applicable. All unsuitable materials should be dried or modified to make them suitable for use, as required.
(7) Cement Stabilized Backfill
When indicated or directed by the Engineer. all backfill shall be with cement - stabilized backfill rather than the usual
materials. Unless otherwise indicated, cement stabilized backfill material shall consist of a mixture of the dry
constituents described for Class J Concrete. The cement and aggregates shall be thoroughly dry mixed with no water
added to the mixture except as may be directed by the Engineer.
(8) Pipe
General
Fire line leads and lire hydrant leads shall 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 backflow
prevention device in the fire service branch. All wastewater force mains shall be constructed of ductile iron pipe
Pressure Class 250 minimum for pipe greater than 12 inch size and Pressure Class 350 for pipe 12 inch size and
smaller. Wastewater pipe shall be in accordance with OPL 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,
except for sizes over 24 inches. Concrete Pressure Pipe, steel cylinder type, conforming to the requirements of AWWA
C -301 will be acceptable.
There may be no service connections to Concrete Pressure Pipe installed in these areas. Approved service clamps 01
saddles shall be used when tapping ductile iron pipe 12 inch size and smaller. All service tubing (3I4 inch thru 2 + nches.
510 02/17/94 Page 2 Pipe
installed in any such 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 Engineer at the pipe manufacturing plant and at the project site prior to and during installation.
(a) Reserved
(b) Iron Pipe
Iron pipe shall be ductile iron pipe meeting all requirements of standards as follows:
-For push -on and mechanical joint pipe: AWWA C -151
-For flanged pipe: AWWA C -115 Barrels shall be of Thickness Class 53 as required by AWWA C -115. Flanges
shall be ductile iron (gray iron is not acceptable); they shall be Class 125 flanges as shown in ANSI /ASME B16.1,
and as shown in Figure 15.1, Flange Details, of AWWA C115; these have drilling which is standard for all flanges
used with pipe, valve, and equipment units in the City of Austin water distribution and wastewater force main
systems. Flanges shall be fabricated and attached to the pipe barrels by U.S. fabricators using flanges and pipe
barrels of U.S. manufacture. If fabrication is to be by other than the pipe barrel manufacturer, a complete product
submittal and approval by the Utility Standards Committee will be required. Additionally, such fabricator shall fumish
certification that each fabricated joint has been satisfactorily tested hydrostatically at a minimum pressure of 300 psi.
- Linings and Coating:
Interior surfaces of all iron water pipe shall be cement -mortar lined 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.
acceptable to the Owner. Pipe exteriors shall be coated as required by the applicable pipe specification.
(NOTE: Because the Utility has not had sufficient experience with non - corrosive linings to permit general
approval, complete product data — with utility references -- must be provided with each submittal for project
approval; this will permit possible approval of a specific coating for the work involved.)
Except as described above for flanged pipe (Thickness Class 53) and where not otherwise indicated, ductile iron
pipe shall be Class 250 as defined by ANSI /AWWA C150/A21.50- current; 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 (290 MPa).
- Minimum elongation: 10 percent.
The flanges for AWWA C115 pipe may be also be made from:
1. Ductile Iron and Gray Iron Fittings:
Fittings shall be push-on, flanged or mechanical joint as indicated or approved and shall meet all requirements of
standards as follows:
-Sizes 4 inch through 16 inch: AWWA C -110 or AWWA C -153
-Sizes larger than 16 inch: AWWA C -110.
- Lining and Coating: Interior surfaces or all iron water pipe fittings shall be lined with cement - mortar and seal
coated as required by AWWA C104.
The interior surfaces of all iron wastewater line fittings shall be coated with a non - corrosive lining material
acceptable to the Owner (See Note - above -for wastewater pipe).
Exterior coating shall be as required by the applicable fitting standard.
2. Joint Materials
Grade 70- 50-05:
- Minimum tensile strength: 70,000 psi (483 MPa).
- Minimum yield strength: 50,000 psi (345 MPa).
- Minimum elongation: 5 percent.
Gaskets for mechanical joints shall conform to ANSI /AWWA A21.11/C -111.
510 02/17/94 Page 3 Pipe
(c) Concrete
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 lace gaskets, of 1/8 inch minimum thickness of natural or
synthetic rubber, cloth - reinforced rubber or neoprene material, preferably of deformed cross section design and
shall meet all applicable requirements of ANSI /AWWA A21.11/C -111 for gaskets. They shall be manufactured
by, or satisfy all 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 mechanical joints shall be high strength, low alloy, corrosion 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 ANSI /AWWA A21.11 /C -111.
Hex head bolts and nuts shall satisfy the chemical and mechanical requirements of ASTM A449 SAE Grade 5
plain, and shall be fabricated in accordance with ASTM B 18.2 with UNC Class 2 rolled threads.
Either Tee -Head or Hex -Head bolts, nuts and washers as required, shall be protected with bonded fluoropolymer
corrosion resistant coating where specifically required by the Engineer.
All threaded fasteners shall be marked with a readily visible symbol cast, forged or stamped on each nut and
bolt, which will identify the fastener material and grade. The producer and the supplier shall provide adequate
literature to facilitate such identification; painted markings are not acceptable.
3. Polyethylene Film Wrap
All iron pipe, fittings and accessories shall be wrapped with 8 mil (minimum) polyethylene film conforming to
AWWA C -105, with all edges overlapped and taped securely with duct 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 backtilling.
4. Marking
Each pipe joint and fitting shall be marked as required by the applicable AWWA specification. This includes in
all cases: Manufacturers identification, Country where cast, year of casting, and "DUCTILE" or "DI ". Barrels of
flanged pipe shall show thickness class; others shall show pressure class. 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 are 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 mixed in a central batch plant or other approved batching facility from which the
quality and uniformity of the concrete can be assured. Transit mixed concrete shall not be acceptable for use in
precast pipe. The pipe shall be Class III or the class indicated. Storm sewer pipe shall be of the tongue and
groove or 0 -ring joint design. Wastewater pipe shall be of the 0 -ring joint design; it shall be acceptably lined for
corrosion protection.
2. Marking
Each joint of pipe shall be marked with the pipe class, the date of manufacture, the manufacturer's 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 rests specified in ASTM C 76.
510 02/17/94 Page 4 Pipe
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 shall meet the requirements set forth below in "Mortar".
b. Cold Applied Preformed Plastic Gaskets
Cold Applied Plastic Gaskets shall be suitable for sealing joints of tongue and groove concrete pipe. The
gasket sealing the joint shall be produced from blends of refined hydrocarbon resins and plasticizing
compounds reinforced with inert mineral filler and shall contain no solvents, irritating fumes or obnoxious
odors. The gasket joint sealer shall not depend on oxidizing, evaporating or chemical action tor 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 manufacturer's recommendations and sufficient to
obtain squeeze -out around the joint. The gasket joint sealer shall be protected by a suitable removable
wrapper that may be removed longitudinally without disturbing the joint sealer to facilitate application.
The chemical composition of the gasket joint sealing compound as shipped shall meet the following
requirements:
Composition Test Method Typical Analysis
Bitumen (petroleum ASTM D 4 50 -70
plastic content)
(% 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 sealing compound as shipped shall meet the following
requirements:
Test Typical Analysis
Property Method Minimum Maximum
Specific Gravity at 77 F ASTM D 71 1.20 1.35
Ductility at 77F (cm) 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 lines, 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 clean, 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 shall be lubricated with a light
film of soft vegetable soap compound to facilitate assembly of the joint. The rubber 0-ring gasket shall be
stretched uniformly in the joint. Wedge seal type ( "Forsheda" pre - lubricated) gaskets may be used if joint
details submitted are approved; installation of such gaskets shall be in strict accordance with the
manufacturer's 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 uniformly home and brought into true
alignment. Bedding material shall be placed and tamped against pipe to secure the joint.
510 02/17/94 Page 5 Pipe
5. Bends
When horizontal or vertical angles in the alignment of storm sewers are indicated, the bend or angle shall be
constructed by cutting on a bias one or both pipes as may be required for the alignment indicated.
The pipe cut shall be sufficiently long to allow exposing the reinforcement, which shall be bent, welded and
incorporated into the pipe bend and reinforced concrete collar to maintain the structural integrity. The collar shall
be 6 inches minimum, reinforced with #4 bars on a 1 foot center both directions. Builder's hardware cloth may be
used on the outside of the joint to aid in holding cementing materials in place. Plywood, fiberboard or other
materials placed on the inside of the pipe as formwork shall be removed as soon as the joint materials have
obtained initial set, after which the inside surface of the pipe joint shall be finished smooth and true to the line
and grade established. The Contractor may use prefabricated bends meeting the specification requirements in
lieu of field fabricated bends. All 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 alignment in wastewater lines shall be accomplished by use of manholes. With
the Engineer's approval, horizontal changes in alignment may be made by the "Joint Deflection" method, Joint
deflection is limited by regulations of the Texas Natural Resource Conservation Commission (TNRCC) to 80
percent of the maximum recommended by the manufacturer; such deflection may not exceed 5 degrees at any
joint. Changes in alignment using pipe flexure shall not be allowed.
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) Plpe
1. General Requirements
The Contractor shall submit to the Engineer 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 fittings and special pieces required for closures, bends, branches, 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 line 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 run shall be designed and
fabricated so that all stresses are carried by the steel forming the tilting or outlet.
Concrete steel cylinder pipe shall meet one of the following specifications:
AWWA C -301 - Any Size
AWWA C -303 - 24 inch maximum size
All pipe flanges shall conform to AWWA C -207, requirements for standard steel flanges of pressure classes
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 shall 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 lining thickness shall be 1/2 inch for 16 inch pipe and 3/4 inch for sizes larger than 16 inch pipe.
Where it is impractical to place such concrete protection on interior surfaces of small outlets, 2 coats of
"Bitumastic Tank Solution" shall be applied.
510 02/17/94 Page 6 Pipe
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 bell and spigot shall be completely filled with Cement Grout in accordance with the pipe
manufacturer's recommendations. Grout materials for jointing such pipe, unless otherwise indicated, shall be as
described herein.
(e) In Place Pipe Rehabilitation
1. In Place Sliplining With or Without Pipe Destruction /Replacement
This item shall consist of installing a high density polyethylene pipe, by use of a pipe insertion machine into an
existing line.
a. Material Requirements
The polyethylene pipe shall meet the following specifications:
ASTM F 714
Plastic Pipe Institute PE3408
Unless otherwise specified, the Contractor shall furnish the polyethylene pipe in accordance with the following
table:
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 back bead resulting from the use
of proper temperature and pressure. The joint shall be allowed adequate cooling time before removal of
pressure. Joints 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 shall 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 Engineer 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 scar greater in depth than 10 percent of the wall
thickness, or containing concentrated ridges, discolorization, excessive spot roughness, pitting, variable wall
thickness, or any other defect of manufacturing or handling as determined by the Engineer or his /her
representative, shall be discarded and removed from the site.
Terminal sections of pipe that are joined within the insertion pit shall be connected with a full circle pipe repair
clamp with a minimum length of one and one half times the nominal inside pipe diameter, in accordance with
Water and Wastewater QPL No. 271. The butt gap between pipe ends shall not exceed 1/10 of the nominal
inside diameter of the pipe.
c. Installation Procedure
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 section. The bypass shall be made
by plugging the line at an existing upstream manhole or adjacent system. The pump and bypass lines shall
be of adequate capacity and size to handle the flow. The Contractor shall take all necessary steps to prevent
flooding of any private property and shall be liable for damages incurred by the flooding. No sewage or water
shall be allowed to drain into earthen sump pits.
510 02/17/94 Page 7 Pipe
New polyethylene pipe shall be inserted immediately behind the expansion and insertion equipment in
accordance with the manufacturer's procedures. The expansion and insertion equipment shall be equipped
with all controls necessary to place the pipe on proper line and grade according to the plans.
The Contractor shall install all pulleys, rollers, bumpers, alignment control devices and other equipment
required to protect existing manholes and to protect the pipe from damage during installation.
Lubrication may be used as recommended by the pipe manufacturer. Under no circumstances shall the pipe
be stressed beyond its elastic limit.
All active service connections shall be identified by video inspection or other means and connected to the
new main in accordance with the plan details.
Upon commencement, insertion, from manhole to manhole, shall be continuous without interruption except as
approved by the Engineer.
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
shall 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 Engineer. 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 consist 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
The Cured in Place Pipe (CIPP) system shall have minimum initial structural properties as follows:
Flexural Strength (ASTM D 790)
Tensile Strength (ASTM D 638)
Flexural Modulus (ASTM D790)
b. Installation Procedure
4,500 psi
2,500 psi
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 Owner's Engineer at the completion of testing.
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 shall carry out his operations in strict accordance with all OSHA and manufacturer's safety
requirements.
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 line 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
510 02/17/94 Page 8 Pipe
(f)
Contractor shall take all necessary steps to prevent flooding of any private property and shall be liable 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
unimpregnated fiber -felt tube shall be vacuum impregnated prior to installation. The Contractor shall allow
the Engineer to inspect the materials and "wet our procedure. The quantities of the liquid thermosetting
materials shall be per manufacturer's standards to provide the wall thickness specified.
Water for the work will be furnished by the City. Contractor shall use a double -check valve assembly to
prevent backflow in the event of pressure failure. 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 Engineer.
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 liner.
After the pipe liner has been cured in place, the Contractor shall connect new services or reconnect existing
service connections as designated and identified by the proposal. This shall generally be done without
excavation, from the interior of the pipeline by means of a television camera and a cutting tool. The water-
tightness of the pipe liner shall be gauged while curing and under a positive head in accordance with the
requirements outlined in ASTM F 1216, Section 8. After the work is completed, the Contractor shall provide
the Engineer with a video tape showing both the before and after conditions including the restored
connections.
Polyethylene Tubing
1. General
All polyethylene (PE) tubing shall be high density, high molecular weight plastic tubing meeting ASTM D2737; it
shall be pressure rated at 200 psi working pressure and must bear the National Sanitation Foundation seal of
approval for potable water service.
When tested for Environmental Stress Cracking, the PE tubing shall not show any loss of pressure in the 6
specimens tested for 3 hours in accordance with the requirements of ASTM D 2737 using the test pressure of
400 psi at 73.4 F.
The minimum burst pressure shall be 630 psi at 73.4 F determined in accordance with ASTM D 1599, latest
revision. The time of testing of each specimen shall be between 60 and 70 seconds.
The tubing shall not fail, balloon, burst or weep as defined in ASTM D 1598, latest revision, when tested in
accordance with the Sustained Pressure Test Method of ASTM D 2737 but under the following test conditions:
Temperature
Time Pressure
73.4 F 1,000 hours 400 psi
100 F 1,000 hours 330 psi
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.
510 02/17/94 Page 9 Pipe
3. Tube Size
PE tubing shall be standard copper tube size outside diameter, with Standard Dimension Ratio (SDR) of 9.
Standard sizes, dimensions and tolerances shall be as follows:
Nominal Outside Diameter Wall Thickness
Tube Size Average ToleranceMinimum Tolerance
(inches) (inches) (inches) (inches) (inches)
3/4 0.875 ±0.004 0.097 +0.010
1 1.125 ±0.005 0.125 +0.012
1 1/4 1.375 ±0.005 0.153 +0.015
1 1/2 1.625 ±0.006 0.181 +0.018
2 2.125 ±0.006 0.236 +0.024
(g) Copper Tubing
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 cracks, holes, crimping, foreign
inclusions or other defects. 11 shall be uniform in density and other physical properties.
Nominal
Tube Size Outside Diameter Wall Thickness
(inches) (inches) (inches)
3/4 0.875 ±0.003 0.065 ±0.0045
1 1.125 x0.0035 0.065 ±0.0045
11/4 1.375 ±0.004 0.065 ±0.0045
11/2 1.625 ±0.0045 0.072 ±0.005
2 2.125 ±0.005 0.083 ±0.007
(h) Service Connection Fittings
All fittings used in customer service connection - tapping mains, connecting meters, etc. - must be currently listed on
the Water and Wastewater Standard Products List or called for in the Standard Installation Details in the Service
Connection Guide section of the City of Austin Standards.
(1) Brass Goods
All brass stops, couplings, bends, connections, nipples and miscellaneous brass pipe fittings and accessories used
in meter connections, copper service lines, air release piping assemblies and wherever needed in the water
distribution system, shall conform to the Standards, Water and Wastewater Standards product list and AWWA C-
800, except as herein modified or supplemented.
Unless otherwise noted, the goods described herein shall be fabricated of standard Red Brass (Waterworks Brass)
meeting ASTM B62 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 caps or sheeting to protect the threads.
Brass goods of each type and class shall be compatible with other fittings in common usage for similar purposes.
Where not otherwise indicated, all such materials shall meet the following requirements:
Corporation stop thread (where used) shall conform to Table 1, Figure 1, AWWA C - 800, commonly called the
Mueller Thread. Corporation stops with iron pipe threads are also permitted. Iron pipe threads shall conform to
ANSI 82.1 - 1969 and Table 9, Figure 9 01 AWWA C -800.
Copper fittings threads shall conform to Table 2 and 3, Figure 2 and 3 of AWWA C -800 and ANSI B1.1960 with
approximate tolerance of Class 2.
Flanges shall conform to ANSI B16.1, Class 125 (or Class 250 where so noted), as to dimensions, drillings, etc.
Brass pipe shall conform to the weight and dimensions of Table 2 in the Appendix for AWWA C -800.
All fittings shall be suitable for use at hydrostatic working pressures up to 150 psi.
510 02/17/94 Page 10 Pipe
(j) 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 joint 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 indicated.
Pipe shall have push -on, rubber gasket joints of the bell and spigot type with thickened integral bells 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 linear
expansion and contraction. Concrete thrust blocking shall be placed behind bends and tees. Concrete support
cradles or blocking shall 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 Engineer.
2. Applicable Specifications
Except as modified or supplemented herein, PVC pipe shall meet the following standards:
AWWA C -900, SOR 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 AWWA C -110 or AWWA C -153 compact ductile iron fittings.
Standard sizes, dimensions and tolerances shall be as follows:
SDR -18 SDR -14
Nominal Outside Diameter Wall Thickness WallThickness
Size Avg. Tolerance Min. Tolerance Min.Tolerance
(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 13.200 +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 clean, virgin, NSF approved, Class 124548 PVC. Clean reworked
materials generated from the manufacturer's own production may be used within the current limits of the
referenced AWWA C -900.
4. Marking
Permanent marking on each joint of pipe shall include the following at intervals of not more than 5 feet:
Nominal pipe size and OD base (e.g., 4 CIPS).
The type of plastic material (e.g., PVC 124548 ).
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., AWWA C -900).
The manufacturer's name or code and the National Sanitation Foundation (NSF) mark.
510 02/17/94 Page 1 Pipe
(I) Polyvinyl Chloride (PVC) Pipe (Nonpressure) and Fittings
1. General
Where PVC sewer or wastewater pipe is indicated, it shall conform to ASTM D 3034, SDR 35 or ASTM F 679,
having T - wall thickness. Minimum cell classification shall be 12354B as defined by ASTM 01784.
2. Joint Material
PVC pipe and fitting shall have elastomeric gasket joints conforming to ASTM D 3212; gaskets to ASTM F 477.
3. Pipe Markings
Permanent marking on the pipe shall include the following at intervals of not more Than 5 feet:
Manufacturer's name and/or trademark.
Nominal pipe size.
PVC cell classification per ASTM D 1784 (Min. 12354B).
ASTM designation and legend:
-For pipe 6 inch to 15 inch size: ASTM ID 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 clearly marked as follows:
Manufacturer's name or trademark,
Nominal size,
The material designation "PVC ",
PSM, and
The designation, "Specification 03034 ".
(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 WW -N 351 or WW -P 521.
5. Coatings
Black or galvanized as indicated.
510 02/17/94 Page 12 Pipe
(n) Welded Steel Pipe and Fittings for Water -Pipe
1. General Reference Standards Specification.
a. Specifications of the American Water Works Association (AWWA) 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 materials used in steel plates, mill pipe flanges and
bolts and nuts to show compliance with the requirements of the applicable standards.
(2) Complete and dimensional 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 fittings and the type and limits of
the lining and coating systems of the pipe and fittings.
(3) Product data to show compliance of all couplings, supports, fittings, coatings and related items.
3. Job Conditions
a. The internal design pressure of all steel pipe and fittings shall be as indicated.
b. The interior of all steel pipe tor potable water, 4 inches and larger, shall be cement -mortar lined.
4. Manufacturing
a. Description
Pipe shall comply with AWWA C -200.
(1) Circumferential deflection of all pipe in -place shall not exceed 2.0 percent of pipe diameter.
(2) Diameter
Nominal pipe diameter shall be the inside diameter of lining or pipe barrel, unless otherwise designated in
Job Conditions.
b. Wall Thickness
(1) Steel pipe wall thickness shall be designed for the internal and external loads specified in this section.
The cylinder thickness needed to resist internal pressure shall be based on an allowable stress in the
steel equal to 1/2 the minimum yield stress of the material used.
5. Fittings
a. Welded
Fabricated steel fittings shall be of the same material as pipe and shall comply with AWWA C -208.
510 02/17/94 Page 13 Pipe
6. Flanges
a. Flanges shall comply with the requirements of AWWA C -207, Class 0 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 bell end at any point shall not be less than 15 times the thickness of
the steel shell. Bell 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 bell and the outside edge of the spigot shall
be scarfed or lightly ground to remove the sharp edges or burrs.
b. Bell and Spigot Joints with 0-Ring Gasket
(1) Bell 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, it 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 joint 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 shall 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 -602
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 coat unlined or uncoated ends adjacent to welded field
joints, including the weld proper, as specified for pipe adjacent to the weld.
d. Machined Surfaces. Shop coat machined surfaces with a rust preventative compound. Atter jointing
surfaces, remaining exposed surfaces shall be coated per a and b above.
(o) Corrugated Metal Pipe
1. General
Pipe shall be corrugated continuous lock or welded seam helically corrugated pipe. Corrugated metal pipe may
be galvanized steel, aluminized steel or aluminum conforming to the following:
Galvanized Steel AASHTO M 218
Aluminized Steel AASHTO M 274
Aluminum AASHTO M 197
Where reference is made herein to gage of metal, the reference is to U.S. Standard Gage for uncoated sheets_
Tables in AASHTO M 218 and AASHTO M 274 list thicknesses for coated sheets in inches. The Tables in
AASHTO M 197 list thicknesses in inches for clad aluminum sheets.
Sampling and testing of metal sheets and coils used for corrugated metal pipe shall be in accordance with
TXDOT Test Method Tex - 708 -I.
510 02/17/94 Page 14 Pipe
Damaged spelter coating shall be repaired by thoroughly wire brushing the damaged area and removing all
loose, cracked or weld- burned spelter coating. The cleaned area shall be painted with a zinc dust -zinc oxide
paint conforming to Federal Specifications TT -P 641b. Damaged pipe shall be rejected and removed from the
project.
Damaged aluminized coating shall be repaired in accordance with the manufacturer's recommendations.
The following information shall be clearly marked on each section of pipe:
2. Fabrication
Thickness and corrugations
Trade Mark of the manufacturer
Specification compliance
a. Steel Pipe
Galvanized or aluminized steel pipe shall be full circle or arch pipe conforming to AASHTO M 36, Type I or
Type II 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 shall 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.
510 02/17/94 Page 15 Pipe
3. Selection of Gages
The pipe diameter, permissible corrugations and required gauges shall be as indicated.
TABLE I
Corrugated Steel
2 2/3 inches by 1/2 inch Corrugations
Full Circle Pipe
Min.
Cover,
Top of Thickness
Pipe to
Pipe Top of 0.064 In. 0.079 In. 0.109 In. 0.138 In. 0.168 In.
Diameter Subgrade 16 Gage 14 Gage 12 Gage 10 Gage 8 Gage
Inches Maximum Fill Height Above Top of Pipe in Feet'
12 12 112 122 157 164 171
15 12 90 97 125 131 137
18 12 75 81 104 109 114
21 12 64 70 82 94 98
24 12 56 60 69 78 86
27 12 50 54 60 67 73
30 12 9 51 55 59 65
33 12 41 44 52 55 59
36 12 37 41 49 52 55
42 12 41 45(57) 46(90) 49(94) 50(98)
48 12 43(50) 44(78) 46(82) 47(86)
54 12 43 43(70) 44(73) 45(76)
60 12 43(63) 43(66) 44(69)
66 12 - - 43(60) 43(62)
72 12 - 43155) 43(57)
78 12 - 42(53)
84 12 - 42(49)
'Fill heights in () apply when pipe is 5 percent vertically elongated prior to installation.
Note: Thickness in inches, as shown above, refers to the coated metal after galvanizing.
The line in the gage columns is drawn below the maximum diameter allowed for that gage.
510 02/17/94 Page 16 Pipe
Table 11
Corrugated Steel
3 inches x 1 inch or 5 Inches x 1 inch
Full Circle Pipe
Min.
Cover,
Top of Thickness
Pipe to
Pipe Top of 0.064 In 0.079 In. 0.109 In. 0.138 In. 0.168 In.
Diameter Subgrade 16 Gage 14 Gage 12 Gage 10 Gage 8 Gage
Inches Maximum Fill Height Above Top of Pipe in Feet •
48 12 48 52(60) 56(89) 61(107) 60(118)
54 12 43 48(53) 52(79) 55(95) 58(105)
60 12 38 46(48) 49(71) 51(85) 53(95)
66 12 35 43 47(65) 48(78) 50(86)
72 12 32 40 45(59) 47(71) 48(79)
78 12 2a 36 44(54) 45(66) 46(73)
84 12 34 43(51) 44(61) • 45(68)
90 12 32 43 44(57) 44(63)
96 12 30 43 43(53) 44(59)
102 24 a 42 43(50) 43(56)
108 24 39 42 43(53)
114 24 - 37 42 42(50)
120 24 35 42 42
'Fill heights in ( ) apply when pipe is 5 percent vertically elongated prior to installation.
Note: Thickness in inches, as shown above, refers to the coated metal after galvanizing.
The line in the gage columns is drawn below the maximum diameter allowed for that gage.
510 02/17/94 Page 17 Pipe
Table III
Corrugated Aluminum
2 2/3 inches x 1/2 inch Corrugations
Full Circle Pipe
Min.
Cover,
Top of Thickness
Pipe to
Pipe Top of 0.064 In. 0.079 In. 0.109 In. 0.138 In. 0.168 In.
Diameter Subgrade 16 Gage 14 Gage 12 Gage 10 Gage 8 Gage
Inches Maximum Fill Height Above Top of Pipe in Feet *
12 12 45 45 77
15 12 36 37 56
18 12 28 30 36 43 49
24 12 22 23 25 28 31
27 12 20 21 23 25 27
30 12 18 18 21 23 24
33 12 17 20 21 - 22
36 12 - ' 19 20 21
42 12 - 19 19 20
48 15 18 18 19
54 16 - 17 18 18
60 16 - - - 16 18
66 18 - - - 12 15
72 20 1Q 11
78 20 9
84 20 7
' Fill heights in ( ) apply when pipe is 5 percent vertically elongated prior to installation.
Note: Thickness in inches, as shown above, refers to the clad sheet.
The line in the gage columns is drawn below the maximum diameter allowed for that gage.
510 02/17/94 Page 18 Pipe
Table IV
Corrugated Aluminum
3 Inches x 1 inch or 6 inches x 1 Inch Corrugations
Full Circle Pipe
Min.
Cover,
Top of Thickness
Pipe to
Pipe Top of 0.064 In. 0.079 In. 0.109 In. 0.138 In. 0.168 In.
Diameter Subgrade 16 Gage 14 Gage 12 Gage 10 Gage 8 Gage
Inches Maximum Fill Height Above Top of Pipe in Feet •
30 12 27 30 35 41 46
36 12 23 24 28 30 34
42 14 21 22 24 26 28
48 16 20 20 22 23 24
54 18 19 19 20 21 22
60 20 1a 19 20 20 21
66 22 18 19 19 20
72 24 17 19 19 19
78 26 18 18 19
84 26 - 1. 18 18
90 24 16 18
96 24 14 16
102 30 - - 14
108 30 - 12
114 30 - - 10
120 30 - 8
' Fill heights in ( ) apply when pipe is 5 percent vertically elongated prior to installation.
Note: Thickness in inches, as shown above, refers to the clad sheet.
The line in the gage columns is drawn below the maximum diameter allowed for that gage.
510 02/17/94 Page 19 Pipe
For pipe arch, the design size and permissible corrugations only will be indicated, since the shape and minimum
gage for pipe arch shall be as designated in Tables A, B, C or D for the specified design size and corrugation for
metal pipe.
Table A
Steel Pipe Arch
2 2/3 Inch by 1/2 Inch Corrugations
H -20 Loading
Equivalent
Min. Min. Coated Diameter
Design *Span 'Rise Cover Gage Thickness Full Cir.
Size Inches Inches Inches Required Inches Pipe Inches
1 17 13 12 16 0.064 15
2 21 15 12 16 0.064 18
3 28 20 12 16 0.064 24
4 35 24 12 16 0.064 30
5 42 29 12 14 0.079 36
6 49 33 12 14 0.079 42
7 57 38 12 12 0.109 48
8 64 43 12 12 0.109 54
9 71 47 12 10 0.138 60
The fill heights for all sizes of pipe arch are limited to a maximum of 7 feet.
A tolerance of plus or minus 1 inch or 2 percent of equivalent circular diameter, whichever is greater, will be
permissible in span and rise, with all dimensions measured from the inside crests of the corrugations.
Table B
Steel Pipe Arch
3 Inch by 1 Inch Corrugations
H -20 Loading
Equivalent
Min. Min. Coated Diameter
Design 'Span 'Rise Cover Gage Thickness Full Cir.
Size Inches Inches Inches Required Inches Pipe Inches
7 53 41 12 12 0.109 48
8 60 46 12 12 0.109 54
9 66 51 12 12 0.109 60
10 73 55 12 12 0.109 66
11 81 59 12 12 0.109 72
12 87 63 12 12 0.109 78
13 95 67 12 12 0.109 84
14 103 71 18 10 0.138 108
18 137 87 24 10 0.138 114
19 142 91 24 10 0.138 114
' The fill heights for all sizes of pipe arch are limited to a maximum of 10 feel.
A tolerance of plus or minus 1 inch or 2 percent of equivalent circular diameter. whichever is greater, will be
permissible in span and rise, with all dimensions measured from the inside crests of the corrugations.
510 02/17/94 Page 20 Pipe
Table C
Steel Pipe Arch
5 Inch by 1 Inch Corrugations
H -20 Loading
Equivalent
Min. Min. Coated Diameter
Design 'Span 'Rise Cover Gage Thickness Full Cir.
Size Inches Inches Inches Required Inches Pipe Inches
11 81 59 12 12 0.109 72
12 87 63 12 12 0.109 76
13 95 67 12 12 0.109 84
14 103 71 18 12 0.109 90
15 112 75 18 12 0.109 96
16 117 79 18 12 0.109 102
17 128 83 24 10 0.138 108
18 137 87 24 10 0.138 114
19 142 91 24 10 0.138 120
The fill heights for all sizes of pipe arch are limited to a maximum of 10 feet.
A tolerance of plus or minus 1 inch or 2 percent of equivalent circular diameter, whichever is greater, will be
permissible in span and rise, with all dimensions measured from the inside crests of the corrugations.
Table D
Aluminum Pipe Arch
2 2/3 Inch by 1/2 Inch Corrugations
H -20 Loading
Equivalent
Min. Min. Coated Diameter
Design 'Span 'Rise Cover Gage Thickness Full Cir.
Size Inches Inches Inches Required Inches Pipe Inches
1 17 13 12 16 0.060 15
2 21 15 12 16 0.060 18
3 28 20 12 14 0.075 24
4 35 24 18 14 0.075 30
5 42 29 18 12 0.105 36
6 49 33 18 12 0.105 42
7 57 38 18 10 0.135 48
8 64 43 18 10 0.135 54
9 71 47 18 8 0.164 60
• All dimensions are measured from the inside crests of the corrugations. A tolerance of plus or minus 1 inch or
2 percent of the equivalent circular diameter, whichever is greater will be permissible in span and rise.
The fill heights for all sizes of pipe arch are limited to a maximum of 7 feet.
510 02/17/94 Page 21 Pipe
4. Joint Material
Except as otherwise indicated, 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 joints for each type of
corrugated metal pipe shall maintain pipe alignment during construction and prevent infiltration of soil material
during the life of the installation.
Coupling bands shall be not more than 3 nominal sheet thicknesses lighter than the thickness of the pipe to be
connected and in no case lighter than 0.052 inch for steel or 0.048 inch for aluminum.
Coupling bands shall be made of the same base metal and coating (metallic or otherwise) as the pipe.
Coupling bands shall lap equally on each of the pipes being connected to form a tightly closed joint after
installation.
Pipes furnished with circumferential corrugations shall be field jointed with corrugated locking bands. This
includes pipe with helical corrugations which has reformed circumferential corrugations on the ends. The locking
bands shall securely fit into at least one full circumferential corrugation on each of the pipe ends being coupled.
The minimum width of the corrugated locking bands shall be as shown below for the corrugation which
corresponds to the end circumferential corrugations on the pipes being joined:
10 1/2 inches wide for 2 2/3 inches x 1/2 inch 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 or with bands with
projections or dimples. The minimum width of helically corrugated bands shall 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 shall have 4
circumferential rows of projections.
Unless otherwise indicated, all bolts for coupling bands shall be 1/2 inch diameter. Bands 12 inches 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 electrogalvanized 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 bituminous coating shall adhere to the metal tenaciously, shall not chip off in handling and shall protect
the pipe from deterioration as evidenced by samples prepared from the coaling material successfully meeting
the Shock Test and Flow Test in accordance with Test Method Tex - 522 -C.
510 02/17/94 Page 22 Pipe
b. Paved lnvert
Where a Paved Invert is indicated, the pipe or pipe arch, in addition to the fully coated treatment described
above, shall receive additional bituminous material of the same specification as above. applied to the bottom
quarter of the circumference to form a smooth pavement with a minimum 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. Pipe shall be of full circle and shall be fabricated with two 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 36. Concrete lining shall conform to the following:
Composition
Concrete for the lining shall be composed of cement, fine aggregate and water that are well mixed and
of such consistency as to produce a dense, homogenous, nonsegregated lining.
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 concrete 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 pozzolanic admixture be less than 470 lb/cu. yd of
concrete.
Thickness
The lining 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 traveling 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 lining throughout.
Surface Finish
The lining machine shall also mechanically trowel the concrete lining as the unit moves through the
pipe.
Certification
Furnish manufacturer's 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 formed 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 1/2 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 placed in the first corrugation of each pipe and shall
be compressed by tightening the coupling band. Rubber 0-ring gaskets shall conform to Section 5.9.
ASTM C 361.
510 02/17/94 Page 23 Pipe
(1) General
(2) Causes for Rejection
Pipe shall be subject to rejection on account of failure to conform to any of the indications. Individual
sections of pipe may be rejected because of any of the following:
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.
d. Fiber Bonded
If concrete lining is broken out, pipe may be rejected or at the discretion of the Engineer, repaired in
the field in accordance with the manufacturer's recommendation. Hairline cracks or contraction cracks
in the concrete lining is to be expected and does not constitute cause for rejection.
Where fiber bonded pipe is indicated, the pipe or pipe arch shall be formed 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 Storm 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 3/16 inch welded plate or machine formed 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 lime 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 of Agreement ". Clearing the site shall conform to Item No.
102, 'Clearing and Grubbing ". Maintenance of environmental quality protection shall comply with all requirements of
"General Conditions of Agreement' and Item No. 601, "Salvaging and Placing Topsoil ".
The Contractor shall conduct his work such that a reasonable minimum of disturbance to existing utilities will result.
Particular care shall 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 shall 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
shall be provided across the trench while open and the lines shall be restored when the backfilling has progressed to the
original bedding lines of the sewer so cut.
The Contractor shall inform utility owners sufficiently in advance of the Contractor's operations to enable such utility
owners to reroute, provide temporary detours or to make other adjustments to utility lines 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
concemed in effecting any utility adjustments necessary and shall not hold the City liable for any expense due to delay
or additional work because of conflicts arising from existing utilities.
The Contractor shall do all trenching in accordance with the provisions and the directions of the Engineer as to the
amount of trench left unfilled at any time. All excavation and backlilling shall be accomplished as indicated and in
compliance with State Statutes.
510 02/17/94 Page 24 Pipe
Where excavation for a pipe line is required in an existing City street, a street cut permit is required and control of traffic
shall be as indicated in accordance with the Texas Manual on Undorm Traffic Control Devices.
Wherever existing utility branch connections, sewers, drains, conduits, ducts, pipes or structures present obstructions to
the grade and alignment of the pipe, they shall be permanently supported, removed, relocated or reconstructed by the
Contractor through cooperation with the owner of the utility, structure or obstruction involved. In those instances where
their relocation or reconstruction is impractical, a deviation from line and grade will be ordered by the Engineer and the
change shall 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 in the progress of the work shall be furnished by the Contractor, at his
expense and as approved by the Engineer.
Where traffic must cross 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 shall 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
shall be satisfactorily 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 runoff. unless given specific approval by the Engineer. When such conditions delay the work, an
extension of time for working day contracts will be allowed in accordance with "General Conditions of Agreement'.
(2) Water Line/New Wastewater Line Separation
Installation of new water or wastewater lines shall conform to the following:
Where feasible, water and wastewater lines shall 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 lines 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 line. If the lines cross, they may be no closer than 6 inches vertically between OD's
with the sewer below the water line and one standard 20 foot length of ductile iron, AWWA C -900 (SDR -18) 150 psi
rated PVC in sizes to 12 inch, or AWWA C -905 (SDR -25) 165 psi rated PVC in sizes larger than 12 inches.
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 storm sewer and the top of the pipe is within
18 inches of the bottom of the utility structure. 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 line of the utility structure
or the storm sewer. Unless otherwise specified by the Engineer, concrete encasement will not be required for ductile
iron, AWWA C -900 (SDR -18) 150 psi rated PVC in sizes to 12 inch, or AWWA C -905 (SDR -25) 165 psi rated PVC in
sizes larger than 12 inches. When the Contractor installs a pipe that crosses over a utility structure or storm sewer and
the top of the utility structure or storm sewer is within 18 inches of the bottom of the pipe, the pipe shall be either ductile
iron, AWWA C•900 (SDR -18) 150 psi rated PVC in sizes to 12 inch, or AWWA C -905 (SDR -25) 165 psi rated PVC in
sizes larger than 12 inches, unless otherwise specified by the Engineer.
Where trenches wider than 12 inches cross under existing wastewater lines, the sewer lines shall be replaced with one
20 foot joint of ductile iron, AWWA C -900 (SDR -18) 150 psi rated PVC in sizes to 12 inch, or AWWA C.905 (SDR -25)
165 psi rated PVC in sizes larger than 12 inches, centered over the trench.
(4) Trench Excavation
Underground piped utilities shall be constructed in an open cut in accordance with Federal regulations, applicable State
Statutes conforming to Item No. 509, "Trench Safety Systems" and with a trench width and depth described below.
When pipe is to be constructed in fill above the natural ground, Contractor shall construct embankment to an elevation
510 02/17/94 Page 25 Pipe
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 bracing shall be the responsibility of the Contractors design
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 lop 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 backfill 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
backfill material, thoroughly compacted to a minimum of 95 percent of maximum density as determined by TXDOT Test
Method Tex - 114 - 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 toot 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.
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 Engineer, 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 shall 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. Full 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, caving, sheeting and
bracing, falling or rising water, working under and in the proximity of trees or any other handicaps to excavation.
510 02/17/94 Page 26 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 firm 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 backtilled. 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 backtill required in unstable trench conditions shall
be subsidiary to pipe bid.
(10) Blasting
All blasting shall conform to the provisions of "General Conditions of Agreement ".
(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 cuts 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 Engineer. 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.
(12) Lines and Grades
Grades, lines and levels shall conform to Section No. 00341, "Grades, Lines and Levels ". Any damage to the above by
the Contractor shall be re- established at the Contractor's expense. •
The location of the lines and grades indicated may be changed only by direction of the Engineer 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 loss 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 furnish good, sound twilled
lines for use in achieving lines and grades and the necessary plummets and graduated poles.
The Contractor shall submit to the Engineer at least 6 copies of any layout plans from the pipe manufacturer for review
and approval. The Contractor shall submit the layout plans at least 30 days in advance of any actual construction of the
project. The Engineer will forward all comments of the review to the Contractor for revision. Revisions shall be made
510 02/17194 Page 27 Pipe
and forwarded to the Engineer for his acceptance. Prior 10 commencement of the Project, reviewed layout plans 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 Engineer. 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
Engineer and shall become the property of the Contractor to dispose of off site at a permitted fill site, without injury 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. The envelope shall extend for the full trench width to a depth
of 6 inches below the pipe. The envelope shall rise to springline of stormwater pipe and to 12 inches above water and
wastewater pipe.
The following requirements and limitations shall govern bedding material selection. The compatibility of the bedding
envelope with the excavated and bacldill materials shall be ensured to minimize particle migration into pea gravel and
pipe bedding stone envelopes. Measures taken to minimize migration shall be subsidiary to the pipe unless specifically
provided by the bid items for pipe with sand as an approved bedding material. Specific measures for other pipes shall
be as agreed upon by change order unless otherwise provided by the contract.
(a) Standard Bedding Materials
(b) Requirements & Limitations
(1) Impervious cutoff walls of compacted clay or other approved methods shall be used to isolate sand beddings
from pea gravel or stone beddings.
(2) Pea gravel or pipe bedding stone shall be used in blasted trenches.
(3) Crushed gravel or crushed stone shall not be used with polyethylene tubing or polyethylene film wrap_
510 02/17/94 Page 28
Pipe
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
PIPE BEDDING STONE
USE / PIPE MATERIAL
CEMENT
STAB
BKFILL
SAND
GRAVEL
Uncrushed
Gravel
Crushed
Gravel
Crushed
Stone
WATER / WELDED STEEL
X
X
WATER UP TO 15 INCH ID
X
X
X
X
X
WATER /ALL OTHERS
LARGER THAN 15 INCH ID
X
X
X
X
WASTEWATER / ALL UP TO
15 INCH ID
X
X
X
X
X
WASTEWATER / ALL
LARGER THAN 15 INCH ID
X
X
X
X
STORMWATER / CONCRETE
X
X
X
X
X
STORMWATER /METAL
X
X
X
and forwarded to the Engineer for his acceptance. Prior 10 commencement of the Project, reviewed layout plans 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 Engineer. 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
Engineer and shall become the property of the Contractor to dispose of off site at a permitted fill site, without injury 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. The envelope shall extend for the full trench width to a depth
of 6 inches below the pipe. The envelope shall rise to springline of stormwater pipe and to 12 inches above water and
wastewater pipe.
The following requirements and limitations shall govern bedding material selection. The compatibility of the bedding
envelope with the excavated and bacldill materials shall be ensured to minimize particle migration into pea gravel and
pipe bedding stone envelopes. Measures taken to minimize migration shall be subsidiary to the pipe unless specifically
provided by the bid items for pipe with sand as an approved bedding material. Specific measures for other pipes shall
be as agreed upon by change order unless otherwise provided by the contract.
(a) Standard Bedding Materials
(b) Requirements & Limitations
(1) Impervious cutoff walls of compacted clay or other approved methods shall be used to isolate sand beddings
from pea gravel or stone beddings.
(2) Pea gravel or pipe bedding stone shall be used in blasted trenches.
(3) Crushed gravel or crushed stone shall not be used with polyethylene tubing or polyethylene film wrap_
510 02/17/94 Page 28
Pipe
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
(4) Uncrushed gravel may be used with polyethylene film wrap in trenches up to 6 feet in depth and in deeper
trenches where ample trench width, a tremie, or other conditions will allow controlled placement of the gravel
without damaging the polyethylene wrap.
(5) Sand, alone, shall not be used in watercourses. in trenches where groundwater is present, or in trenches with
grades greater than 5 percent.
(6) Pea gravel and pipe bedding stone, alone, shall not be used in trenches with soils prone to vibratory or hydraulic
particle migration. Pea gravel or pipe bedding stone mixed with sand, stabilized backfill, filter fabric envelopment
of the bedding materials, or other approved materials or means shall be used wherever non - cementatious, silty,
or sandy soils as determined by the Engineer are encountered with plasticity indices less than 20.
(7) Pea gravel and pipe bedding stone, alone, shall not be used in street right -of -way within 5 feet of subgrade
elevation in trenches 3 feet or wider.
(8) When pea gravel or pipe bedding stone is premixed with sand, a sufficient volume of sand shall be used to fill all
voids within the bedding envelope. The mixture shall be mechanically compacted in place.
(9) Sand bedding envelopes shall be compacted to a minimum of ninety percent (90 %) of the density as determined
in accordance with test method ASTM D 698.
(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 shalt 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, clear distances of 2 feet between outer surfaces of adjacent pipes shall be maintained.
No debris shall remain in the drainways or drainage structures.
All backf ill in streets and under structures will be tested by the City and must satisfy the specified density requirements
conforming to Section 00344, "Testing Laboratory Services" before final acceptance of or payment for the work.
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 clean, dry and unobstructed when installed.
Piping materials shall not be skidded or rolled against other pipe, etc. and under no circumstances shall pipe, fittings or
other accessories be dropped or jotted.
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 Engineer. Joints which have been placed but not joined, backfilled, etc., shall
be protected in a manner satisfactory to the Engineer.
(16) Assembling of Pipe
Angular spacing of all joints shall meet the manufacturer's recommendations for the pipe and accessories being used.
Side outlets shall 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 lacing the direction of pipe installation. Pipe end bells shall be placed upgrade
for all wastewater lines.
Orientation marks, when applicable, shall be in their proper position before pipe is seated.
510 02/17/94 Page 29 Pipe
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 clean and dry. Pipe ends shall be kept
clean until joints are made.
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
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
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
Just before making a joint the ends of the pipe shall be clean, dry, Tree 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 to facilitate assembly of the joint. The rubber
gasket 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.
(d) Push -on Joints
Just before making a joint, the bell and spigot rings shall be clean and dry. The gasket and the inside surface of the
bell shall be lubricated with a light film of soft vegetable soap compound (Flax Soap) to facilitate 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 and brought into true alignment. It shall be secured there with bedding material which is
carefully tamped under and on each side of the pipe. Care should be taken to prevent dirt or foreign matter from
entering the joint space.
(e) 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 tilted 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 oft 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 Engineer. 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 clean 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 covers, canvas ci
composition belt slings with protruding rivets, pipe hooks without proper padding or any other handling equipment
510 02/17/94 Page 30 Pipe
which the Engineer 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 cracking 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 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 manufacturer's
recommendations. The insertion pushing forces shall not exceed the pipe manufacturer's 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 manufacturer's 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 /AWWA
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.
Storm 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 Engineer. 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.
510 02/17/94 Page 31 Pipe
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.
(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 plans must include sufficient drawings, notes, schedules, etc., to assure
that the proposed restraints as installed will 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 plans.
1. Thrust Harness
A metal thrust harness 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.
The number, size and arrangement of rods, lugs, etc., shall be specifically detailed on the approved plans.
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 plans. (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 Engineer. Engineer 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 secured 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 backlit) against end thrust, slippage on slopes, etc. Concrete 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 Engineer, concrete trench caps, concrete rip -rap and/or
shaped retards shalt be placed as detailed by the standard 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 and minimum cover shall be 4 1/2
feet at the curb. Standard plugs shall be installed in the dead end before backlilling.
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
Engineer's approval.
510 02/17/94 Page 32 Pipe
Where not otherwise indicated, service connections to mains shall be installed at an angle approximately 45 degrees
above the horizontal.
(b) Connections to the Existing System
Unless otherwise specified by the Engineer, 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 Engineer.
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 Engineer must be installed
downstream in the manhole to prevent water and debris from entering the existing system belore final acceptance.
These plugs shall be removed after the castings are adjusted to finish grade or when final acceptance is given.
(24) Water System Connections
The Contractor shall. at his expense, make all 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 Engineer before beginning any work.
(a) Shutoffs
The City will make all shutoffs on existing water mains. The Contractor shall be required to notify the Engineer's field
representative on the job al least 72 hours prior to the desired time for any shutoff. The Engineer'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 till 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 Engineer's field representative.
(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. 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 price 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, placing the lines and service and all site cleanup.
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 11 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,
furnish and install the lapping sleeve, valve and accessories, provide the tapping machine, drill the tap and shall
block, anchor and backfill the piping, valve and all accessories, place the new piping in service and perform all site
cleanup. 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.
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 clamp or saddle or a tapping
sleeve recommended by the manufacturer and approved as satisfactory by the Engineer. Direct tapping will not be
permitted.
510 02/17194 Page 33 Pipe
All service connections shall be installed so that the outlet is at an angle of approximately 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 it 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 backfill material. The maximum
lift of bacIdill 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 Section 00344, "Testing Laboratory Services."
(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 Engineer, 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.
Backlill material shall be compacted to the same density requirements as indicated for the adjoining sections of
embankment in accordance with the governing specifications thereof. Above the 3/4 point of the structure, the till
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) BacMill Materials
The Engineer 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
7 Cement stabilized material
8. Borrow
Within the 100 year flood plain, sand will not be permitted for backfilling. The Engineer will approve the topsoil for
areas to be seeded or sodded.
(d) Backfill in Street Right of Way
Placement of backtill 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 the pipe or bedding. Placement of backfill greater than 2 feet beyond structures in Right of Way shall he
conform to (g) below. The depth of layers, prior to compaction, shall depend upon the type of sprinkling anr.
510 02/17/94 Page 34 Pipe
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 backlill 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 bacMill is complete, tests may be made by the Engineer. If the material fails to meet the density
indicated, the course shall be reworked as necessary to obtain the indicated compaction and the compaction method
shall be altered on subsequent work to obtain indicated density and conform to Section 00344, "Testing Laboratory
Services ".
At any time, the Engineer may order proof rolling to test the unformity of compaction of the backfill layers. All
irregularities, depressions, weak or soft spots which develop shall be corrected immediately by the Contractor.
Should the backf ill, due to any reason, lose the required stability, density or finish before the pavement structure is
placed, it shall be recompacted and refinished at the 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 soil moisture content is more
than 4 percent below the optimum of compaction ratio density. BacMill 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 the 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.
(1) 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 the railroad right of way shall be obtained from the Railroad prior to final acceptance.
(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.
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 Engineer.
All soil areas disturbed by construction shall be covered with top soil and seeded conforming to Item No. 604,
"Seeding for Erosion Control ". All tud, 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, Engineer will determine whether the pipeline is to be tested for infiltration, exfillration
or by the low pressure air test method. In addition, plastic pipe 18 inches and larger in diameter shall be deflection
tested.
510 02/17/94 Page 35 Pipe
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
The pipeline shall be completely tilled with water for its complete length or by sections as determined by the
Engineer. 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 plans 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 backfill 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 will stand over the trench. After it is
apparent that the trench is completely saturated, the main shall then be inspected with closed - circuit television for
infiltration. Any section of the main or any service stub that indicates excessive infiltration 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 backfill 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 plans 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.
(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.
(e) Low Pressure Air Test of Plastic Gravity Flow Wastewater Lines
(1) General
Wastewater lines, at the discretion of the Engineer, shall be air tested between manholes. Backfilling to grade
shall be completed before the test and all laterals and stubs shall be capped 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 lest pressures in order to avoid excessive pressure. Use
510 02/17/94 Page 36 Pipe
care to avoid the flooding of the air inlet by infiltrated ground water. (Inject the air at the upper plug it 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 lest.
(3) Test Procedure
The Engineer 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 (if any) above the sewer.
Add air slowly to the section of sewer being tested until the internal 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 internal 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.
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
Pipe
Diameter Specification Time (min:sec) for length shown
(in.)
100ft 150ft 2005 250ft 300ft 350ft 400ft 450ft
8 7:34 7:34
1r
12 11:20 11:20
15 14:10 14:10
18 17:00 19:13
7:34
11:24
17:48
25:38
4
24 22:47 34:11 45:34
27 28:51 43:16 57:41
30 35:37 53:25 71:13
33 43:05 6498 86:10
36 51:17 76:55 102:34
4. :4. :4.
'•r '•� 5:42 6:24
7:34 7:36 8 10:08 11:24
1: 2 1 1 :4• 17:48
14:15 17:05 19:56 22:47 25:38
22:15 26:42 31:09 35:36 40:04
32:03 38:27 44:52 51:16 57:41
7 2'. .1'rr :4 78:31
56:58 68:22 79:46 91:10 102:33
72:07 86:32 100:57 115:22 129:48
89:02 106:50 124:38 142:26 160:15
107:43 129:16 150:43 172:21 193:53
128:12 153:50 179:29 205:07 230:46
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 on Qualified Products Lists (APL's) WW -227 and WW-
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.
510 02/17/94 Page 37 Pipe
Test procedure for wastewater pipe located in the Edwards Aquifer Recharge Zone or identified recharge areas
or recharge features within the Edwards Aquifer 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 to 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 internal surface
area.
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 exfiltration or. vacuum method (see Item 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 lest 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 Engineer 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 Engineer 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 backfilled 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 furnish the pump
and gauges for the tests. The Contractor shall be present and shall furnish all necessary assistance conducting the
tests. The specified test pressures will be based on the elevation of the lowest point of the line orsection 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 lire hydrant leads, with the main 6 -inch gate valve open, the hydrant valve seats closed 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) 10 discover all leaking or defective materials. Repairs shall be made by the
Contractor to correct any leaking or defective materials.
510 02/17/94 Page 38 Pipe
(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 god 1
(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.
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 hypochtodte solution and/or flushing with clean water.
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 mg/liter)
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.
510 02/17/94 Page 39 Pipe
(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. Alter 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 thiosulfate. 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.
(30) Cleanup and Restoration
It shall be the Contractors 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
Engineer 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 all
excavations as provided elsewhere and shall immediately clean 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, fitting
sizes less than 16 - inch will be measured by the ton; 16 - inch and larger sizes will be subsidiary to the 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.
Pipe depth will be measured from the existing ground surface in easements and from existing ground surface or proposed
street subgrade in the right -of -way, whichever is less, over the centerline of the pipe to the flowline elevation,
When pay items are provided for the other components of the system, measurement will be made as addressed hereunder.
510 02/17/94 Page 40 Pipe
510.5 Payment
Payment for pipe, measured as prescribed above, will be made at the unit price bid per linear fool 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 loundation rock, coarse aggregate or other approved material all complete in place.
Excavation and backfill, when included as a separate pay item, will be measured by Pay Item No. 510 -E or F.
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. As established in the bid,
pipe including excavation and backfill may be either (1) payment for any and all depths or (2) payment in 2 foot incremental
depth.
Payment for pipe excavation shall be included in the Bid to be measured and paid by any of the methods of measurement and
payment methods indicated above or may be measured as "Structural Excavation and Backfill" as indicated.
Payment will be full compensation, in accordance with the pay items set forth in the bid for excavating, furnishing, hauling and
placing pipe including lugs and all incidental and subsidiary materials and work; preparing, shaping, dewatering and shoring of
trenches; hauling, placing and preparing bedding; for connecting to new or existing systems or structrures; for hauling, moving,
placing and compacting backfill materials and for all other incidentals necessary to complete the pipe installation as indicated.
(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 plans and other contract documents. The bid price per linear foot of pipe shall include
all clearing, embankment, excavation, bedding materials, particle migration measures, fittings, field constructed joints,
collars, temporary plugs, pumping, caps or bulkheads, all necessary lugs, rods or braces, pipe coatings and protection,
connections to existing systems, concrete blocking and thrust blocks, disposal of surplus excavated material, laying of
pipe, backtilling, temporary pavement repairs and maintenance, cleanup and all other incidental components necessary
to complete the work. Payment will also represent compensation for removal and replacement of pavement, curb,
drainage structures, driveways, sidewalks and any other improvements damaged or removed during construction. Pipe
shall be paid at the contract unit price for any and all depths or at two foot incremental depths in accordance with the
selected method of Pay Item No. 510 -A..
Items listed above as subsidiary to the pipe will be paid individually only when provided by the bid.
No separate payment will be made for welded or harnessed joints required for thrust restraint which are scheduled,
indicated, generally required for the pipe material used, or otherwise accepted as an industry standard. Steel cylinder
concrete pipe and welded steel pipe fittings shall be subsidiary to the pipe pay item.
(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 will be paid al 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.
510 02/17/94 Page 41 Pipe
(6) Fittings
Cast iron and ductile iron fittings of the class 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:
AWWA C -153 for all fittings 4 -inch through-16 inch sizes, regardless of whether AWWA C -110 or AWWA C -153 fittings
are furnished or the type of end connections supplied.
AWWA C -110 for all fittings larger than 16 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.
(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 furnishing 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 furnishing all necessary materials, 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 items, 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 loot, 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.
510 02/17/94 Page 42 Pipe
WHEREAS, the City of Round Rock has duly advertised for bids
for the Water Treatment Plant Waterline Replacement Project, and
WHEREAS, Chaco Contracting, Inc. has submitted the lowest and
best bid, and
WHEREAS, the City Council wishes to accept the bid of Chasco
Contracting, Inc., 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 Chasco Contracting, Inc. for the
Water Treatment Plant Waterline Replacement 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 llth day of February 1999.
ATTEST:
R:\ WPDOCS \RSSOLN'I \R90211AS.WPD /scg
LAND, City Secretary
RESOLUTION NO. R- 99- 02- 11 -11A8
CHARLES CULPEPPER, Mayor
City of Round Rock, Texas
THE CITY OF ROUND ROCK 17 ..,..o U1Pda,,ExTENDEP
PUBLIC WORKS DEPARTMENT STEVEN D. IV !_71:
2008 Enterprise Dr. 0e ° Y`i - " - '
Round Rock, Texas. 78854 ti i, 9 6n ATF .. . ',2/2I99
(512) 219-5555 BID TABULATION '' °�`� /o E,ii T ?
AND CHECKED
,'-
'SteY4 Miller
- 'd11
CONTRACT : 42' Waterline Replacement
At Water Treatment Plant
4 "°+`b3n..�
LOCATION : City Council Chambers
Chasco Contracting
Bld Bond? Yes
C. C. Carlton Construction
of Austin, Inc.
Bid Bond? Yes
Cherokee Construction, Inc.
Bid Bond? Yes
Nelson Lewis, Inc.
Bid Bond? Yes
DATE: 2/2/90
ITEM
UNIT
APPROX.
OTY.
UNIT
PRICE
COST
UNIT
PRICE
COST
UNIT
PRICE
COST
UNIT
PRICE
COST
1. Remove and replace existing 42
Inch Concrete Steel Cylinder
pipe with Ductile Iron, Class 150.
restraint -type Joint 42 Inch pipe
Including, In- general, excavation.
alignment. bedding. backflll
and cleanup and as shown
on plans and described In
the specifications.
EA
1
572,00080
572,000.00
575,000.00
875,000.00
595,353.00
595,353.00
5150,000.00
$190,000.00
2. Remove existing asphaltic
pavement and excavate six (8)
inches of existing base as shown
on plans.
EA
117
54.00
5488.00
$30.00
$3,510.00
525.00
$2,925.00
530.00
53,510.00
3. Hot -mix asphaltic concrete,
Type D. 1-1/2 Inch, Including
six- inches of flexible base as
shown on the plane and describe
In the specifications.
LF
117
$54.00
88,318.00
$40.00
54,880.00
515.00
$1,755.00
$30.00
58510.00
TOTAL (Items no. 1. 2 8 3:
875,735.00
583,190.00
5103,033.00
5197,020.00
Alternate Bid Item No. 4
A4. Remove and replace 42 Inch
Concrete Steel Cylinder
(CSC) pipe with Gifford -Hill
American CSC type 42 Inch
pipe Including, In- general,
excavation, alignment, bedding,
backflti and cleanup, as
shown on plena and described
In the specifications.
SF
1
540,500.00
540,500.00
570,000.00
570,000.00
592,521.00
592,521.00
5190,000.00
8190,000.00
5137,020.00
TOTAL Items No. 2, 3. 8 A4:
547,234.00
873,100.00
597,201.00
41MIu0rr01999/1kirow s
DATE: February 5, 1999
SUBJECT: City Council Meeting - February 11, 1999
ITEM: 11.A8. Consider a resolution authorizing the Mayor to execute a
contract with Chase() Contracting for the 42 inch Waterline
Replacement at the Water Treatment Plant in the amount of
$78,786.00. Four bids were opened on February 2, for the
project. Chasco Contracting was the low bidder. This
contractor has performed a number of pipe repair projects for
the City in the past. Staff recommends award. Staff Resource
Person: Jim Nuse, Public Works Director.