R-93-11-23-9H - 11/23/1993Mill
R- 93- 11 -23 -9H Authorizing the Mayor_
to enter into an agreement w /COR
Construction Co. Inc. for The
— Market at Round Rock Chisholm Trail
Extension and Internal Drive
Improvements. 11/23/93
ITEM NO.
DESCRIPTION OF CHANGES
ADDED DAYS
CALENDAR /WORKING
z ATEZE mrxarm=ax W.Stiacrzr
AMOUNT
+ge.an=2,1=ax
.. ,..
1
Scarify and reshape existing base
xM+mar
ASSLI
8151 .50
(Increase quantity 101 s.y. @ $1.50/s.y.)
•
2
Flexible base, crushed stone
81,073.10
(Increase quantity 147 ton @ 87.30 /ton)
5
Two course surface treatment
8131.84
(Increase quantity 103 s.y. @ 81 .28 /s.y.)
9
Corrugated metal pipe arch (galvanized steel,
design 1, 16 gage)
8660.00
(Increase quantity 33 I.f. @ $20.00 /I.f.)
TOTAL:
0
82,016,44
DEPT.: PUBLIC WORKS
PROJECT: Chisholm Trail Maintenance and Safety CHANGE ORDER NO,: 2
JUSTIFICATION: Adjustment of contract
quantities to the actual constructed.
Improvements
ORIGINAL CONTRACT PRICE:
PREVIOUS CHANGE ORDERS:
THIS CHANGE ORDER:
CHANGE ORDERS TO DATE:
BY:
PREPARED BY: Alvin L. Wille, P.E.
ENGINEER
COR Construction Company, Inc.
CONTRACTOR
CITY OF RO ND CK
CITY OF ROUND ROCK
CONSTRUCTION CHANGE ORDER
8127,690,00
87,460.95
92,016.44
89,477,39
CHANGE DATA
1114/93
DATE
1 ‘-a3 -
PAGE 1 OF 1
DATE: November 4, 1993
I4U. U7b UU_
PERCENT OF ORIGINAL CONTACT PRICE
THIS CHANGE ORDER: 1.58%
PREVIOUS CHANGE ORDERS: 5.84%
TOTAL % CHANGE: 7.42%
ORIGINAL CONTRACT PRICE PLUS
CHANGE ORDERS: $ 137,167.39
ctcnangewewliR
WHEREAS, the City of Round Rock has duly advertised for bids for
the Market at Round Rock Chisholm Trail Extension and Internal Drive
Improvements, and
WHEREAS, CoR Construction Company, Inc., has submitted the
lowest and best bid, and
WHEREAS, the City Council wishes to accept the bid of COR
Construction Company, 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 an agreement with COR Construction Company, Inc.,
for the Market at Round Rock Chisholm Trail Extension and Internal
Drive Improvements, a copy of said agreement being attached hereto and
incorporated herein for all purposes.
RESOLVED this 23rd day of November, 1993.
ATTEST:
('t4)
OA/IA/Liu AZYLA-1
E LAND, City Secretary
RS /RESOLVflON
RS112331
RESOLUTION NO. - 2 > - \ \ - �3 -'1 H
CHARLES CULPEPP , Mayor
City of Round Rock, Texas
11/19/93 , 16:37 ROUND ROCK PUBLIC WORKS . 512 255 6676
N0.166 D07
11/19/93 11:01 x346 7072 BAKER - AICKLEN - -- CORR Pb Wks (0002. /ue0
BAKER- AICKLEN
& ASSOCIATES, INC.
Connulr.Ino Fnolnnnrta
November 19, 1993
CITY OF ROUND ROCK
221 East Main Street
Round Rock, Texas 78664
Attn: Al Wills, R.E.
Re: Market At Round Rock
Eut4.11.11a. LRI
Internal Drive Improvements
Gentlemen:
We have reviewed the qualifications of the low bidder, COR Construction Co.,
and discussed the critical timing of the project with Mr. Dale Zarecor,
President, We feel that this contractor has the cauabilities reuuired for
this project. We therefore recommend that the contract for the project be
awarded to COR Construction Co.
Sincerely,
Norman D. Key, P.E.
NDK:ek
Enc.
cc: file- -601- 021 -30
CONTRACT. MARKET AT ROUND ROCK
BIDDERS
COR
Const. Co.
Bid Bond%
Chasco
Contracting
Bid Bond %'
Smith
Excavating
Co.
60 Bond x
Capital
Excavation
Co.
Bid Bond(
Bid Bond
61d Bond
Bid Bond
Bid Bond
LOCATION: ROund Rock
84D DATE: 11/16/93
11ME: 2:00 .
'
1. 104 -C (Remove Canc.)
4,6£0 S_F,2.15/i0,449.00
3.00/14.580.012.10 /10.206.00
1 -30/ 5,318.0(
2.
110 -8 (St. Excavation)
1,420 S.Y.4.32/
6,134.40
8.00/17, 360. 009.00 /12,780.001L.03/15.620.0C
3.
210-A-6 (6" Base)
1,370 S.Y
5.17/ 7,382.90
3.001 4,110.002 -733 3,740.10 5.00/ 6,8511.:►
4.
210 -4-10 (10" Base)
50 S.Y
.00/ 450.00
10.00/ 500.001.55/ 227.50.28.00/6,400.0(
5.
340 -8 (2'10480)
_ 47 5.7
22.50/1,057.50
20.00/ 940.006.7 317.25 9.00/ 423.0(
6.
360-8 (6" Conc. Pvt.)
1 ,300 5.7
27.50/
35,750.30
18.00/ 1 21.351 • 33.00/
23,400.06 27,495.00 42,900.00
7.
430-8 (0 8 G)
67 E.F
10.00/ 670.00
10.00/ 670.00 B.00/ 536.00 10.00/ 670.00
8.
430-0 (0.(rb)
695 L.F
3.75/ 2,606.25 5.00/ 3,475.00 8.00/5,560.00 6.50/4,517.50
9. 508 -18 (Grate Inlet)
1 Ea.
1,840.00 6,000.0( 2.700.00 2,500.00
20. 510 -AC (17x13 CMPA)
35 L.F
43.75/1,531.25 50.00/1,750.0040.00 /1,400.03 53.00/1,855.0f,
11.
604 -6 (Seeding)
700 5.Y
1.20/ 840.00 2.00/1,400.00 0.36/ 252.07 2.00/1,400.
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THE C..17110FROLW13 ROCK
PUBLIC WORKS DE1;AR7Af6 IT
221 East Main S1reel
Rased Hock Tens. 78681
1512) 255- 3512
BID TABULATION
SIDS EXTENDED ANO CHECKER
8y 3aker Aicklen A Assoc.
DATE : 11/31/93
SHEET: 1 OF: 3
Pout 2..er
,,
r p °f". THEC77YOFROtN1DHOCX
� A fi'7. YUBUC WORKS OEPAR760ENT
1 '� ,s 221EasrAfar,SUeet
S�•.•�: J .
Donor/Hoak Tens 78681
e,.:.. - - - 3612 BID Tr18UL4T/ON
(5721 255
8B7S EJL7ENDE0 ANO CHEC/C9)
BY: Baker Aicklen & Assoc.
DATE 11/
SHEET:
2 OF. 3
CONTRACT . MARKET AT RLICVD ROCK
BIDDERS -
C0R
Const. Co.
Bid Bond x
Chase()
Contracting
Bid Bond x •
Smith
Excavating
Co.
Bid Bond x
Capital
Excavation
Co.
Bid Bond X
eid Bond
Bid Bond
Kid Bond_
Bid Bond
LOCATION: Round Rock
810 DATE. 11/16/93 TIME: 2:00 .
12. 639 (Rock Berl 55 L.F.
15.00/ 625.00
15.00/ 825.0(
5.00/ 275.00
20.00 /1,100.00
11. 642 (Silt Fence) 30 L.F.
8.70/ 261.0C
5.00/ 150.0(
1.40/ 42.00
4.00/ 120.0
14- 824 (Traffic S1gr.$) 10 Ea.
150.00/
1,500.00
250.001
. 2,500.00
200.00/
2,000.00
240.00/
2,400.00
L5. 843 (2 -2" PVC Ducts) 70 C.F.
7.25/ 507.5C
5.00/ 350.00
3.86! 270.20
12.00/ 840.00
:6. 860 (Pavement Harking) 1 L.S.
1,055.0C
1,300.00
650.00
1,100.00
SUBTOTAL - Ch(sholn Trail Extension
72,559.8C
73.310.00
68,451.05
90,013.50
)7. 110-8 (St. Excavation) 885 S.Y.
6.06/5,363.1C
8.00/7,080.00
20.45/
18,098.25
20.00/
17,700.00
18. 210 -A -10 (10" Base) 665 5.Y.
8.00/5,320_0C20.00/6,6
4.55/3,025.75
12.00/7,980.00
19. 340 -8 (2" 11481:) 600 S.V.
11.40/6,840 - 807 0.00
/6,000.00
6,75/4,050.00
9.00 /5,400.00
2G. 430 -8 (C & 0) 460 L.F.
10.60/4,876.0C10.00/4,60C.00
10'x! ' •4,6O0.00
9.50/4,370.00
21. 432 -4 (5 /H) 290 S.F.
4.10/1,189.0C
2.50/ 725.00
1.75/ 607.50
2.50/ 725.00
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Q/_'A4^ojNO -r, THE CITY OF ROUND ROCK BIDS EXTENDED AND CHECNEO
4
a� 4 PUBLKC WORKS DEPARTMENT Balser Aickl� 8 P.ssot.
BY :
` 4
.' 221 East Main SYoet
DATE: 11/37/93
Round Rack. 78681
��= SHEET: 3 OF: 3
- 612 B/D T_ABIJLATION
1512) 255 -36'12
52)
CONTRACT . MARlar AT R01140 ROCK
BIDDERS
COR
Const. Co.
Bid Bond x
Chasco
Contracting
Bid Bond x
Smith
Ex av
Bid Bond x
Capital
Excav
Bid Band N
Bid Bond
Bid Bond
Bid Bond
8)d Bond
LOCATION: Round Rock
510 DAT'e: 1]/16/93 TIME: 2:00 .
'
22. 602 -11 (B•k. Sod) 70 S.Y.
2.50/ 175.00
4.00/ 2133.00
6.43/ 450.10
4.00 / 280.00
23. 608 (Plant 4" L.0.) E Ea.
250.00/2000.00400.00 /3200.00
003.00/340.O300.0/2400
_0C
24. 634 {Rock Berm) 20 L.F.
18.50j 370.00 15.00/ 300.00
5.00/ 100.0C
20.00/ 20.00/ 400.00
25. 640 (Mort. Rock 11511) 1 L.S.
5,000.00 • 3,000.00
2,880.011 3,300.OE
26. 024 (Traffic Signs) 3 Ea.
66.00/ 498.00250.00/ 750.00
300.00/ 900.01240.00/ 720.00
27. 21.0 (Pvmt. Marking) _ L.S.
1,900.00 600.00
203.0;
600.00
28. 901 (Rel. F.B_ & Lt. Pole) 1 L.S.
1,620.00 3,500.00
4,009.0
5,300. DC
SUBTOTAL Int. Drive Iraprcvoents
35,151.10' 36,685.00
42,651.6)
49,175.01
TOTAL BID
3107.710.9 5109,995.00
5111,102.65
5139 .188 .50
014,1.215
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11/19/93 , 16:36 ROUND ROCK PUELIC WORKS - 512 255 6676
DATE: November 19, 1993
SUBJECT: City Council Meeting, November 23, 1993
ITEM: 9H. Consider a resolution authorizing the Mayor to enter into an
agreement with COR Construction Company, Inc. for The
Market at Round Rock Chisholm Trail Extension and Internal
Drive Improvements.
STAFF RESOURCE PERSON: Jim Nuse
STAFF RECOMMENDATION:
Based on a review of the low bidder's qualifications, work experience, and previous
history of projects with the City we recommend award of the contract to COR Construction
Company Inc.
NO. 166 . D06
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CONTRACT DOCUMENTS AND SPECIFICATIONS
FOR
MARKET AT ROUND ROCK
CHISHOLM TRAIL EXTENSION
AND
INTERNAL DRIVE IMPROVEMENTS
Prepared for:
City of Round Rock
221 East Main Street
Round Rock, Texas 78664
Prepared by:
Baker- Aicklen & Associates, Inc.
9111 Jollyville Road, Suite 107
Austin, Texas 78759
October, 1993
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
TABLE OF CONTENTS
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Item No. Category Description
Technical Specifications
No. of Pages
104 Removing Concrete 1
110 Street Excavation 2
201 Subgrade Preparation 2
210 Flexible Base 4
230 Rolling (Flat Wheel) 1
232 Rolling (Pneumatic Tire) 2
236 Proofrolling 2
301 Asphalts, Oils and Emulsions 6
306 Prime Coat 1
340 Hot Mix Asphaltic Concrete Pavement 9
360 Concrete Pavement 29
403 Concrete for Structures 8
406 Reinforcing Steel 4
408 Concrete Joint Materials 2
409 Membrane Curing 2
410 Concrete Structures 16
430 Concrete Curb and Gutter 2
432 Concrete Sidewalks 2
436 Concrete Valley Gutters 1
508 Misc. Structures and Appurtenances 3
510 Pipe 2
591 Riprap for Slope Protection 2
601 Salvaging and Placing Topsoil 1
602 Sodding for Erosion Control 2
604 Seeding for Erosion Control 3
606 Fertilizer 1
608 Planting 4
639 Rock Berm 1
640 Mortared Rock Wall 1
642 Silt Fence 2
803 Barricades, Signs and Traffic Handling 1
824 Traffic Signs 4
843 Ducts 3
860 Pavement Marking Paint 6
900 Restoration 1
901 Relocation of Appurtenances 1
1.0 NOTICE TO BIDDERS
NOTICE TO BIDDERS
Sealed bids addressed to the Purchasing Agent, City of Round Rock, 221
East Main Street, Round Rock, Texas 78664, for furnishing all labor, material
and equipment and performing all work required for the project titled Market
at Round Rock Chisholm Trail Extension and Internal Drive Improvements will be
received until 2:00 P.M., November 16, 1993 , then publicly opened and
read aloud at City Hall Council Chambers at the same address. Bid envelopes
should state date and time of bid and "Sealed Bid for Market at Round Rock
Chisholm Trail Extension and Internal Drive Improvements ". No bids may be
withdrawn after the scheduled opening time. Any bids received after scheduled
bid opening time will be returned unopened.
Bids shall be submitted on City of Round Rock bid forms and shall 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 office of Baker - Aicklen & Associates, Inc.
at 9111 Jollyville Road, Suite 107, Austin, Texas, 78759, (512) 346 -6980,
beginning November 2, 1993 , for a non - refundable charge of 520.00 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.
Publish Dates:
Austin American Statesman: Round Rock Leader:
10/31/93 11/01/93
11/07/93 11/08/93
NB -1
Joanne Land
City Secretary
City of Round Rock
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2.0 BID DOCUMENTS
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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.
biddoc.mst/spec BD -
8. Until the award of the contract, the City of Round Rock reserves the right to reject
any and all proposals and to waive technicalities; to advertise for new proposals;
or to do the work otherwise when the best interest of the City of Round Rock will
be thereby promoted.
9. In case of ambiguity or lack of clarity in the statement of prices in the bids, the
City of Round Rock reserves the right to consider the most favorable analysis
thereof, or to reject the bid. Unreasonable (or unbalanced) prices submitted in a
bid may result in rejection of such bid or other bids.
10. Award of the contract, if awarded, will be made within sixty (60) days after
opening of the proposals, and no bidder may withdraw his proposal within said
sixty (60) day period of time unless a prior award is made.
11. Within ten (10) days after written notification of award of the contract, the
successful bidder must furnish a performance bond and a payment bond in the
amount of one - hundred percent (100%) of the total contract price. Provided
however, if the contract price is less than $50,000.00, the bidder shall have the
option of providing a letter of credit in lieu of a performance bond, said letter of
credit in a form acceptable to the City of Round Rock. Said performance bond,
or letter of credit, if applicable, and payment bond 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, with approval prior to bid opening.
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.
biddoc.mstlspec BD -2
15. The Contractor shall not commence work under this contract until he has
furnished certification of all insurance required and such has been approved by
the City of Round Rock, nor shall the contractor allow any subcontractor to
commence work on his subcontract until proof of all similar insurance that is
required of the subcontractor has been furnished and approved.
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. No Texas sales tax shall be included in the prices bid for the portion of work
identified as Chisholm Trail Extension under this contract. This contract is
issued by an organization which is qualified for exemption pursuant to the
provisions of Article 10.04 (h) of the Texas Limited Sales, Excise and Use Tax
Act. The contractor performing this contract may purchase, rent or lease all
materials, supplies, equipment used or consumed in the performance of this
contract by issuing to his supplier an exemption certificate complying with State
Comptroller's ruling #95 -0.07. Any such exemption certificate issued by the
contractor in lieu of the tax shall be subject to the provisions of the State
Comptroller's ruling #95 -0.09 as amended to be effective July 1, 1979.
18. No conditional bids will be accepted.
19. As indicated on BD -5 through BD -10, the project is separated into two areas of
work. Costs associated with the Chisholm Trail Extension will be treated as
City of Round Rock work. Costs associated with the Internal Drive
Improvements will be identified separately and will be treated as private work.
The City will act as the Owner and will be reimbursed by the Developer for the
costs associated with the Internal Drive Improvements. This applies to all costs
including water used for construction and material testing.
biddoc.mst/spec BD - 3
1-
plc
CONTRACTORS BONDING
AND INSURANCE COMPANY
1
'That we, COR CONSTRUCTION CO., INC.
as Principal, (hereinafter called the "Principal "), and Contractors Bonding and Insurance Company of Seattle, Washington, a corporation
' duly organized under the laws of the State of Washington, as Surety, (hereinafter called the "Surety "), are held firmly bound unto
CITY OF ROUND ROCK
as Obligee, (hereinafter called the "Obligee "),
in the sum of 5% of greatest amount bid
nottoexceed Four thousand eight hundred and no /100 Dollars
4 * * * * * * * **
($ ), for the payment of which aunt 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.
I WHEREAS, the Principal has submitted a bid for Chisholm Trail extention & internal drive improvements
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KNOW ALL MEN 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 bidding or contract documents with good
and sufficient surety for the faithful performance of such contract and for the prompt payment of labor and material in the prosecution
thereof, or in the event of the failure of the Principal to enter into 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 seated this 16th day of November A.D. 19 93
COR CONSTRUCTON CO.. INC. (Seal)
/(ge Principal
Witness 7 ,,��
A6s .
Title
Surety: Contractors Bonding and Insurance Company
By y id d Z (,�v
Witness Diane Matthews Attorney -in -Fact
C325d -1OOM, 8 -75 198717
Approved by the American Institute of Architects,
A.I.A. Document Nn. A -310 February 1970 Edition
1140
BID BOND
Home Office:
1213 Valley Street
P.O. Box 9271
Seattle, WA 98109-0271
(206) 622-7053
(206) 382 - 9623 FA nal
13nd0001.03 115100990
s1 ' t1MITED POWER OFATTORNEY'%y ,
READ CAUYY . ? ": ''•
"•C ...: •: c' % „ " �.'.: D REFLL
�. .,, w•.r.� ...,. ., ...:
CONTRACTO BONDING AND INSURANCE COMPANY s IS RESPONSIBLE ONLY FQR THE BOND DESCRIBED AND UP TO THE AMOUNT SET FORTH
\• .THIS LIMITED POWER OF ATTORNEY. ANY ERASURE WILL VOID THIS POWER OF ATTORNEY, IF YOU HAVE•ANY QUESTIONS ABOUT OR WANT
,VERIFYTHIS'POWER OF ATTOHNEY CALLCONTRACTORS BONDING AND INSURANCE COMPANY IN IR 1ING TEXAS AT (400) eZ - 2242„ �'
isumS:' %r$1.;800'.AO'; '% ' •,ptterneVNo, `IT)W 0 ..powerNe:' ' + ` BondNC.'
n lAd Qovser.oIAUol y Dire' :•'�[• / , 94• ".:. 'Dale Apptoved;: = <',11/16/.93,:o..': , , ,-
y. ' ; R olier�t E, Slackbu
Dloirod by, < .. R I' ill
ao.,pfineipaL CDR` CON S T RUCTION ' C ,
e of Obligee: L 1 I Y• Uf c KUUNU', XU(.K ;r • ' ;‘••. <. r
Poore(,):•'` CHI SHOL•M ;TRA.IL' EXTENT IDN:•, &`,> I NTERNATL= ,DR ' cs<r'
IMPR DYE MINTS ° :N. ; ^ 'N < '''
SBCrNO 0600, ;,07639' 0125'2 •
,t.ocifion'Otepplicable):'• ''<•`•'R,aUN D'• R QCK; ",'T EXAS•., ,,,
IDCWAU.MEJBYTHESE PRESENTS the CONIRoCTORSeONCOMAND INSURANCE COMPANY e ration dut�r�or mind end wdahng underthe kay of the Sete ofWaahin O pn,_end hi n 43 riaspel dive
insled* /Erg Comdy, Washington, does by these prbanhIreb ,conattute end eppo're DIAN'E d SAN ANTONU , 1'y.
rte hue end lawful ettomeyintect,wthtull povwr end authority toabyeonlerdi in as nama,pbw and ahed,to asaculgedmowledgaerd &INK the bonds) deaorbsd abort%and to bind thoCompany thereby m July
and to the sem. anent esX etch sad, bard was signed bythe Raaident,nelad the corporate seal d the Grmnyend duly seeded by asSacn,ry; hereby rallying endcoMrrmng eX that the said titpr intact
my the prembes.Sed appointment is made under by m
the adopted by the Board of Directors & CONTRACTORS BONDING AND NEURANCE COMPANY on I /
m 93
RESOLYEOthet tn. Residents eNhorbedtoeppoidaeeBamey .infeddMetompay D 1 AN E MATTHEWS with power end euthorlytoeignonbehalf
title Compary those surely bonds which they hem limb tiro be approved by Robed E Bbdtbuw, in etch penal sums end eccordng to suchwrddlone es they be approved by Robert EBIackbum,
RESOLVED FURRIER that each PowerolAtKmq moat set farthehespaaficduaiption of the bond towhich it eWyes, the name of the pnncpeLt mane of He obligee, the penal sum the bond number
Paceptfn ebid bondwherettere is no number), theidenldnng numbed the abomsy••act,theideMfyng number d the Power of Attorney, end maname end aigndwadRobert E Beckham end may
oat forth the desorption andamount d additional reinsurance Of maenad, deny.
RB3DLVEDFURTHERtM Rabrt EBleckbum ueuthomsd to establish aspacdc expxaton deb for the Power d Attorney end bmocifythetdetefromhmeto tmeesRobdE Bleckhurn deems necessary
in his sole dxnhen; the getable expirehon deb to be dad* vet forth m any written Porte of Attorney.
RWDLVEDFU THEtthet,exesptesotMwise providedinaeimnedeteysucmdmg resohdiomunder no dn:umete cesehelb(e)the contact amount Ice mrybid , payment, performance, a wmbnetion
payment andpedonrence bond (ter, a perfamerra end payment obligehon m one bond lone) weed $1,250,000 d the bond is guaranteed by the Smell Business Mdministwhon; (b) the pond sum of any
bond not gu renMad tytte Small BounessAdnin'ehehon (other then e bid bond which refotitisrestrctd try dame (c))exceed $3A00.0DR end lop) bdbond which bnotguerenteedbytheSmall Business
Administration be executed for lab where, if the contract b awarded, the bond comity on any perfanence bout,payment bond, or combinehon performance end payment bond (Le aperformance end
payment oNgeton in one bond form) to beo:soued Prncentt° the bid bond is to exceedS3,OD0(A0.
RESOLVED FURTHER that the above maned Attorney b granted power and authority to exceed the epprcable penal limas NI forth In theknmedeteyprecadng resolution faenybard In en mount equal
to** amount danyeddtonel reinsurance a d eny cash, biter d credit orothersecunyreceived as collateral moray by the Companyes inducement to use the bond,so long es the descnptcn end
amount dadditional reinsurance or collateral me set lath in the Poser ofAUOmq,
RESOUJEDRIRTHER thwtte sullenly dHpSecMery oltheCompe try to wtdy the auteMcayend eRxtivene» oiMeMegoing resolutions in enyLimited Power dAUCmgh hereby delegated tothe
following person, the signature dthefollovving b bind the Compenywth rospedto the euthenicdyend *Redman. of the foregoing resolutions es dnignad the Sacdry d the Company: Robed E
Bbckbunx
RESOLV EDFURTHERthatthasignature Enduing certification that M ePave elARerne),a stab in tome and effect) d Robert E Bleddom end Notary Pudic, and the corporate and Notary seals appearing
onerry Larded Powe taktor eyconteiningINseedlMfuregong mealtime is heromission,meybsbyfewrmigend such UmdedPowedAnomq
ghee teamed en origin& teen weds
RESOLVED FURTHER that ell resolutions doptd poor to lode), appointing the above named ea attorneyiMact for the Company ere hereby superseded.
IN WS
E WHEpEOFCQILTRACTORS BONDING AND INSURANCE COMPANY hm m Blackburn, used Deane presents to be signed by Robert E. Blackbu, end its corporate seal to be
CONTRACTORS BONDING AND INSURANCE COMPANY
.gyp \MG kN0 y‘' tyl
% .
L `lt SEAL �2S
rrr k', 4 SH I N G�� -
on 1/04 / 9 3 pemonelly eppeenfd Robert E. Blackburn, to ire Pawn a representative of the corporation that executed the foregoing Limited Power of
Attorney end acknowledged acrid Limited Power of Attorney to be the free end voluntary act and deed of said corporation, for the uses end purposes therein mentioned,
and on with stated that they ere authorized to execute the said Limited Power of Attorney,
Robert ElBlackbum
STATE OF TEXAS — COUNTY OF DALLAS
IN WITNESS WHEREOF, 1 have hereon
BR lJA J. BILD0WACK
Navy Mb, 5 BY d Ti
lay CcCar Brame
10-18-94
Notary Public in end for the tete of Texas
The undersigned, acting under authority of the Board of Directors of CONTRACTORS BONDING AND INSURANCE PANT, hereby certifies, as or in lieu of Certificate
of the Seaetery of CONTRACTORS BONDING AND INSURANCE COMPANY, that the ebove end foregoing is 010, trueand correct copy of the Original Power of Attorney
issued by said Company, and does hereby further certify that the said Power of Attorney is dig In force and effect
GIVEN Un hand,, at 1 r v 1 n X dais 16
day end year first above written.
anyef NOV is 93
A10(0D1503)
s
JOB NAME:
PROPOSAL BIDDING SHEET
MARKET AT ROUND ROCK CHISHOLM TRAIL EXTENSION AND
INTERNAL DRIVE IMPROVEMENTS
JOB LOCATION: Round Rock, Williamson County, Texas
OWNER: City of Round Rock, Texas
DATE:
Gentlemen:
Pursuant to the foregoing Notice to Bidders and Instructions to Bidders, the undersigned
bidder hereby proposes to do all the work, to furnish all necessary superintendence, labor,
machinery, equipment, tools, materials, insurance and miscellaneous items, to complete all the work
on which he bids as provided by the attached supplemental specifications, and as shown on the plans
for the construction of Market at Round Rock Chisholm Trail Extension & Internal Drive
Improvements 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:
BASE BID
Chisholm Trail Extension
Bid Item Description Unit
Item Quantity Unit and Written Unit Price Price Amount
1. 4,860 S.F. Remove Concrete Sidewalks
(104 -C) and Driveways
2. 1,420 S.Y. Street Excavation, All Depths
(110 -B)
biddoc.mstlspec BD - 5
for T o dollars
and Fi,TEEnN cents. $ 2 $101199
for F4/de dollars
and Aimry 774/4 cents. $ V3 Z $ G /3 y 5!0
COR Construction Co., Inc.
P.O. Box 460001
San Antonio, TX 78246
1 •
1
1
1
1
1
1
1
1
1
1
4. S S.Y. Flexible Base, 10 -inch
(210 -A -10)
5. 47 S.Y. Hot Mix Asphaltic Concrete
(340 -B) Pavement, 2 -inch
for 7 vgAn y 7w° dollars
and Fury cents.
6.
(360 -A)
1
7.
I, (430 -A)
1
I 8.
(430 -C)
1
1
' biddoc.mstrspec BD -6
1
Bid Item Description Unit
Item Quantity Unit and Written Unit Price Price Amount
3. 1,370 S.Y. Flexible Base, 6 -inch
(210 -A -6)
for FyE dollars
and Se veNrrEEN cents. $ 5 /7 $ 7.022 90
1,300 S.Y.
for /N/N6 dollars
and Nb cents. $ 9 ° - -' $ NS0
6 -Inch Concrete Pavement
including Valley Gutter
for /ktzwys' •, dollars
and Fj <ry cents.
67 L.F. Concrete Curb and Gutter
for
and
/YD
dollars
cents.
695 L.F. Concrete Curb on Concrete
Pavement
$ 22 $ /& S7s v
$27 $S3
$ /D ° $
for r/ E dollars
and greary - FIVE cents. $ ..5 $ Z 406 1 : 52
—L—
COR Construction Co., Inc. •
P.O. Box 460001'
San Antonio, TX 78246
1
Bid Item Description Unit
Item Quantity Unit and Written Unit Price Price Amount
I 9. 1 Ea. Inlet, Grated, including
(508 -1G) Concrete Riprap and Extension
of Culvert Pipe
1 for�br il hay dollars
and No cents. $ i, g4O6.° $ l gyO• °-
I 10. 35 L.F. 17" x 13" Corrugated Metal
(510 AC) Arch Pipe including Concrete
Riprap
1 for 'ai4 'E - tine dollars
1 and m iry -Frye cents. $ ,t�37s $ /53/,
11. 700 S.Y. Seeding for Erosion Control
(604-A) Method B, Fiber Mulch
1 for ONE dollars
and rwevey cents. $ / $ gf<DQ —°
1
12. 55 L.F. Rock Berm
I (639)
for R, V dollars
and gyp cents. $ /C $ gZ 'S ° °
1
1 13. 30 L.F. Silt Fence for Erosion
(642) Control
1 for ,06t1-r dollars
and .5E✓Vwry cents. $ IV' $ Z6 r °2-
1
1
COR Construction Co., Inc.
biddoc.mstlspec BD - 7
P.O. Box 460001
San Antonio, TX 78246
1
Bid Item Description Unit
1 Item Quantity Unit and Written Unit Price Price Amount
14. 10 Ea. Traffic Signs
I (824) p q
for orf /{cWflea. F?iq dollars V.4 mi
and NO , cents. $ / - $ /SO
15.
(843) 70 L.F. PVC Ducts, 2 Ea, 4 -Inch
for d dollars
1 and 7y,crvT cents. $ $ rj07
1 16. 1 L.S. Pavement Marking
(860)
piE nocusAND
I for Fiprr AK dollars
and ,Vo cents. $ / O� $ / OSSS
SUBTOTAL FOR CHISHOLM TRAIL EXTENSION
1 (Items 1 - 16): $ 72,559 Sa
I BASE BID
Internal Drive Improvements
Bid Item Description Unit
I Item Quantity Unit and Written Unit Price Price Amount
17. 885 S.Y. Street Excavation, all depths
II (110 -B)
for .6IX dollars
0 and SIX cents. $ �� $ S 363
1
1
biddoc.mst/spec BD - COR Construction Co., Inc.
P.O. Box 460001
San Antonio, TX 78246
Bid Item Description Unit
Item Quantity ' Unit and Written Unit Price Price Amount
18. 665 S.Y.
Flexible Base, 10 -inch.
(210 -A -10)
for 76tW r dollars oa
and ,° cents. $ g $ .
19. 600 S.Y. Hot Mix Asphaltic Concrete
(340 -B) Pavement, 2 -inch, Type D.
for E7.E7✓ dollars
and > oaTy cents. $ // $ ____ D-
20. 460 L.F. Concrete Curb and Gutter.
(430 -B)
for tal dollars
and 57X7)/ cents. $ 7 €9 $ 5 04 0—°
1
II 21. 290 S.F. Concrete Sidewalks, 4 -inch.
(432 -4)
for roulz dollars
and 7 A/ cents. $ 70 $ / =
li 22.
(602 -B) 70 S.Y. Bermuda Block Sodding
for Two dollars
1 and ci t y cents. $ 1 s°
8/7-5
1 23. 8 Ea. Planting, 4 -inch, Live Oak
(608) Trees.
for 1Wolkwaeh 4 -fly dollars
and No cents. $ ZSb — $ Z�Q90 —
biddoc.mst/spec BD - 9
C0R Construction Co., Inc.
P.O. Box 460001
San Antonio, TX 78246
Bid Item Description Unit
I Item Quantity Unit and Written Unit Price Price Amount
24. 20 L.F. • Rock Berm
(639)
for ,47647EVAI dollars
I and ,Fi cents. $ M $ 370
I 25. 1 L.S. Mortared Rock Wall
(640)
1 for . E111?)U5A+1)15 dollars
and ,i/D cents. $ COD 61- $ .5
1 26. 3 Ea. Traffic Signs
(824)
1 for Dd4-nuaeeoSixri dollars /
and Ni cents. $ X40 $ 01
1
27. 1 L.S. Pavement Marking
1 (860) p "
for(', D^'a-, R ap]]ars /
and AID cents. $ / $ f' 960 =
1
r 28. 1 L.S. Relocate Fire Hydrant and
(901) Light Pole.
Orate rnmi5 ub 5d v(
I for tlu *e' TW
and ,4'O cents. $ 1 z€ $ / 0' ` D t i
' SUBTOTAL FOR INTERNAL DRIVE IMPROVEMENTS
1 ' (Items 17 -28): $ J5 /57 '
TOTAL BASE BID (Items 1 thru 28): $ /O Z 7/O 9 — °
1
biddoc.mst/spec BD - IO COR Construction Co., Inc.
P.O. Box 460001
San Antonio, TX 78246
STATEMENT OF SEPARATE CHARGES:
Materials:
$ S9 25'0
All Other Charges:
$ yd y6O ?-
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 sixty (60) 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.
Res g' ly Submitted,
Q
k`" t t7 erh./
Title for
, Total:
CvR '( q16Tp—lACTio/t) co. ,2M
Name of Firm
Date
11 - 1L-g3
biddoc.mst/spec BD- 11
y�zo SAa i PeDA-3)
Address
(Z/u) qI Z- ZZl l
Telephone
Secretary, if Contractor is a
Corporation
$ /07 7/.0.6
-SA-lu A— TVA o J T 7SZt
COR Construction Co., Inc.
P.O. Box 460001
San Antonio, TX 78246
3.0 POST BID DOCUMENTS
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
THE STATE OF TEXAS
COUN'T'Y OF WILLIAMSON
AGREEMENT
THIS AGREEMENT, made and entered into this 23rd day of November A.D. 1993, by
and between the CITY OF ROUND ROCK, TEXAS acting through it's Mayor, Party of the
First Part, hereinafter termed the OWNER, and COR Construction Co., Inc.of the City of
San Antonio , County of Bexar State of Texas
Party of the Second Part, hereinafter termed Contractor.
WITNESSETH: That for and in consideration of the payments and agreements
hereinafter mentioned, to be made and performed by said First Party (Owner), the said
Second Party (Contractor), hereby agrees with the first Party to commence and complete the
construction of certain improvements at the prices set forth in the Contractor's Proposal
dated November 16, 1993 for certain improvements described as follows: .
Market at Round Rock Chisholm Trail Extension and Internal Drive Improvements
The Contractor shall perform all work shown on the Plans and described in the
Contract and shall meet all requirements of this Agreement, the General and Special
Conditions of the Contract; and such Orders and Agreements. for Extra Work as may
subsequently be entered by the above named parties to this Agreement.
The Contractor hereby agrees to commence work under this contract within 10
consecutive calendar days after that date of the Notice to Proceed and shall cause work to
progress in a manner satisfactory to the Owner. Such work shall be completed in full within
60 calendar days after the date of the written Notice to Proceed. Time is of the essence to
this contract.
The Owner agrees to pay the Contractor in current funds, and to make payments on
account, for the performance of the work in accordance with the Contract, at the prices set
forth in the Contractor's Proposal, subject to additions and deductions, all as provided in the
General Conditions of the Agreement.
postbid ma/spec
PBD -1
AGREEMENT - continued
The following documents together with this Agreement, comprise the Contract, and
they are fully a part thereof as if herein repeated in full:
The Notice to Bidders
The Instruction to Bidders
The Proposal and Bidding Sheets
The Performance & Payment Bonds
The General Conditions of Agreement
The Special Conditions of Agreement
The Technical Specifications
Addenda
Change Orders
The Certificate of Insurance
The Plans
IN WITNESS WHEREOF the Parties to these presents have executed this
Agreement in multiple originals in the year and day first above written.
ATTEST:
By: 41d Wit/
C' Secretary
postbid.mst/spec
By:
Secretary, if Contractor
is a Corporation or
otherwise registered with
the Secretary of the State
PBD -2
By:
Party of the First
Mayor - City of Round Rock
By: {�
Party of the Seco
(Contractor)
THE STATE OF TEXAS
COUNTY OF WILLIAMSON
PERFORMANCE BOND
KNOW ALL MEN BY THESE PRESENTS: That COR CONSTRUCTION CO. , INC. of the
City of San Antonio , County of Bexar and State of
Texas , as Principal, and CBIC authorized under the law of
the State of Texas to act as surety on bonds for principals, are held and firmly bound unto
THE CITY OF ROUND ROCK, TEXAS, (Owner), in the penal sum of One Hundred Seven
Thousand Seven Hundred Ten and 90 /100 dollars ($107,710.90) for the payment whereof,
well and truly to be made the said Principal and Surety bind themselves, and their heirs,
administrators, executors, successors and assigns, jointly and severally, by these presents:
WHEREAS, the Principal has entered into a certain written contract with the Owner dated
the 23rd day of November, 1993 to which the contract is hereby
referred to and made a part hereof as fully and to the same extent as if copied at length
herein consisting of: Market at Round Rock Chisholm Trail Extension and Internal Drive
Improvements.
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
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
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;
PROVIDED, HOWEVER,' that this bond is executed pursuant to the provisions of Article
5160 of the Revised Civil Statues of Texas as amended and all liabilities on this bond shall be
determined in accordance with the provisions of said Article to the same extent as if it were
copied at length herein.
posthid msUspec
PBD -3
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 1st day of December
19
COR CONSTRUCTION COMPANY, INC.
Princip
By: .1�
By: � /�. �,_ By.
Title
Address
P.O. Box 100226, San Antonio TX 78201 -1526
postbid.mst/spoc
CONTRACTORS BONDING & INSURANCE COMPANY: '
Surety _
Attorney -in -Fact
Title
Title
PBD - 4
Diane Matthews
1213 Valley Street
Address
P.O. Box 9271
7/2
The name and address of the Resident Agent of Surety is
RUBIOLA, BLAIR & ASSOCIATES. INC.
Seattle WA 98109 -0271
ar D. Fres er
Attorney -in -Fact
Texas Local Recording Agent
CONTRACTORS BONDING &
Surety
By:
SURANCE COMPANY
„ LIMITED POWER OFATTORNEY
: >..<;.,... ,. - READ CAREFULLY ,.•, >4s.<, >:;r ..... ..
CONTRACTORS BONDING AND INSURANCE COMPANY IS RESPONSIBLE ONLY FOR THE BOND DESCRIBED AND UP TO THEATAOUNtSET FORM IN
THIS LIMITED POWER OF ATTORNEY. ANY ERASURE WILL VOID THIS POWER OF ATTORNEY. IF YOU HAVE ANY QUESTIONS ABOUT OR WANT TO •
BONDING AND INSURANCE COMPANY W I RVIN
VERIFYTHISPOWER OF ATTORNEY CALL CONTRACTORS BOG, TEXAS AT (BUD) B732242;� •w
ne e , .;,. >.� •Na "3�•. :. �.:'ri^ }� >.:;e :i;.': P�;�. -- Yk
nalsoms $ 1 0 ' 7 Attorn NO. X1 iiowerNq'aT 04 0;%; G' ~` °<.';B TXf7,
JMd VOwei otAHor y ire . ' ' O' , y 4 "N . ` >a�' DateApproysd:, :':«: 2 01 / 9 3 : ?
�� , �' R
ro ert E. Blackburn
p iredby: • .<
r „ii;'COI CONSTRUCT,1011
me of Pridapa(:
e of Obllgae:• L 1 1 T •• Ur ; KUUNU. KU(.,K .. .' •
j io e lay; , CHI SHDLM TRA IL” EXTENSI ON, > Q:,.INTERNATL'_DRIVE. : ?z
IMPROVEMENTS• r� .a;. �' .e t ,, • x.r.. . .
'SBGHNO. 0600, 07639 :01'252,
Lceaiion(IAppQicabie$'' <• . DI/ ND• ROCK• TEXAS
I(NOrWALLBEN BY MIME PIES@RSthatCCMMCICRSBOWNGAnD POMACE MbtcorLarelion
u . F RI. S1I R�almg under the S AM A TOt Iurd fuw�gda elfin
n Seethe, Wing G
dtngwdy.Vdrshingbn,doe In date preemie meke,conattenad*ppoml ot , '1
n eve end lawful ettamym• fe d, wthfua porwr endeutMudy lanky conferred in isnanapYOendsteed,b mac" iv:knowledge end *dm bod(a) doodad atom and b bind theCompnrytankyus fully
and to the sale Went e s d ',Mouth Mode's algid ty the Pmdrt, salad with the tarpon* seal d er Comp riy end duty aBerid by ih S ecretry; hereby relying end confirming el blithe did datlpprrpryy+.nha
may don the prriwe,Seklepponhrd a that* under and by authority of the Wowing notion:n adapted byl*Dowd of Orators dCONIRACTORS BONDNG NSUBANCECOBPAMfon 1 / 04 /93
RBSOLV®thatteResident aedashindtoeppoirdasdtanyinbc7dMeGbmgny CLARK D. F RESHER web ponrendedhordytognobaba
of the Cormarythor sway bonds whits deeds tire to fine be approved by Robot E IReckban, in suck penal sum andccudrg to suchmnddiona r may beepprovad by Robert E Weckbrm
RESOLV®RIRTHERMe eeM Pam &Atto nymud se forth the gook description d the bard towhat it edges, the nom piths prircyeLlb none d tie cb6gee,the panel sonde bond norther
(except tor a bid bond where thee is nonumber),theidentdrng numbe to ailed 'y.inhd,theidantdyng mentor of do Pow ofABOmy,endNunrnaend dram ol E Becltburrcerd nary
sat fuddle deeaytnn end amount d edddiorl ,insurer .or colkdee4 if nay.
REMLVEDFERTHER dal RubdEBlatmumis euthorMMto establish a apthicery ietcndetsfo the PowerdAtoryerdb rodyNrtdetefmmame bathe ufhbedE Medd:anthems nwrery
in his sdedncta to epplabberpfrbn debtob cMryrtforth in ayrmtten Poser dAttorney.
R60LV®pWfNE Vidowo ples°tenonpmridedinebimmedi * scoedmgneoMianundcnoaconrircrahal:M ph* conhademoumfor eybitprymerd ,perbrmenae,ommbinabon
Mined end performance bondf., a pad amerce end , n obhgeton in ore bond form) ended$1,80AC0ithe bond by eemeedhythe ;thirsts Mmmiewboth@)theprdaon toy
bald not gueranteedb)thSnal & ainaaaAdmmatehal (oterthr•bd bondwhich bann
a''ationd bydeur(d)rcad u Ap00.COR end (ob. bid bondstbh undgumnteedbythosnaaBwntes
Adminratetion be mound bra (Ob wham Vibe corned is warded the bond may on any perform ad bond, prymeal bort,acombination padomsaa end primed bond (sta a pMomanwsM
payment oN'getnn in one bond form) to be emoted poniard lo the bid bond is to esceedSO,000PCO.
RE90LVED FURTHER thdlhs above monad Money a gated I:amendedhodyto eased theeppfoMa penal Gnis*lath n the immediately matig reaokfionfaany bond in en amount squid
b to amount dthy edddwrl nirourrce a of any cash, lewd aadd or otherrovdyrceived as Widen] dourly byte Company ea inducement lo Moe to bond, so long oaths daaalpton end
amount rot effaced nirownrp or colleted en eefrth in the Poww dAtones
RESOLVEDFURfNEtthe to nodosity dt e3eaesydtheCorpsnyle with tunealbtidy end etaMrenar dthefaegokg resokaiar n thy Linked Power dAnonyisteegddghdtotile
bloomy parson. the avian of the Inflaming to bind the Condor/ wit respect to to edhedcy end etWheesaof tn. foregoing read bar r d signed bythssweery pi th Company:Robed E
Bldtharc
RESOLVE)FBRfHER that the signature paddling mirth-Sion Ne11b Porter Wiliam is shit n force end elect) d Robert E Weclmum end Notary eat the copon s endNohry male epprri g
on soy Lorded PowerdMan icomeningthuerdihefo gong moldian some asteLmdedPbwer ofAtonrydoefnestles is nromini Anowbebyhaima 'ted Nth LimindPaewdAlomy
abet be darned an anginal in el npsch
RE CtVEDFIITCHER that e l resolutions edophd mono today appointing the oboe namedes etbrrybsfct for te Company en hereby superrded
hereto WITNESS WH F;CO
EREOt{TRACTORS BONDING AND INSURANCE COM PANT Am cowed these present, b be signed by Robert E. BNdibr n, end its corporate seal babe
CONTRACTORS BONDING ANO INSURANCE COMPANY
44letI/ �� ;74> 4:a ..d aaoat • 7e
M r 4, Robeben . S
6 SEAL I _:
iicsHiNC1 °=
On 1/ 09/43 personally appeared Robert E. Blackburn, b rte llRoWnttif» a representative &the corporation tat executed the Lkalted Power of
Attorney and acknowledged mid Limited Pcnver of Attorney to be the free and voluntary attend deed of said corporation, for the us..end purposes therein rrentoned.
e nd on oth 'toted that they are authorized to execute the mid United Power of Attorney,
STATE OF TEXAS— COUNTY OF DALLAS
W WITNESS WHEREOF I have
Notary Pubilc nerd for are faTams e of Tams
Board • undersigned, acting under authority of the Bod of Directors of CONTRACTORS BONDING AND INSURANCE PANT, herby oerbRes, es or in lieu of Cod/Soda
of the Secretory of CONTRACTORS BONDING AND INSURANCE COMPANY, that above end foregoing MOO, true end correct copy of the Original Power of Attorney
issued by said Company. end don hereby hither certify that the mid Power of Attorney is aril in fora and effect
GIVEN und7 hand,, atI T X this 01
4 o f a ro
day of DEC
19 9 3
A1O(001503)
postbid.mstJspec
THE STATE OF TEXAS
COUNTY OF WILLIAMSON
PAYMENT BOND
KNOW ALL MEN BY THESE PRESENTS: That COR CONSTRUCTION CO. , INC. of the City
of San Antonio County of Bexar , and State of
Texas as Principal, and CBIC authorized under the laws of the
State of Texas to act as Surety on Bonds for Principals, are held and firmly bound unto THE
CITY OF ROUND ROCK, (OWNER), and all subcontractors, workers, laborers,
mechanics and suppliers as their interest may appear, all of whom shall have the right to sue
upon this bond, in the penal sum of One Hundred Seven Thousand Seven Hundred Ten and
90/100 Dollars ($107,710.90) 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:
WHEREAS, the Principal has entered into a certain written contract with the Owner, dated
the 23rd day of November, 1993, 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: Market at Round Rock Chisholm Trail Extension and Internal Drive Improvements.
NOW, THEREFORE, THE CONDITION. OF THIS OBLIGATION IS SUCH, that if the
said Principal shall well and truly pay all subcontractors, workers, laborers, mechanics, and
suppliers, all monies to 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 Article
5160 of the Revised Civil Statutes of Texas as amended and all liabilities on this bond shall
be determined in accordance with the provisions of said Article to the same extent as if it
were copied at length herein.
PBD -5
PAYMENT BOND (continued)
Surety, for value received, stipulates and agrees that no change, extension of time,
alteration or addition to the terms of the contract, or to the work performed thereunder,
or the plans, specifications or drawings accompanying the same shall in anywise affect
it's obligation on this bond, and it does hereby waive notice of any such change,
extension of time, alteration or addition to the terms of the contract, or to the work to be
performed thereunder.
IN WITNESS WHEREOF, the said Principal and Surety have signed and sealed this
Instrument this 1st day of December , 1993 .
COR CONSTRUCTION CO., INC.
Principal
By:
Title 4es//'//-A-1-
Address
�� GG322
e. r ct 7P24I
P.O. Box 100226, San Antonio TX 78201 -1526
postbid.ms*/ px
CONTRACTORS BONDING & INSURANCE COMPANY.
Surety o
By: — ..4
Diane Matthews
Attorney-i n-Fact
Title
1213 Valley Street
Address
P.O. Box 9271
Seattle WA 98109 -0271
The name and address of the Resident Agent of Surety is :
RUBIOLA, BLAIR & ASSOCIATES, INC.
CONTRACTORS BONDING & IN URANCE COMPANY
Surety
By: ��
PBD - C7 aar 0. Fresh r
Attorney -in -Fact
Texas Local Recording Agent
Title
LIMITED POWER OF ATTOR0�EY:n
, ,�.- :mot• >C;:�ti >° ; >...�< `. " °f
z t. % .. � < "a ..•!.., >
, :<: ,� ^`••�•.., . READ ,. , <<.. >.,,! ;
. CONTRACTORS BONDING AND INSURANCE COMPANY IS RESPONSIBLE ONLY' THE BOND DESCRIBED ANDUPTO THE AMOUNT RTH T SET FO P
` N THIS LIMITED POWER OF ATTORNEY. ANY ERASURE WILLVOID THIS POWER OF ATTORNEY. IF YOU HAVE ANYOUESTIONS ABOUT OR WANLTO ,;
'::,'VERIFY THIS POWER OF ATTORNEY CALL CONTRACTORS BONDING AND INSURANCE COMPANY W IRyING, TEXAS AT 000) 8 3.2242 J,
Tx',f ; ;'
r' k, • t x :r.r etr vx.n<' < :S`3.� :
,<. . =`• y.•A i' : :•••?,.: ^: "•..,.-:,: .:,∎ ;r.t "
o -" • a t 4040 e,. w < 9 '>, ' `TX'L7,7
;Pe nilSumS $ ) 0'7 71 O:�O ;:%.'... ',AHorn T 1 hB a PowerNo; '� = � <' � �,BOnd - No. < 5;.'•
Limned Power of ANor pine / 0 9 4 ^ ' 1' . ` Date Approved•. •.:':• •1.2 • / 0 I / 9 3 ...
proved by: §> .yV 1 'k • - h' : . •••t' < Robert E. Blackburn'
"_ (0%.0.4 ` ••, ,., s;.'3';�f•�� >•'' ` ~ `'`�'• ',�0'r le4
ei , . r <E: , ;':• ' .,`: : <�r " tom r '
NiineolPrineip�( CO R'' C OH � 5TR `U.CT,IO
Namid-Obligee: II? Ub It UUNU.KUL. IC, • ;:.y.•• .,.,.:u:,; „s•; :x..,
DeecripUon(a):',” CHISHOLM TRAIL'<• EXTENS '1ON:SrINTERNATL ;.BRiVE ^ ; °- '•:v;.;�;':;..'.'..
.IMPROVEMENTS• r- ,: e r , •<<P • > �
: >z
SBG.•N0. 0600' "07639.•01 "
Linn rr`on(BADplkable) ..'ROUND• ROCK'r.,•TEXAS , ,_ ":3 =`:,,, •':' i;• ;x„
IOMAU.MENBYTHESE FRESENTSMOIGNMACIORSBOWNGMD INSURANCE COMM% a wroM ''
ice �ulya end edstntoserthe bet,11•sd•or her'axyly dim
inSe• Nile, OrsCounyWeshinge m
n ,dosbyI.eepedsn.k fl3Nutserd•prai' CLANK U. 1R R d SAN ANTONiO t 1)C
ds Irv* end Intl ettamyiMed,Mhfoe mar end euhomy herebycmaend in ors name, Moe erd deed,b emote, ecknordedg•end bner the bons's) emoted stave end to bind IN Company t rewm
end to the same relent a dash such bond was signed bythePmident, awlsd eimthe corporals seal d the Grryeyend duly esWed bydsDacrday; henbyretiMng endooMmung ell thet the add dyrnsy+
may does tR d onm
emises.Slsppem r
is made by eutMm ng yof t a Move resolutions adopted b/ the oerd &Dmctwa dCONIBACTORS BONDING ANDMA NCE COMPANY on 1 / 0 ' 93
M
BBSJLVEDthe the Resident i seuMormdtoegoiraueepmy iMeddMeCompey CLARK D. FRESHER wahpmrwendwmordytonignon b.l.B
IA de Ibmpmythose amyl:0mb which my from timer Me b• operand byRobert E Bbckbmy in such peril sums end accordng to etch condaiore se mybeapproved by Robed EBlckb .
R® OLVEDFURINENhd each PonwofAmanymug *forth duepacimdescription ordm bond towhi l it *perm.th• mesa thepr'ewyd,te=roe tribe obliges the penal sore number
* a• pt forebidbond whore thrvianommber), theidentifying emomeynJed ,thoidentryingnumbr * PosrotAltonyodINmune and spewed Robot Eisekbmgerd may
sal forth the dwaptnn and amount d edddioal reirsunrce cecoletre4 deny.
REDLVEDFIBRNENMAoMrt EBladteniseumomadb establish espeMeespiefion delta mePowrof Aeomy end bmodlytMdeMhomimebeneea Robed E Weckburnbees necessary
in Ns adlete:Mom the .ppfabeespirsdon des to be clearly ',North neywrdlen Power Adorrey.
RE IXVEDRRfHBiMat,momtas attendee pronbdin the nmed'e telyencasedngrewWion ,unMmdreumshinpeehelbjeJ the mdrsdemoudlereybid ,plyment,performence,aambirstion
psymd andprlamenw bond ( u , a pedomnerce end peynent obfigehon in one tondform) maid B1,450A00 ath• bad is guarantied by the SmallBuaressM dnishd'wn; (b) the penal sum deny
boldndgunded bythoSmenRusinusAdninidrat = /other thane bid teded:NI ehatherrestrided by douse (c)) woad S 90:1X0Oend Me bidbmd what: unal guenmeedbyM •SmeFBusinaa
AdmnistrNCn be ensued fore job Mork if the contract 'e evaded, the bond Patty on eypMamrnca bond, mood bond, or combinean performers* ond permit bond Cu perbmena and
permed oNigetcn in one bad form) to b. smuts! punant to the bd bond e to exceed $3400,001
R ®Ur® FURTHER Noddle above namedAttorney is granted power end euthaiyto eased taespgable penal nmda salta%n thenuneda eNDrecedng resokeion for any bore in en amount equal
to He eneunt of myeddmael airmenco or of any asM bee dcredit or other sxurdyenind es anted ,curdy by de Company es inducement to issue the bond. solong es the deaoipbon end
mounted edddimet mound. or coesterel ere s n the Poem dAttorney,
REEOLVE FUEDIERthd the edhadyd the 5laetryof the Compsyto amfyIM eutFadcdy end effectiveness al thNaegoing resolution in eny United Pow dABOmyishereby delegeedtothe
following preen, the egnel urn d Nefa:wngls bid0e Compeyeah impedte tho euthencily end effedMnas of the fawning remMiore es d si glad byt•5laetry doe fbmpny: Robed E.
RDWILVEDRRIHERthdM.signdurati doling crtdcdion llW the Pam ofAHomy is die n form ed•fied)d RohadEINeckbuned Nary Wooed tho aware edNdsrysaberemite
mey4mledPowerolAdaaycodenngthisedttelongoi g rexbdims email estbeLmitsdPommolAltemydsedawe0m tatnmmisaian, mrybebytoesmborelsuMLimdadPowrdASOrny
stall bedemed en aged in el mooch.
RESOLVED FIRMER tha su n duties adopted pint In today appointing the abets nomad ea eltomeyintct for The Company en hereby sspraebd.
IN WITNESS WHEBkOF COt{TRACTORo BONDING AND INSURANCE COMPANY hem mused t h e s e premeds to be signed by Robert E. Blackburn, and its coy:ae` seal to be
=�ptMO AND j ,psrar
$ — 6R,��
-Yi SEAL e
y
STATE OF TEXAS — COUNTY OF DALLAS '0 y b . , • • 1979 •: a
:i
q '.4SH1 NGEC -
o 1 / 0 4 / 9 3 Demon 0 m
y appeared Robert E. Bleckbu, to rn. kHtrinm fie a rsprseenbrtive of the corporation that executed the fongoing Limited Poser of
Attorney end acknowledged said Limited Power of Attorney to be the Demand voluntary sot end deed of mkt corporation, for the uses and purposes therein mentioned,
end on oath Meted that they ere authorized to execute the staid Limited Power of Attorney.
• 4 -
IN WITNESS WHEREOF. I have
CONTRACTORS BONDING AND INSURANCE COMPANY
land .,v1 f aa fini..t l
day and year Rest above written.
Notary Public In and for the brae of Texas
The undersigned, acting under authority of the Board of Directors of CONTRACTORS BONDING AND INSURANCE PANT, Milky codifies. esorin lieu ofCertificate
of theSeaetery of CONTRACTORS BONDING AND INSURANCE COMPANY. tMtthe above end foregoing Ise fug, true end correct copy altar Origins, Power of AEonly
eared by said Company. end does hereby h .. c.rbfythat said Power of Attorney is still In force end .R.ct
GIVENUld.rr h.,,d t ry i n X thi 0 1 day of DEC 19 9 3
�y � j . y A10(001503)
To: City of Round Rock
221 East Main Street
Round Rock, Texas 78664
THIS IS TO CERTIFY THAT COR CONSTRUCTION CO. , INC. is, at the date of this certificate,
insured by this company 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 this company, and
further hereinafter described. Exceptions to standard policies are noted on the reverse side hereof.
TYPE OF
INS.
Workmen's
Compensation
Covers
Independent
Contractors
Owner's
Protective
Contractors
postbid.msUspec
CERTIFICATE OF INSURANCE
POLICY EI!'NECTIVE
NO. DATE
TSF11159700 5 -14 -93
Comprehensive CP2270302 3 -9 -93 3 - -
General
Liability
Includes
Contractual
Liability
PBD -7
Date: 12 - - 93
Chisholm Trail extension
Description of Work
EXPIRATION
DATE
LIMITS OF
LIABILITY
Statutory, State of
5 -14 -94 Texas, $ 500,000
Employer's Liability
Bodily Injury
$ /person
$ /person
Property Damage
$ /accident
$ aggregate
Bodily Injury
$1,000,000 / occur.
$ inc. xxxpi
Property Damage
$inc /accident
$ inc. aggregate
Ce rtificate of Insurance (continue
Comprehensive
Automobile BA2270302A 3 -1 -93
Liability
Owned Vehicles
Hired Vehicles
Non -owned Vehicles
Includes Contractual Liability
Contractual
Liability
The above policies either in the body thereof or by appropriate endorsement provide that they may not
be changed or canceled by the insurer in less thirty (30) days after the insured has received written
notice of such change or cancellation.
The Certificate of Insurance neither affirmatively or negatively amends extends, or alters the coverage
afforded by policy or policies indicated by this certificate.
All Insurance Other than Workers Compensation
is endorsed to include. the City of Round Rock
as Additional Insured.
postbid.marspec
C (•
Name of Insurer
By:
Title:
PBD -8
3 -1 -94
P.O. Box 100226
Bodily Injury CSL
$ 1,000,000 /person
$ Inc. /accident
Property Damage
$ inc. /accident
SAFECO INS. CO. - GL & Auto
TEXAS WORKERS' COMP. INS. FUND - WC
44071 O Ingi✓
Address: RUBIOLA, BLAIR & ASSOCIATES, INC.
San Antonio TX 78201 -1526
' Certificate of Insurance (continued)
1 Comprehensive BA2270302A 3 - - 93 3 - - 94 Bodily I u r 3 CSL
' Automobile $1,0010,000
/person
Liability inc. /accident
Owned Vehicles Property Damage
Hired Vehicles $ i nc. /accident
' Non - owned Vehicles
' Includes Contractual Liability
Contractual
Liability
The above policies either in the body thereof or by appropriate endorsement provide that they may not
be changed or canceled by the insurer in less than thirty (30) days after the insured has received written
notice of such change or cancellation.
The Certificate of Insurance neither affirmatively or negatively amends extends, or alters the coverage
afforded by policy or policies indicated by this certificate.
SAFECO INS. CO. - GL & Auto
TEXAS WORKERS' COMP. INS. FUND - WC
Name of Insurer
By: q/71 %b
1 Title:
Address:RUBIOLA, BLAIR & ASSOCIATES, INC.
' P.O. Box 100226
' San Antonio TX 78201 -1526
1
1 posmid.msv PBD -8
1
4.0 GENERAL CONDITIONS
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
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
General Conditions of Agreement
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
good rant/spec
GC -1
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
gcncmd.madpx
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
geneand maVapee
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
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
1.04 Sub- subcontractor
grnemd.m.M.pec
General Conditions of Agreement
The term Subcontractor, as employed herein, includes only those having a direct contract
with the Contractor and it includes one who furnishes material worked to special design
according to the plans or specifications of this work, but does not include one who
merely furnishes material not so worked.
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
ge"cand.mallhpec
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, d
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
gencmd mat/p.
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
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' 4,
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
geacoad.mu/epec
The Contractor shall give adequate attention to the faithful prosecution and completion
of this contract and shall keep on the work, during its progress, a competent English -
speaking superintendent and any necessary assistants to supervise and direct the work.
The superintendent shall represent the Contractor in his absence and all directions given
to him shall be as binding as if given to the Contractor.
The Contractor is and at all times shall remain an independent contractor, solely
responsible for the manner and method of completing his work under this contract, with
full power and authority to select the means, method and manner of performing such
work, so long as such methods do not adversely affect the completed improvements, the
Owner and Engineer being interested only in the result obtained and conformity of such
completed improvements to the plans, specifications and contract.
Likewise, the Contractor shall be solely responsible for the safety of himself, his
GC -7
employees and other persons, as well as for the protection and safety of the
improvements being erected and the property of himself or any other person, as a result
of his operations hereunder. Engineering construction drawings and specifications as
well as any additional information concerning the work to be performed passing from or
through the Engineer shall not be interpreted as requiring or allowing Contractor to
deviate from the plans and specifications, the intent of such drawings, specifications and
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
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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
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verbal agreement or conversation with any officer, agent or employee of the Owner or
Engineer either before or after the execution of this contract, shall affect or modify any
of the terms or obligations herein contained. .
2.09 Character of Workers
The Contractor agrees to employ only orderly and competent workers, skillful in the
performance of the type of work required under this contract, to do the work; and agrees
that whenever the Engineer shall inform him in writing that any workers on the work
are, in his opinion, incompetent, unfaithful or disorderly, or refuse instructions from the
Engineer in the absence of the Superintendent, such worker shall be discharged from the
work and shall not again be employed on the work without the Engineer's written
consent. No illegal alien may be employed by any Contractor for work on this project,
and a penalty of $500.00 per day will be assessed for each day and for each illegal alien
who works for the Contractor at this project.
2.10 Contractor's Buildings
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The building of structures for housing workers, or the erection of tents or other forms
of protection, will be permitted only at such places as the Engineer shall direct, and the
sanitary conditions of the grounds in or about such structures shall at all times be
maintained in a manner satisfactory to the Engineer.
2.11 Sanitation
Necessary sanitary conveniences for the use of laborers on the work, properly secluded
from public observation, shall be constructed and maintained by the Contractor in such
manner and at such points as shall be approved by the Engineer, and their use shall be
strictly enforced.
2.12 Shop Drawings
The Contractor shall submit to the Engineer, with such promptness as to cause no delay
in his own work or in that of any other Contractor, four (4) checked copies, unless
otherwise specified, of all shop and /or setting drawings and schedules required for the
work of the various trades, and the Engineer shall pass upon them with reasonable
promptness, making desired corrections. The Contractor shall make any corrections
required by the Engineer, file with him two (2) corrected copies and furnish such other
copies as may be needed. The Engineer's review of such drawings or schedules shall
not relieve the Contractor from responsibility for deviations from drawings or
specifications, unless he has in writing called the Engineer's attention to such deviations
at the time of submission, nor shall it relieve him from responsibility for errors of any
sort in shop drawings or schedules. It shall be the Contractor's responsibility to fully
and completely review all shop drawings to ascertain their effect on his ability to perform
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the required contract work in accordance with the plans and specifications and within the
contract time.
Such review by the Engineer shall be for the sole purpose of determining the general
conformity of said shop drawings or schedules to result in finished improvements in
conformity with the plans and specifications, and shall not relieve the Contractor of his
duty as an independent contractor as previously set forth, it being expressly understood
and agreed that the Engineer does not assume any duty to pass upon the propriety or
adequacy of such drawings or schedules, or any means or methods reflected thereby, in
relation to the safety of either person or property during Contractor's performance
hereunder.
2.13 Preliminary Approval
The Engineer shall not have the power to waive the obligations of this contract for the
furnishing by the Contractor of good material, and of his performing good work as
herein described, and in full accordance with the plans and specifications. No failure or
omission of the Engineer to discover, object to or condemn any defective work or
material shall release the Contractor from the obligations to fully and properly perform
the contract, including without limitations, the obligation to at once tear out, remove and
properly replace the same at any time prior to final acceptance upon the discovery of said
defective work or material; provided, however, that the Engineer shall, upon request of
the Contractor, inspect and accept or reject any material furnished, and in event the
material has been once accepted by the Engineer, such acceptance shall be binding on the
Owner, unless it can be clearly shown that such material furnished does not meet the
specifications for this work.
Any questioned work may be ordered taken up or removed for re- examination, by the
Engineer, prior to final acceptance, and if found not in accordance with the plans and/or
specifications for said work, all expense of removing, re- examination and replacement
shall be borne by the Contractor, otherwise the expense thus incurred shall be allowed
as Extra Work, and shall be paid for by the Owner; provided that, where inspection or
approval is specifically required by the specifications prior to performance of certain
work, should the Contractor proceed with such work without requesting prior inspection
or approval he shall bear all expense of taking up, removing, and replacing this work if
so directed by the Engineer.
2.14 Defects and Their Remedies
It is further agreed that if the work or any part thereof, or any material brought on the
site of the work for use in the work or selected for the same, shall be deemed by the
Engineer as unsuitable or not in conformity with the plans, specifications, or the intent
thereof, the Contractor shall after receipt of written notice thereof from the Engineer,
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forthwith remove such material and rebuild or otherwise remedy such work so that it
shall be in full accordance with this contract.
2.15 Changes and Alterations
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The Contractor further agrees that the Owner may make such changes and alterations as
the Owner may see fit, in the line, grade, form, dimensions, plans or materials for the
work herein contemplated, or any part thereof, either before or after the beginning of the
construction, without affecting the validity of this contract and the accompanying
Performance and Payment Bonds.
If such changes or alterations diminish the quantity of the work to be done, they shall not
constitute the basis for a claim for damages, or anticipated profits on the work that may
be dispensed with, except as provided for unit price items under Section 5 "Measurement
and Payment ". If the amount of work is increased, and the work can fairly be classified
under the specifications, such increase shall be paid for according to the quantity actually
done and at the unit price, if any, established for such work under this contract, except
as provided for unit price items under Section 5 "Measurement and Payment "; otherwise,
such additional work shall be paid for as provided under Extra Work. In case the Owner
shall make such changes or alterations as shall make useless any work already done or
material already furnished or used in said work, then the Owner shall recompense the
Contractor for any material or labor so used, and for any actual loss occasioned by such
change, due to actual expense incurred in preparation for the work as originally planned
, s;
2.16 Inspectors
The Engineer may provide one (or more) field inspectors at the work site for the limited
purpose of observing the work in progress and reporting back to the Engineer on the
extent, nature, manner and performance of the work so that the Engineer may more
effectively perform his duties hereunder. Such inspectors may also communicate between
Engineer and Contractor their respective reports, opinions, questions, answers and
clarifications concerning the plans, specifications and work but shall not be deemed the
agent of the Contractor for all purposes in communicating such matters.
Such inspector may confer with the Contractor or Contractor's superintendent concerning
the prosecution of the work and its conformity with the plans and specifications but shall
never be, in whole or part, responsible for, charged with, nor shall he assume, any
authority or responsibility for the means, methods or manner of completing the work or
of the superintendence of the work or of the Contractor's employees. It is expressly
understood and agreed that any such inspector is not authorized by the Engineer or
Owner to independently act for either or answer on behalf of either, any inquiries of the
Contractor concerning the plans, specifications or work. No.inspector's opinion; advice;
interpretation of the plans or specifications of this contract; apparent or express approval
of the means, methods or manner of Contractor's performance of work in progress or
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completed; or discovery or failure to discover or object to defective work of materials
shall release Contractor from his duty to complete all work in strict accordance with the
plans and specifications or stop the Owner or Engineer from requiring that all work be
fully and properly performed including, if necessary, removal of defective or otherwise
unacceptable work and the re -doing of such work.
3. General Obligations and Responsibilities
3.01 Keeping of Plans and Specifications Accessible
The Engineer shall furnish the Contractor with an adequate and reasonable number of
copies of all plans and specifications without expense to him and the Contractor shall
keep one (1) copy of the same constantly accessible on the work, with the latest revisions
noted thereon.
3.02 Ownership of Drawings
All drawings, specifications and copies thereof furnished by the Engineer shall not be
reused on other work, and, with the exception of the signed contract sets, are to be
returned to him on request, at the completion of the work. All models are the property
of the Owner.
3.03 Adequacy of Design
3.04 Right of Entry
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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.
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.
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3.05 Collateral Contracts
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The Owner agrees to provide by separate contract or otherwise, all labor and material
essential to the completion of the work specifically excluded from this contract, in such
manner as not to delay the progress of the work, or damage said Contractor, except
where such delays are specifically mentioned elsewhere in the Contract Documents. The
Owner will attempt to coordinate the collateral work of utility companies regulated by
City franchises, but the City shall not be responsible for delays or other damages to the
Contractor which may result from their acts or omissions.
3.06 Discrepancies and Omissions
The Contractor shall provide written notice to the Engineer of any omissions or
discrepancies found in the contract. It is further agreed that it is the intent of this
contract that all work must be done and all material must be furnished in accordance with
the generally accepted practice for construction, and in the event of any discrepancies
between the separate contract documents, the priority of interpretation defined under
"Contract Documents" shall govern. In the event that there is still any doubt as to the
meaning and intent of any portion of the contract, specifications or drawings, the
Engineer shall define which is intended to apply to the work.
3.07 Equipment, Materials and Construction Plant
The Contractor shall be responsible for the care, preservation, conservation, and
protection of all materials, supplies, machinery, equipment, tools, apparatus, accessories,
facilities, all means of construction, and any and all parts of the work, whether the
Contractor has been paid, partially paid, or not paid for such work, until the entire work
is completed and accepted.
3.08 Damages
In the event the Contractor is damaged in the course of completion of the work by the
act, neglect, omission, mistake or default of the Owner or Engineer, thereby causing loss
to the Contractor, the Owner agrees that he will reimburse the Contractor for such loss.
In the event the Owner is damaged in the course of the work by the act, negligence,
omission, mistake or default of the Contractor, or should the Contractor unreasonably
delay the progress of the work being done by others on the job so as to cause loss for
which the Owner becomes liable, then the Contractor shall reimburse the Owner for such
loss.
3.09 Protection Against Accident to Employees and the Public
The Contractor shall at all times exercise reasonable precautions for the safety of
employees and others on or near the work and shall comply with all applicable provisions
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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 event through photographs, interviewing witnesses, obtaining of medical reports and
other documentation that defines the event. Copies of such documentation shall be
provided to the Owner and the Engineer for their records.
3.10 Performance and Payment Bonds
Unless otherwise specified, it is further agreed by the Parties to the Contract that the
Contractor will execute separate performance and payment bonds, each in the sum of one
hundred (100%) percent of the total contract price, in standard forms for this purpose,
guaranteeing faithful performance of the work and the fulfillment of any guarantee
required, and further guaranteeing payment to all persons supplying labor and materials
or furnishing him any equipment in the execution of the Contract. If the contract price
is less that $50,000.00, a letter of credit may be furnished in lieu of a performance bond.
It is agreed that the Contract shall not be in effect until such performance bond or letter
of credit, and payment bond are furnished and approved by the owner.
Unless otherwise specified, the cost of the premium for the performance bond or letter
of credit, and payment bond shall be included in the price bid by the Contractor for the
work under this Contract, and no extra payment for such bond or letter of credit will be
made by the Owner.
Unless otherwise approved in writing by the Owner, the surety company underwriting
the bonds or letter of credit shall be acceptable according to the latest list of companies
holding certificates of authority from the Secretary of the Treasury of the United States
and shall be licensed to write such bonds or letters of credit 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
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3.12 Protection of Adjoining Property
3.13 Protection Against Claims of Subcontractors, Laborers, Materialmen and
Furnishers of Machinery, Equipment and Supplies
The Contractor agrees that he will indemnify and save the Owner and Engineer harmless
from all claims growing out the lawful demands of Subcontractors, laborers, workers,
mechanics, materialmen and furnishers of machinery and parts thereof,fequipment, power
tools, and all supplies, including commissary, incurred in the ;furtherance of the
performance of this contract. When so desired by the Owner, Contractor shall furnish
satisfactory evidence that all obligations of the nature hereinabove designated have been
paid, discharged or waived. If the Contractor fails to do so, then the Owner may at the
option of the Contractor either pay directly any unpaid bills, of which the Owner has
written notice, or withhold from the Contractor's unpaid compensation a sum of money
deemed reasonably sufficient to liquidate any and all such lawful claims until satisfactory
evidence is furnished that all liabilities have been fully discharged, whereupon payments
to the Contractor shall be resumed in full, in accordance with the terms of this contract,
but in no event shall the provisions of this sentence be construed to impose any obligation
upon the Owner by either the Contractor or his Surety.
3.14 Protection Against Royalties or Patented Invention
The Contractor shall pay all royalties and license fees, and shall provide for the use of
any design, device, material or process covered by letter patent or copyright by suitable
legal agreement with the patentee or owner. The contractor shall defend all suits or
claims for infringement of any patent or copyright rights and shall indemnify and save
the Owner and Engineer harmless from any loss on account thereof, except that the
Owner shall defend all such suits and claims and shall be responsible for all such loss
when a particular design, device, material or process or the product of a particular
manufacturer or manufacturers is specified or required by the Owner; provided, however,
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by the Contractor at his own cost and expense.
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.
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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.
3.15 Laws and Ordinances
The Contractor shall at all times observe and comply with all Federal, State and local
laws, ordinance and regulations, which in any manner affect the contract or the work,
and shall indemnify and save harmless the Owner and Engineer against any claim arising
from the violation of any such laws, ordinances, and regulations whether by the
Contractor or his employees, except where such violations are called for by the
provisions of the Contract Documents. If the Contractor observes that the plans and
specifications are at variance therewith, he shall promptly notify the Engineer in writing,
and any necessary changes shall be prepared as provided in the contract for changes in
the work. If the Contractor performs any work knowing it to be contrary to such laws,
ordinances, rules and regulations, and without such notice to the Engineer, he shall bear
all costs arising therefrom. In case the Owner is a body politic and corporate, the law
from which it derives its powers, insofar as the same regulates the objects for which, or
the manner in which, or the conditions under which the Owner may enter into contract,
shall be controlling, and shall be considered as part of this contract, to the same effect
as though embodied herein.
3.16 Assignment and Subletting
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The Contractor further agrees that he will retain personal control and will give his
personal attention to the fulfillment of this contract and that he will not assign by Power
of Attorney, or otherwise, or sublet said contract without the written consent of the
Engineer, and that no part or feature of the work will be sublet to anyone objectionable
to the Engineer or the Owner. The Contractor further agrees that the subletting of any
portion or feature of the work, or materials required in the performance of this contract,
shall not relieve the Contractor from his full obligations to the Owner, as provided by
this Agreement.
3.17 Indemnification
The Contractor shall defend, indemnify and hold harmless the Owner and the Engineer
and their respective officers, agents and employees, from and against all damages,
claims, losses, demands, suits, judgements and costs, including reasonable attorneys' fees
and expenses, arising out of or resulting from the performance of the work, provided that
any such damages, claim, loss, demand, suit, judgment, cost or expense:
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In any and all claims against the Owner or the Engineer or any of their agents or
employees by any employee of the Contractor, any Subcontractor, any Sub -
Subcontractor, anyone directly or indirectly employed by any of them or anyone for
whose acts any of them may be liable, the indemnification obligation under Paragraph
3.17 shall not be limited in any way by any limitation on the amount or type of damages,
compensation or benefits payable by or for the Contractor or any Subcontractor or Sub -
Subcontractor under workmen's compensation acts, disability benefit acts or other
employee benefit acts.
3.18 Insurance
The Contractor shall vary insurance as follows for the duration of this contract.
A. Statutory Workmen's Compensation.
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.
gcocond mst/.pec
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.
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.
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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, 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
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The contractor warrants the materials and workmanship and that the work is in
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3.21 Testing of Materials
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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.
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;rmaterials, 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
Contractors are required to pay the 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 contractor and
subcontractors shall keep and make available records of workers and their wages.
Prevailing wage rates are published by the U. S. Department of Labor, Bureau of Labor
Statistics, Southwestern Division and the Texas Employment Commission for the Austin
Job Bank Area. The wage rate shall not be less than the minimum wage rates set by the
U. S. Department of Labor, Employment Standards Administration, Wage and Hour
Division. There is penalty of $10.00 per worker per day or portion of a day that the
prevailing wage rate is not paid by the contractor or any subcontractor.
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4. Prosecution and Progress
4.01 Time and Order of Completion
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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
5.02 Estimated Quantities
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No extra or customary measurements of any kind will be allowed, but the actual
measured and /or computed length, area, solid contents, number and weight only shall be
considered, unless otherwise specifically provided.
This agreement, including the specifications, plans and estimate, is intended to show
clearly all work to be done and material to be fumished hereunder. Where the estimated
quantities are shown for the various classes of work to be done and material to be
furnished under this contract, they are approximate and are to be used only as a basis for
estimating the probable cost of the work and for comparing the proposals offered for the
work. It is understood and agreed that the actual amount of work to be done and
material to be furnished under this contract may differ somewhat from these estimates,
and that where the basis for payment under this contract is the unit price method,
payment shall be for the actual amount of such work done and material furnished.
Where payment is based on the unit price method, the Contractor agrees that he will
make no claim for damages, anticipated profits or otherwise on account of any
differences which may be found between the quantities of work actually done, the
material actually furnished under this contract and the estimated quantities contemplated
and contained in the proposal; provided, however, that in case the actual quantity of any
major item should become as much as 20% more than, or 20% less than the estimated
or contemplated quantity for such items, then either party to this Agreement, upon
demand, shall be entitled to revised consideration upon the portion of the work above or
below 20% of the estimated quantity.
A "Major Item" shall be construed to be any individual bid item incurred in the proposal
that has a total cost equal to or greater that five (5) percent of the total contract cost,
computed on the basis of the proposal quantities and the contract unit prices.
Any revised consideration is to be determined by agreement between the parties,
otherwise by the terms of this Agreement, as provided under "Extra Work ".
5.03 Price of Work
In consideration of the ftirnishing of all the necessary labor, equipment and material, and
the completion of all work by the Contractor, and on the completion of all work and on
the delivery of all material embraced in this Contract in full conformity with the
specifications and stipulations herein contained, the Owner agrees to pay the Contractor
the prices set forth in the Proposal hereto attached, which has been made a part of this
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5.04 Partial Payments
gaemd.m.tl.pce
contract. The Contractor hereby agrees to receive such prices in full for furnishing all
material and all labor required for the aforesaid work, also for all expense incurred by
him, and for well and truly performing the same and the whole thereof in the manner and
according to this Agreement.
On or before the 1st day of each month, the Contractor shall submit to the Engineer a
statement showing the total value of the work performed up to and including the 25th day
of the preceding month. The statement shall also include the value of all sound materials
delivered on the job site and to be included in the work and all partially completed work
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 ".
5.05 Use of Completed Portions
The Owner shall have the right to take possession of and use any completed or partially
completed portions of the work, notwithstanding the time for completing the entire work
or such portions may not have expired but such taking possession and use shall not be
deemed an acceptance of any work not completed in accordance with the Contract
Documents. If such prior use increases the cost of or delays the work, the Contractor
shall be entitled to such extra compensation, or extension of time, or both, as the
Engineer 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
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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 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 :' z
day, after the date of the Certificate of Completion, the balance due Contractor under
the terms of this contract; and said payment shall become due in- any event upon said
performance by the Contractor. Neither the Certificate of Acceptance nor the final -:
payment, nor any provision in the Contract Documents, shall relieve the Contractor of
the obligation for fulfillment of any warranty which may be required.
5.08 Payments Withheld
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The Owner may, on account of subsequently discovered evidence, withhold or nullify the
whole or part of any certificate to such extent as may be necessary to protect himself
from loss on account of:
a) Defective work not remedied or other obligations hereunder not done.
b) Claims filed or reasonable evidence indicating probable filing of claims.
c) Failure of the Contractor to make payments properly to subcontractors or for
material or labor.
d) Damage to the Owner or another contractor's work, material or equipment.
e) _ Reasonable doubt that the work can be completed for the unpaid balance of the
contract amount.
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When the above grounds are removed or the Contractor provides a Surety Bond
satisfactory to the Owner, which will protect the Owner in the amount withheld, payment
shall be made for amounts withheld because of them.
5.09 Delayed Payments
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Reasonable indication that the work will not completed within the contract time.
Other causes affecting the performance of the contract.
Should the Owner fail to make payment to the Contractor of the sum named in any
partial or final statement, when payment is due, then the Owner shall pay to the
Contractor, in addition to the sum shown as due by such statement, interest thereon at
the rate of 6% per annum, unless otherwise specified, from date due as provided under
'partial payments' and final 'payments,' until fully paid, which shall fully liquidate any
injury to the Contractor growing out of such delay in payment. It is expressly agreed
that delay by the Owner in making payment to the Contractor of the sum named in any
partial or final statement shall not constitute a breach of this contract on the part of the
Owner nor an abandonment thereof nor shall it to any extent or for any time relieve the
Contractor of his obligations to fully and completely perform hereunder.
6. Extra Work and Claims
6.01 Change Orders
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
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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.
6.03 Extra Work
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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
GC -25
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 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
geaeo,,d mat/spec
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.
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6.05 Continuing Performance
6.06 Arbitration
7. Abandonment of Contract
7.01 Abandonment by Contractor
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The Contractor shall continue performance of the contract during all disputes or
disagreements with the Owner. The production or delivery of goods, the furnishing of
services and the construction of projects or facilities shall not be delayed, prejudiced or
postponed pending resolution of any disputes or disagreements, except as the Owner may
otherwise agree in writing.
All questions of dispute under this Agreement shall be submitted to arbitration at the
request of either party to the dispute. The parties may agree upon one arbiter, otherwise,
there shall be three, one named in writing by each party, and the third chosen by the two
arbiters so selected; or if the arbiters fail to select a third within ten (10) days, he shall
be chosen by a District Judge serving the County in which the major portion of the
project is located, unless otherwise specified. Should the party demanding arbitration fail
to name an arbiter within ten (10) days of the demand, his right to arbitrate shall lapse,
and the decision of the Engineer shall be final and binding on him. Should the other
party fail to choose an arbiter within ten (10) days, the Engineer shall appoint such
arbiter. Should either party refuse or neglect to supply the arbiters with any papers or
information demanded in writing, the arbiters are empowered by both parties to take ex
parte proceedings. -t
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.
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
GC -27
gcncood.m,ttpec
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:
(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.
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When the work shall have been substantially completed the Contractor and his Surety
shall be so notified and Certificates of Completion and Acceptance, as 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
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
gencond.matwee
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
GC -29
gc ,o d.m,u.p c
the Contractor to carry the whole work to completion and which cannot be utilized. The
Engineer shall then make a final statement of the balance due the Contractor by deducting
from the above estimate all previous payments by the Owner and all other sums that may
be retained by the Owner under the terms of this Agreement and shall certify same to the
Owner who 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
Unless otherwise specified in the Contract Documents or in the Instructions to Bidders,
the Contractor, as soon as practicable after the award of the Contract, shall furnish to the
Engineer in writing for acceptance by the Owner and the Engineer a list of the names of
the Subcontractors proposed for the principal portions of the work. The Engineer shall
promptly notify the Contractor in writing if either the Owner or the Engineer, after due
investigation, has reasonable objection to any Subcontractor on such list and does not
accept him. Failure of the Owner or Engineer to make objection promptly to any
Subcontractor on the list shall constitute acceptance of such Subcontractor.
The Contractor shall not contract with any Subcontractor or any person or organization
(including those who are to furnish materials or equipment fabricated to a special design)
proposed for portions of the work designated in the Contract Documents or in the
Instructions to Bidders or, if none is so designated, with any Subcontractor proposed for
the principal portions of the work who has been rejected by the Owner and the Engineer.
The Contractor will not be required to contract with any Subcontractor or person or
organization against whom he has a reasonable objection.
If the Owner or Engineer refuses to accept any Subcontractor or person or organization
on a list submitted by the Contractor in response to the requirements of the Contract
Documents or the Instructions to Bidders, the Contractor shall submit an acceptable
substitute and the Contract amount shall be increased or decreased by the difference in
cost occasioned by such substitution and an appropriate change order shall be issued;
however, no increase in the Contract amount shall be allowed for any such substitution
unless the Contractor has acted promptly and responsively in submitting for acceptance
any list or lists of names as required by the Contract Documents or the Instructions to
Bidders.
If the Owner or the Engineer requires a change of any proposed Subcontractor or person
or organization previously accepted by them, the Contract amount shall be increased or
decreased by the difference in cost occasioned by such change and an appropriate Change
Order shall be issued.
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8.02 Subcontractual Relations
8.03 Payments to Subcontractors
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GC -31
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.
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 the Contractor
may comply in the manner provided in the Contract Documents for like
claims by the Contractor upon the Owner;
(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.
The Contractor shall pay each Subcontractor, upon receipt of payment from the Owner,
an amount d 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. Separate Contracts
9.01 Owner's Right to Award Separate Contracts
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The Owner reserves the right to award other contracts in connection with other portions
of the project under these or similar conditions of the Contract.
When separate contracts are awarded for different portions of the Project, "The
Contractor" in the contract documents in each case shall be the contractor who signs each
separate contract.
9.02 Mutual Responsibility of Contractors
The Contractor shall afford other contractors reasonable opportunity for the introduction
and storage of their materials and equipment and the execution of their work, and shall
properly connect and coordinate his work with theirs.
If any part of the Contractor's work depends for proper execution or results upon the
work of any other separate contractor, the Contractor shall inspect and promptly report
to the Engineer any apparent discrepancies or defects in such work that render it
unsuitable for such proper execution and results. Failure of the Contractor to so inspect
and report shall constitute an acceptance of the other contractor's work as fit and proper
to receive his Work, except as to defects which may develop in the other separate
contractor's work after the execution of the Contractor's Work.
Should the Contractor cause damage to the work or property of any separate contractor
on the project, the Contractor shall, upon due notice, settle with such other contractor
by agreement or arbitration, if he will so settle. If such separate contractor sues the
Owner or initiates an arbitration proceeding on account of any damage alleged to have
been so sustained, the Owner shall notify the Contractor who shall defend such
proceedings at the Contractor's expense, and if any judgment or award against the Owner
arises therefrom the Contractor shall pay or satisfy it and shall reimburse the Owner for
all attomey's fees and court or arbitration costs which the Owner has incurred.
GC -32
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
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
Bmcood.msu.pec
The Contractor shall take all reasonable precautions for the safety of, and shall provide
all reasonable protection to prevent damage, injury, or loss to:
all employees on the work and all other persons who may be affected
thereby: —
(2) all the work and all materials and equipment to be incorporated therein,
whether in storage or off the site, under the care, custody or control of the
Contractor or any of his Subcontractors or Sub - Subcontractors; and
(3) other property at the site or adjacent thereto, including trees, shrubs,
lawns, walks, pavements, fences, roadways, structures and utilities not
designated for removal, relocation or replacement in the course of
construction.
(1)
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.
GC -33
geocood.ms /,pcc
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. The Contractor shall furnish the City of Round Rock with a Certificate of
Blasting Insurance in the amount of $300,000.00 for each contract, at least
twenty-four hours prior to using explosives. A blasting permit must be
obtained from the City at least five (5) days prior to use of explosives.
If Blasting is covered under the Contractors General Insurance Certificate
for each contract, a separate blasting certificate will not be required.
2. The following public utility companies and City Department will be
notified by the Contractor, on every occasion, at least twenty-four (24)
hours prior to the use of explosives: Water and Wastewater, Electric, Gas,
Telephone and the City Engineering Department.
3. Explosive materials to be used shall be limited to blasting agents and
dynamite, unless prior approval of other materials is obtained in writing
from the Engineering Department.
• 4. During blasting, all reasonable precautions shall be taken to protect
pedestrians, passing vehicles, and public or private property. Blasting
mats or protective cover shall be used when required by the City
Inspector, the permit, or by safe blasting practices.
5. All explosives shall be stored in accordance with Chapter 5, Section
5.200, of the City Code.
6. The Director of Engineering or his representative shall have the right to
limit the use of explosives and /or blasting methods which in his opinion
are dangerous to the public or nearby property of any kind.
7. The Contractor, at his expense, shall promptly repair or replace all items
known to be damaged as a result of blasting. All claims of damage shall
- be investigated by the City or by Consulting Firms approved by the City.
8. The Contractor shall maintain accurate records throughout the Blasting
operations showing the type explosive used, number of holes, pounds per
hole, depth of hole, total pounds per shot, delays used, date and time of
GC -34
gmewd.maVapec
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 -35
5.0 SPECIAL CONDITIONS
1
SECTION 01- INFORMATION
r
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,
1 Texas 78664, Engineer of the Owner, or the Engineer's authorized
representative to act in any particular position for the Owner.
1 01 -02 COPIES OF PLANS AND SPECIFICATIONS FURNISHED
' The Agreement will be prepared in not less than five (5) counterpart
(original signed) sets. Owner will furnish Contractor two (2) sets of
1 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.
1 01 - 03 GOVERNING CODES
All construction as provided for under these Plans and Specifications shall
be governed by any existing Resolutions, Codes and Ordinances, and any
subsequent amendments or revisions thereto as set forth by the Owner.
01 -04 LIQUIDATED DAMAGES FOR FAILURE TO COMPLETE ON
TEVIE
The Contractor agrees that time is of the essence for this Contract and that
I the definite value of damages which would result from delay would be
incapable of ascertainment and uncertain, so that for each day of delay
beyond the number days of 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 $100.00 per calendar day.
1 01 - 05 LOCATION
The location of work shall be as mentioned in the Notice to Bidders and as
indicated on Plans.
1 specond.mst/spec SC -1
1
01 -06 USAGE OF WATER
All water used during construction shall be provided by the City. The City
shall specify the location from which the Contractor is to procure water.
The Contractor shall be responsible for providing all apparatus necessary
for procuring, storing, transporting and using water during construction.
The Contractor shall strive to use that amount of water which is reasonable
to perform the work associated with this contract and shall endeavor to
avoid excessive waste. The Contractor will be required to pay for all water
used if it is found that unnecessary or excessive waste is occurring during
construction.
01 - 07 PAY ESTIMATES
If pay estimates from the Contractor are not received by the Engineer on
or before the time specified in Section 5.04 of the General Conditions, then
the pay estimate will not be processed and will be returned to Contractor.
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
specond.msuspec SC -2
for the period that the Maintenance Bond, as outlined in Section 04 of the
Special Conditions, is in effect. Upon notice from Owner, the Contractor
shall repair defects in all construction or materials which develop during
specified period and at no cost to Owner. Neither final acceptance,
Certificate of Completion, final payment nor any provision in Contract
Documents relieves Contractor of above guarantee. Notice of observed
defects will be given with reasonable promptness. Failure to repair or
replace defect upon notice entitles Owner to repair or replace same and
recover reasonable cost thereof from Contractor.
02 - 04 MINIMUM WAGE SCALE
Minimum wage scale as specified in section 3.22 of the General Conditions
and in accordance with State of Texas and Federal Government regulations.
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
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
specond.mst/spec SC -3
i
1
of the Engineer.
02-08 PAYMENT FOR MATERIALS ON HAND 1
Owner will not pay for materials on hand. Payment will be made for work
completed in accordance with monthly estimate procedure stipulated in the
General Conditions of the Agreement.
02 "AS BUILT" DRAWINGS
The Contractor shall mark all changes and revisions on all of his copies of 1
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. 1
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 1
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.,
specond.mstlspec SC -4 ,
as determined by the Engineer, the Contractor will make arrangements with
the owner of the utility to be moved and have it moved. The costs of any
utility relocations will be at the Contractor's sole expense. Owner will not
be liable for relocations costs or damages on account of delays due to
changes made by owners of privately owned utilities which hinder progress
of the work.
02 -12 CONSTRUCTION STAKING
All construction staking required to complete the work associated with this
contract shall be provided by the Contractor. The Contractor shall be
responsible for determining the layout and extent of staking necessary to
construct the improvements to the lines and grades shown in the Plans.
This item shall not be paid for separately and shall be considered subsidiary
to other bid items.
SECTION 03- TRAFFIC CONTROL
Access shall be provided for residents and emergency vehicles at all times.
When it becomes necessary to restrict access, the Contractor shall notify all
applicable agencies (ie. Fire Department, E.M.S., PubkWorks, 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-MAINTENANCE BOND
Per City of Round Rock Ordinances, a two (2) year Maintenance Bond
naming the City of Round Rock as obligee will be required for public
streets constructed without lime stabilization of subgrade material when the
Plasticity Index of the subgrade is above 24. Maintenance Bond shall
remain in effect for two (2) years from date of City of Round Rock
acceptance of improvements.
A one (1) year Maintenance Bond in the amount of one hundred (100 %)
specond.mstlspec SC -5
percent of the contract price will be required for all other improvements and
shall be submitted prior to final payment. Such bonds shall be from an
approved surety company holding a permit from the State of Texas to act
as surety (and acceptable according to the latest list of companies holding
certificates of authority from the Security of the Treasury of the United
States) or other surety or sureties acceptable to the Owner prior to final
payment.
SECTION 5 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 covered by Builders Risk Insurance
required under this section, except as to such rights as they may
specond.mst/spec SC -
have in the proceeds of such insurance. Contractor shall require
similar waivers by Subcontractors and Sub - subcontractors.
e. Owner and Contractor's Protective Policy. The Contractor shall
provide and maintain during the life of this contract and until all
work under said contract has been completed and accepted by the
Owner, an Owner's and Contractor's Protective Policy which co-
insures the Owner and the Owner's agents and employees with the
same Commercial General Liability coverage as described above,
entitled "Commercial General Liability Insurance."
When offsite storage is permitted, policy will be endorsed for transit and
off site storage in amounts sufficient to protect property being transported
or stored.
This insurance shall include, as insured, City of Round Rock, Contractor,
Subcontractors and Sub - subcontractors in the work, as their respective
interest may appear.
If insurance policies are not written for amount specified in b. and c.
above, Contractor is required to carry an Excess Liability Insurance Policy
for any difference in amounts specified.
Contractor shall be responsible for deductibles and self insured retentions,
if any, stated in policies. Any self insured retention shall not exceed ten
percent of minimum required limits. All deductibles or self insured
retentions shall be disclosed on Certificate of Insurance required above.
Contractor shall not commence work at site under this Contract until he has
obtained required insurance and until such insurance has been reviewed by
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.
specond.mst/spec SC -
Contractor shall produce an endorsement to each effected policy:
1. Naming City of Round Rock, 221 East Main Street, Round Rock,
Texas 78664 as additional insured (except Workers' Compensation
and Builders Risk).
2. That obligates the insurance company to notify Joanne Land, City
Secretary, City of Round Rock, 221 East Main Street, Round Rock,
Texas 78664 of any and all changes to policy 30 days prior to
change.
3. That the "other" insurance clause shall not apply to Owner where
City of Round Rock is an additional insured shown on policy. It is
intended that policies required in this agreement, covering both
Owner and Contractor, shall be considered primary coverage as
applicable.
Contractor shall not cause any insurance to be canceled nor permit any
insurance to lapse during term of this Contract or as required in the
Contract.
If Contractor is underwritten on a claim -made basis, the retroactive date
shall be prior to, or coincident with, the date of this Contract and the
Certificate of Insurance shall state that coverage is claims made and also the
retroactive date. Contractor shall maintain coverage for duration of this
Contract and for two years following completion of this Contract.
Contractor shall provide the City annually a Certificate of Insurance as
evidence of such insurance. It is further agreed that Contractor shall
provide Owner a 30 day notice of aggregate erosion, an advance of the
retroactive date, cancellation and /or renewal.
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
specond.mst/spec SC -8
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.mst/spec SC -9
6.0 TECHNICAL SPECIFICATIONS
ITEM 1 GENERAL DESCRIPTION
1.01 SCOPE OF WORK
The work covered by these Specifications consists of furnishing all
labor, equipment, appliances, materials and performing all operations
in connection with the inspection and testing of Market at Round
Rock Chisholm Trail Extension and Internal Drive Improvements
complete in accordance with the Plans, and subject to the terms and
conditions of the Contract Documents.
1.02 GOVERNING TECHNICAL SPECIFICATIONS
NOTE: The item number designation shown in parentheses adjacent
to captions herein is a reference to City of Austin Standard
Specifications.
STREET, WATER, SEWER AND DRAINAGE
IMPROVEMENTS
The current City of Austin Standard Specifications as adopted and
amended by the City of Round Rock and the current City of Austin
Erosion and Sedimentation Control Manual are hereby referred to and
included in this contract as fully and to the same extent as if copied at
length herein and they shall be applied to this project except as
modified in these Specifications and on the Plans.
Wherever the term "City of Austin" is used in the Austin
Specifications, it shall be construed to mean the City of Round Rock.
Wherever the term "Engineer" is used in the Austin Specifications, it
shall be construed to mean the City of Round Rock.
ITEM 2 CONTROL OF WORK
2.01 CLEAN -UP
2.01.1 CONSTRUCTION SITE
During construction the Contractor shall keep the site free and clean
from all rubbish and debris and shall clean-up the site promptly when
notified to do so by the Engineer.
TS -1
2.01.2 BACKWORK
2.02 GRADING
tecbspec.uWspec.sw
The Contractor shall, at his own expense, maintain the streets and roads
free from dust, mud, excess earth or debris which constitutes a nuisance or
danger to the public using the thoroughfare, or the occupants of adjacent
properties.
Care shall be taken to prevent spillage on streets and roads over which
hauling is done, and any such spillage or debris deposited on streets, due
to the Contractor's operations, shall be immediately removed.
The Contractor shall coordinate his operations in such a manner as to
prevent the amount of clean-up and completion of back works from
becoming excessive. Should such a condition exist, the Engineer may order
all or portions of the work to cease and refuse to allow any work to
commence until the back work is done to the Engineer's satisfaction.
The Contractor shall do such grading in and adjacent to the construction
area associated with this contract as may be necessary to leave such areas
in a neat and satisfactory condition approved by the Engineer.
ITEM EXAMINATION AND REVIEW
3.01 EXAMINATION OF WORK
The work covered under this Contract shall be examined and reviewed by
the Engineer, representatives of all governmental entities which have
jurisdiction, and the Owner's authorized representative. The quality of
material and the quality of installation of the improvements shall be to the
satisfaction of the Engineer. It shall be the Contractor's responsibility for
the construction methods and safety precautions in the undertaking of this
Contract.
TS -2
3.02 NOTIFICATION
techspec.uwspec.aw
The Engineer and Owner must be notified a minimum of 24 -hours in
advance of beginning construction, testing, or requiring presence of the
Engineer, project representative, or Owner's representative.
3.03 CONSTRUCTION STAKING
The Engineer shall furnish the Contractor reference points and benchmarks
that, in the Engineer's opinion, provide sufficient information for the
Contractor to perform construction staking.
3.04 PROTECTION OF STAKES. MARKS. ETC.
All engineering and surveyor's stakes, marks, property corners, etc., shall
be carefully preserved by the Contractor, and in case of destruction or
removal during the course of this project, such stakes, marks, property
corners, etc., shall be replaced by the Contractor at the Contractor's sole
expense.
ITEM 4 PROTECTION AND PRECAUTION
4.01 WORK IN FREEZING WEATHER
Portions of the work may continue as directed by the Engineer.
4.02 PROTECTION OF TREES. PLANTS AND SHRUBS
The Contractor shall take necessary precautions to preserve all existing
trees, plants and shrubs but where it is justifiable and necessary the
Contractor may remove trees and plants for construction right - of - way but
only with approval of the Engineer.
TS -3
4.03 TRAFFIC CONTROL MEASURES AND BARRICADES
Traffic control measures and barricades shall be installed in accordance with
the Texas Manual of Uniform Traffic Control Devices and in other
locations deemed necessary by the Engineer, for the protection life and
property. Under no circumstances will any existing road be permitted to
remain closed over a weekend. No separate pay will be made for this item.
Costs for this item shall be subsidiary to other items of work.
4.04 PROPERTY LINES AND MONUMENTS
4.05 DISPOSAL OF SURPLUS MATERIAL
techspec.utl/spec.ew
The Contractor shall be responsible for the protection, reference and
resetting of property corner monuments if disturbed.
The Contractor shall at his own expense, make arrangement for the disposal
of surplus material, such as rock, trees, brush and other unwanted backfill
materials.
4.06 CONTRACTOR'S USE OF PREMISES
The Contractor shall, at his own expense, provide additional space as
necessary for his operations and storage of materials.
ITEM 5 MATERIALS
5.01 TRADE NAMES
Except as specified otherwise, wherever in the specifications an article or
class of material is designated by a trade name or by the name or catalog
number of any maker, patentee, manufacturer, or dealer, such designations
shall be taken as intending to mean and specify the articles described or
another equal thereto in quality, finish, and serviceability for the purpose
intended, as may be determined and judged by the Engineer in his sole
discretion.
TS-4
5.02 MATERIALS AND WORKMANSHIP
tonapx."wspec.aw
No material which has been used by the Contractor for any temporary
purpose whatever is to be incorporated in the permanent structure without
the written consent of the Engineer. Where materials or equipment are
specified by a trade or brand name, it is not the intention of the owner to
discriminate against an equal product of another manufacturer, but rather
to set a definite standard of quality for performance, and to establish an
equal basis for the evaluation of bids. Where the words "equivalent ",
"proper" or "equal to" are used, they shall be understood to mean that the
item referred to shall be "proper ", the "equivalent" of, or "equal to" some
other item, in the opinion or judgement of the Engineer. Unless otherwise
specified, all materials shall be the best of their respective kinds and shall
be in all cases fully equal to approved samples. Notwithstanding that the
words "or equal to" or other such expressions may be used in the
specifications in connection with a material, manufactured article or
process, the material, article or process specifically designated shall be
used, unless a substitute is approved in writing by the Engineer, and the
Engineer will have the right to require the use of such specifically
designated material, article or process.
i
TS -5
104.1 Description
This item shall consist of breaking up, removing and satisfactorily disposing of existing concrete. as classified, at locations indi-
cated or as directed by the Engineer.
104.2 Classification
Existing concrete, when removed under this section, will be classified as tol ows:
1 Concrete Curb will include curb, curb and gutter and combinations thereol.
2. Concrete Slabs will include. but not be limited to, patio slabs. porch slabs. concrete nprap and concrete pavement.
3 Sidewalks and Driveways will include concrete sidewalks and driveways.
4. Concrete Walls will include all walls regardless of height and wall footings.
5. Concrete Steps will include all steps and combinations of walls and steps.
6. Abandoned Foundations will include abandoned Electric Department foundations.
7. Miscellaneous Concrete shall include but not be limited to manholes, inlets, junction boxes and headwalls.
104.3 Materials
(1) Mortar
Mortar shall conform to mortar in Item No. 510, "Pipe ".
104.4 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 ". The existing concrete shall be broken up. removed to conform
to Item No. 101, "Preparing Right of Way" and disposed of by the Contractor and deposited at a permitted disposal site.
Where only a portion of the existing concrete is to be removed and that remaining will continue to serve in its purpose, care shall
be exercised to avoid damage to that portion to remain in place. The existing concrete shall be cut to the neat lines when indi-
cated or as established by the Engineer, by sawing with an appropriate type circular concrete saw to a minimum depth of 'h inch.
My reinforcing steel encountered shall be cut off 1 inch inside of concrete sawed line. Any existing concrete which is damaged
or destroyed beyond the neat lines so established shall be replaced at the Contractor's expense. Remaining concrete shall be
mortared to protect the reinforcing steel and provide a neat clean appearance.
Where reinforcement is encountered In the removed portions of structures to be modified. a minimum of 1 foot of steel length
shall be cleaned of as otd concrete and left let place to tie into the new construction where applicable. All unsuitable material shall
be removed and replaced with approved material. AU foundations, walls or other objectionable material shall be removed to a
minimum depth of 18 inches below all structures and 12 Inches below areas to be vegetated.
End
Item No. 104
Removing Concrete
104
Item No. 110
Street Excavation
110.1 Description
This Item shall consist of excavating and properly utilizing or otherwise satisfactonly disposing of all excavated material, of what-
ever character, within the right of way or other limits of the work indicated and the constructing, compacting, shaping and fin-
ishing of all earthwork on the entire project in accordance with the specification requirements herein outlined and in conformity
with the required lines, grades and typical cross sections indicated or as directed by the Engineer. When not otherwise included
in the Contract Documents, this item shall include the work descnbed in Item No. 101, "Preparing Right of Way', hem No. 102,
"Clearing and Grubbing ", Item No. 104, "Removing Concrete ", Item No. 132, "Embankment" and Item No. 201, "Subgrade
Preparation ".
110.2 Classification
All excavation shall be unclassified and shall include all matenals encountered regardless of their nature or the manner in which
they are removed.
110.3 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 ". Construction equipment shall not be operated within the drip
line of trees, unless indicated. Construction materials shall not be stockpiled under the canopies of trees. No excavation or
embankment shall be placed within the drip line of trees until tree wells are constructed conforming to Item No. 610, "Tree and
Shrub Trimming and Preservation ".
All street excavation shall be performed as specified herein and shall conform to the established alignment, grades and cross
sections. The Contractor will be required to set blue -tops for the subgrade on centerlines at quarter points and curb Imes or edge
of pavement at intervals not exceeding 50 feet. Suitable excavated matenals shall be utilized, insofar as practicable, in construct-
ing required embankments. The construction of all embankments shalt conform to Item No. 132, "Embankment ".
Materials with a Plasticity Index (PI) greater than the surrounding materials or with a moisture content greater than 2 percent in
excess of optimum shall be classified as unsuitable and must be manipulated to meet the above cnteria before use or be
removed.
Unsuitable excavated materials or excavation in excess of that needed for construction shall be known as "Waste" and shall
become the property of the Contractor. It shall become his sole responsibility to dispose of this material off the limits of the right
of way in an environmentally sound manner at a permitted disposal site.
All blasting shall conform to the General Notes and to "General Conditions of Agreement ". In all cases where blasting is
permitted, a Blasting Permit must be obtained in advance from the Department of Transportation and Public Services.
110.4 Measurement
All accepted street excavation will be measured by Method A, B or C as follows:
(1) Method A
Measurement of the volume of excavation in cubic yards by the average end areas. Cross sectional areas shah be
computed from the existing ground section to the established line of the subgrade as indicated for the limits of the
right of way or other work limits shown, including parkway slopes and sidewalk areas.
(2) Method B
Measurement of the area in square yards of surface area excavated as indicated.
(3) Method C
Measurement of the volume of excavation in cubic yards, based upon the average end areas taken from pre -
construction cross sections and planned grades. The planned quantities for street excavation will be used as the
measurement for payment of this item.
110.5 Payment
This item will be paid for at the contract unit price bid for "Street Excavation ", as provided under measurement Method A, B or C
as included in the bid, which price shall be full compensation for all work herein specified, including subgrade preparation, unless
specified otherwise and the furnishing of all materials, equipment, tools, labor and incidentals necessary to complete the work.
Page 1 12/03/86 110
Payment will be made under one of the following:
Pay hem No. 110-A: Street Excavation — Per Cubic Yard.
Pay Item No.110 -B• Inch Street Excavation — Per Square Yard.
Pay Item No. 110-0: Street Excavation — Per Cubic Yard, Plan Quantity.
End
110 04/17/66 Page 2
Itera Na. 201
9itgrade Preparatim
201.1 Eeeariptim
This item shall consist of scarifying, bladizg and rolling the subgrade to obtain a uniform
texture and provide as nearly as practicable a uniform density for the top 6 inches.of the
201.2 Coratruction Methois
All preparirg of the right of tray and/or clearing and grubbing shall be completed before
starting the subgrade preparation. The subgrade shall be scarified and shaped in conformity
vith the typical sections and the lines end grades indicated or as established by the Engineer
by the removal of endsting material or addition of approved material All unsuitable material
stall be revved and replaced with approved material. All foundations, walls or otter
objectionable material stall be rowed to a mdnium depth of 18 inches trader all structures
and 12 inches under arras to be vegetated. All holes, ruts and depressions stall be filled
vith approved material. The surface of the sutgrade sh311 be finished to the lines and grades
as established and be in conformity vith the typical section. indicated. Any deviation in
excess of 1/2 inch cross section and in a length of 10 feet measured longitudinally stall be
corrected by Loosening, adding or moving material, reshaping and coapecting by sprinkling and
rolling. Sufficient suhgrade stall be prepared in advance to insure satisfactory prosecution
of the wrk. The Contractor will be required to set blue to for the subgrade on centerline,
at quarter points and curb lines or edge of pavement at intervals not exceeding 50 feet.
Euhgrade shall be tested by proofrolling in conformity with ITEM N). 236 PADOFROULIIl prior,to
placing first course of base material.
All suitable material removed may be utilized in the subgrade vith the approval of the
Engineer. All other material required for cotyledon of the sutgrade shall also be subject to
approval by the Engineer.
Srtgrade materials on which structures shall be placed shall be compacted by approved
mechanical tamping equipment to a density of the total material of not less than 95 percent nor
more than 100 percent of the density as detemirted in accotdanoe vith SUM Test Method
Tex- 114 -E. Smbgrade materials an which planting or turf will be established shall be compacted
to a minima of 85 percent of the density as determined in accordance vith SI1Ft Test Method
Tex- 114-E. Tests for density will be made as soon as possible after compacting operations are
completed. If the material fails to meet the density specified, it shall be rewrked as
necessary to obtain the density required. Prior to placing any base materials, density and
moisture content of the top 6 inches of compacted subgrade shall be checked and if te show
the density to be more than 2 percent below the specified mintiman or the moisture content to be
more than 3 percatt above or below the optimum, the subgrade shall be reworked as necessary to
obtain the specified compaction and moisture content.
201.3 Measzeme rt
All acceptable subgrade preparation will be measured by the square yard. The measured area
includes the entire width of the roadway for the entire length as indicated.
201 05/01/90 Page 1 Smbgrade Preparation
7111.4 Payment
'This item will be calsidered subsidiary to TIEN N0. 110
EXCAVATXCt unless included as a separate pay item in
payment, it shall be measured as specified above and paid
for "Snbgrade Preparation" which price shall be full
specified, including the furnishing of all materials,
Incidentals necessary to crnplete the work.
Payment, when included as a contract pry item, will be made under:
Hay It No. 201: Subgrade Preparation - Per Square Yard.
ED
Ref: 110, 111
201 06/01/90 Page 2
JtitF�r EXCAVATIal or ITEM M. 111
the contract. Vhan included for
for at the contract unit price bid
caiparsatim for all work herein
equipment, tools and labor and
Snlgrade Preparatim
210.1 Description
It M,. 210
Flexible Base
This item shall consist of a crushed stone foundation course for surfacing, pavement or other
base courses, furnished and installed on a prepared surface. The "Flexible Base" shall be
constructed as herein specified in one or more courses in conformity with the typical sections
and to the lines and grades as indicated or as established by the Engineer.
210.2 Material
The material Shall be crushed argi ]aceais limestone meeting the requirements hereinafter
specified and shall consist of durable crushed stone and screened to the required particle
size. The material shell be from approved sources.
Testing of flexible base materials shall be in accordance with the following SCUT standard
laboratory test procedures:
1) Preparation for Soil Constants and Sieve Analysis Tex -101 -E
2) Liquid Limit Tex - 104 -
3) Plastic Limit Tex - 105 - E
4) Plasticity Index Tex -106 -E
5) Sieve Analysis Tex -110 -E
6) Vet Ball Mill Tex -116 -E
7) Triad l Test Tex -117 -E (Pt II)
Base material will be stockpiled after crushing, tested by the testing agency designated by the
Owner and reviewed by the Owner prior to being hauled to the project site.
The material shell be well graded and when tested, shall net the following requirements:
Sieve Size Percent Retained
1 3/4 inch 0
7/8 inch 10-35
3/8 inch 30-50
No. 4 45-65
No. 40 70
Me,dmm Liquid Limit • 35
Maximum Plasticity index 10
Maximum Vet Bell Mill 50
Maximum increase in passing No. 40 20 percent
from Vet Bell Mill Test
Minim= compressive strength When subjected to the triaxial test: 35 psi at 0 psi lateral
pressure and 175 psi at 15 psi lateral pressure.
210.3 Stockpiling, Storage and itanageomat
(1) Mereghg Aggregates: Prior to stockpiling of aggregates, the area shall be cleaned
of trash, weeds and grass and be relatively smooth. Stockpiles should be
210 05/01/90 Page 1 Flexible Base
constructed to between 20,000 and 40,000 cubic yards in size. The size should be
limited to the ability of the available equipment to construct, mix and test the
pile. The stockpile shall be constructed utilizing equipment such as a scraper, a
bottom dump or other acceptable equipmment that allows spreading When dumped without
rehandling. The stockpile shall be constructed to allow dump spreading in 1
direction only. Height of stockpile shall not exceed the capabilities of available
mechinnexy to make a full cut (bottom to top) an any of the 4 sides.
The City will test a completed stockpile. The stockpile shall not be added to after
it has been tested.
The Contractor shall assure that only material from a City approved stockpile
receives a weight ticket indicating an approved stockpile number. The liability for
accuracy of the weight ticket, as to it such as stockpile number or an approved
source, is solely that of the Contractor. Use full height cuts and mix the material
during loading operations. The Inspector shall be given a weigh ticket at the time
of delivery indicating the source, stockpile approval [number and weight.
(2) Test Smp]ing The Contractor may choose the method of sample gathering for testing
by City Testing Consultants as follows:
(a) The Contractor shall make a full height cut from each side of the stockpile.
The 4 samples are than combined and mixed into a single "test" specimen from
which the City's Testing Consultant can draw its samples.
(b) As the stockpile is constructed, a perpendicular cut is to be made across the
spreading direction at every 2 feet to 4 feet of height and the sample used to
start a "mini" stockpile. Repeat the process, in 2 feet to 4 feet increrents of
heights, until the stockpile and the "mini" stockpile are completed. The
contractor shall provide access to samples from the "mini" stockpile, as under
(a) above, for the City's Testing Consultant to draw its samples.
210.4 Construction Methods
(1) Prrparaticm of Sbhgrade: "Flexible Base" shall not be placed until the Contractor
has verified, by proof rolling, that the subgrade has been prepared and compacted in
conformity with Iten No. 201, "Sul:grade Preperatim" to the typical secticnns, lines
and grades indicated. My deviation shall be corrected and proof rolled prior to
plaomstt of aggregate.
(2) First Came: Immediately before glaring the base material, the subgrade shall be
Checked as to conformity with grade and section. The thickness of arch base course
shall be equal increments of the total hose depth. No single course shall exceed
six (6) inches compacted measure.
The material shall be delivered in approved vehicles and it shall be the
responsibility of the Contractor that the required amount of specified material
shall be delivered. Material deposited upon the subgrade shall be spread and shaped
the same day unless otherwise approved by the Engineer. In the event inclement
weather or other unforeseen circumstances render impractical spreading of the
material during the first 24 hour period, the material shall be spread as soon as
conditions allow. The material shall be sprinkled, if required, and shall than be
210 05/01/90 Page 2
Flexible Base
(3)
210.5 !1®srremert
210.6 Payment
bladed, dragged and shaped to conform to typical sections as indicated. All areas
and "its" of segregated course or fine material shall be corrected or ranoved and
replaced with well graded material. If additional birder is considered desirable or
necessary after the material is spread and shaped, it shall be furnished and applied
as required. Such birder material shall be carefully and evenly incorporated with
the material in place by scarifying, harrowing, browning or by other approved
methods.
The course shall be sprinkled as required to bring it to optimum noisture content
and compacted to the extent necessary to provide not less than the percent density
as hereinafter specified under "Density ". In no case shall the base be worked at
more than 2 percent above or below optimum moisture. In addition to the
requirements specified for density, the full depth of flexible base indicated shall
be compacted to the extent necessary to retain firm and stable under construction
equipment. After each section of flexible base is completed, tests as necessary
will be made by the Engineer. If the material fair to meet the density
requirements, it shall be reworked as necessary to meet these requirements.
Throughout this entire operation the shape of the base course stall be maintained by
blading and the surface, upon completion, shall be smooth and in conformity with the
typical section indicated and to the established lines and grades. In that area on
which pavement is to be pl aced, any deviation in excess of 1/4 inch in cross section
and in length of 16 feet measured longitudinally stall be corrected by loosening,
adding or removing material, reshaping and recampectirg by sprinkling and rolling.
All irregularities, depressions or weak spots which develop stall be corrected
immediately by scarifying the areas affected, adding suitable material as required,
reshaping and recorpacting by sprinkling and rolling. Should the base course, due
to any reason or cause, lose the required stability, density and finish before the'
surfacing is complete, it shall be recap acted and refinished at the sole expense of
the Contractor.
SLmeeding Courses. Construction methods shall be the same as prescribed for the
first course. Blue tops shall be set by the Contractor for finished grade on the
last course of base under curb and gutter, at a maximum of 50 foot intervals. Blue
to shall also be set by the Contractor for finished base grade on centerline,
intermediate points not exceeding 11 feet between points and at pavement edge if
curb and gutter are not included in the work, at 50 foot intervals.
(4) Density: Flexible base shall be cwpacted to not less than 100 percent density when
tested in accordance with SPFTest Method Tex - 114 -E. Field density determination
shall be made in accordance with approved methods. Flexible base shall be tested by
proofrollirg in conformity with TIIM O. 236 PBOOFAOILI .
"Flexible Base" will be measured at depths specified for the area indicated, by the square yard
or by the cubic yard, complete in place, as indicated in the bid.
This item will be paid for at the contract unit price bid for " Flexible Base" which price shall
be full caopassatim for all work herein specified, including the fumishing, hauling, placing
and canpactirg of all materials, rolling, proof rolling, reconnecting and refinishing, for all
210 05/01/90 Page 3
Flexible Base
water required and for all equipment, tools, labor and incidentals necessary to complete the
work.
Payment will be made under one of the following:
E'' It !b. 210 Flexible Base, In. - Per Square Yard.
Pay It Pb. 210-8: Flexible Base - Per GUbic Yard.
EN)
Ref: 201, 236
210 05/01/90 Page 4
Flexible Base
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
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230.1 Description
This item shall consist of the compaction of subgrade, embankment, flexible base, surface treatments and asphalt surfaces by
the operation of approved power rollers as herein specified and as directed by the Engineer.
230.2 Equipment
End
(1)
Embankments and Flexible Bases
Item No. 230
Rolling (Flat Wheel)
Power rollers shall be of the 3- wheel, self - propelled type. weighing not less than 10 tons and shall provide a com-
pression on the rear wheels of not less than 325 pounds per linear inch of wheel width. All wheels shall be flat. The
rear wheels shall have a diameter of not less than 48 inches and each shall have a wheel width of not less than 20
inches.
(2) Surface Treatments and Pavements
Power rollers shall be the 3 -wheel or tandem, self - propelled type, weighing not less than 3 tons nor more than 6 tons.
All wheels shall be flat. Rollers shall be equipped with an adequate scraping or cleaning device on each wheel.
Rollers used to compact asphalt mixture shall be equipped with a water system which will keep all tires uniformly
wet.
In lieu of the rolling equipment specified, the Contractor may, upon wntten permission from the Engineer, operate
other compacting equipment that will produce equivalent relative compaction in the same period of time as the
specified equipment. If the substituted compaction equipment fails to produce the desired compaction within the
same period of time as would be expected of the specified equipment, as determined by the Engineer, its use shall
be discontinued.
Rollers shall be maintained in good repair and operating condition and shall be approved by the Engineer.
230.3 Construction Methods
(1) Subgrades, Embankments and Flexible Base -
The subgrade or embankment layer or the base course shall be sprinkled if directed and roiling with a power roller
shall start longitudinally at the sides and proceed towards the center, overlapping on successive trips by at least'
the width of the rear wheel of the power roller. On superelevated curves, rolling shall begin at the low sides and
progress toward the high sides. Alternate trips of the roller shall be slightly different in length. The rollers, unless
otherwise directed, shall be operated at a speed between 2 and 3 miles per hour.
(2) Surface Treatments and Pavements
Rolling shall be done to produce a satisfactory surface as called for in surface treatment and pavement items. The
sequence of work shall be as indicated for embankment layer or base course. The operating speed shall be deter-
mined by the Contractor.
230.4 Measurement and Payment
No additional compensation will be made for materials, equipment or labor required by this item, but shall be considered subsidi-
ary to the various items included in the contract.
Page 1 04/17.86 230
232.1 Description
Item No. 232
Rolling (Pneumatic Tire)
This item shall consist of the compaction of embankment, flexible base, surface treatments or pavements by the operation of
approved pneumatic tire rollers as herein specified.
(1) General Requirements
When used on seal coats, asphaltic surface treatments and bituminous mixture pavements, the roller shall be self
propelled and equipped with smooth tread tires with 45 psi tire pressure whether "Rolling (Light Pneumatic Tire)" or
"Rolling (Medium Pneumatic Tire)" is specified. The roller shall be so constructed as to be capable of being operated
in both a forward and a reverse direction. When used on bituminous mixture pavements, the roller shall have suitable
provisions for moistening the surface of the tires while operating.
When turning is impractical or detrimental to the work and when specifically directed by the Engineer, the roller shall
be of the self - propelled type.
232 Rev. 09 /30/87
In lieu of the rolling equipment specified, the Contractor may operate other compacting equipment that will produce
equivalent relative compaction in the same period of time as the specified equipment. If the substituted compaction
equipment fails to produce the desired compaction within the same period of time, its use shall be discontinued.
Rollers shall be maintained in good repair and operating condition and shall be approved by the Engineer.
(2) Light Pneumatic Tire Roller
The light pneumatic tire roller shall consist of not less than 9 pneumatic tired wheels, running on axles in such man-
ner that the rear group of tires will cover the entire gap between adjacent tires of the forward group and mounted in a
rigid frame and provided with a loading plattorm or body suitable for ballast loading. The front axle shall be attached
to the frame in such manner that the roller may be fumed within a minimum circle. The pneumatic tire roller under
working conditions shall have an effective rolling width of approximately 60 inches and shall be so designed that by
ballast loading the total bad may be varied uniformly from 9,000 pounds or less to 18,000 pounds or more. The roller
shall be equipped with tires that will afford ground contact pressures to 45 pounds per square inch or more. The
operating bad and tire air pressure shall be within the range of the manufacturer's chart. The roller under working
conditions shall provide a uniform compression under all wheels. Individual tire inflation pressures shall be within ±5
psi of each other. The pneumatic tire roller shall be drawn by either a suitable crawler type tractor, a pneumatic tired
tractor, a truck of adequate tractive effort or may be of the self - propelled type and the roller, when drawn or propelled
by either type of equipment, shall be considered a light pneumatic tire roller unit.
(3) Medium Pneumatic The Roller (Type A)
The medium pneumatic tire roller (Type A) shall consist of not less than 7 pneumatic tired wheels, running on axles
in such manner that the rear group of tires will cover the entire gap between adjacent tires of the forward group and
mounted in a ngid frame and provided with a loading platform or body suitable for ballast loading. The front axle shall
be attached to the frame in such a manner that the roller may be turned within a minimum circle. The pneumatic tire
roller, under working conditions, shall have an effective rolling width of approximately 84 inches and shall be so
designed that, by ballast loading, the total load may be varied uniformly from 23,500 pounds or less to 50,000
pounds or more. The roller shall be equipped with tires that will afford ground contact pressures to 80 pounds per
square inch or more. Individual tire inflation pressures shall be within ±5 psi of each other. The operating load and
tire air pressure shall be within the range of the manufacturer's chart.
The pneumatic tire roller shall be drawn by either a suitable crawler type tractor, a pneumatic tired tractor, a truck of
adequate tractive effort or may be of the self - propelled type. The roller, when drawn or propelled by any type of
equipment, shall be considered a medium pneumatic tire roller unit. The power unit shall have adequate tractive
effort to properly move the operating roller at variable uniform speeds up to approximately 5 miles per hour.
(4) Medium Pneumatic Tire Roller (Type B)
The medium pneumatic tire roller (Type B) shall conform to the requirements for Medium Pneumatic Tire Roller
(Type A) as specified above, except that the roller shall be equipped with tires that will afford ground contact pres-
sures to 90 psi or more.
232.2 Construction Methods
Tire pressure Is critical to successful operation of the roller. Contractor shall have equipment on the construction site to Inflate
tires as required.
Page 1 Rolling (Pneumatic Tire)
The embankment layer or the base course shall be sprinkled i1 directed and rolling with a pneumatic tire roller shall start longitu-
dinally at the sides and proceed towards the center, overlapping on successive trips by at least s: of the width of the pneumatic
tire roller. On superelevated curves, rolling shall begin at the low sides and progress toward the high sides. Alternate trips of the
roller shall be slightly different in length.
The light pneumatic tire roller shall be operated at speeds between 2 and 6 miles per hour for asphalt surfacing work and all other
work.
The medium pneumatic tire roller shall be operated at speeds which produce a satisfactory product.
Sufficient rollers shall be provided to compact the material in a satisfactory manner. When operations are so isolated from one
another that 1 roller unit cannot perform the required compaction satisfactorily, additional roller unrts shall be provided.
232.3 Measurement and Payment
No additional compensation will be made for materials. equipment or labor required by this item, but shall be considered subsidi-
ary to the various items of the contract.
End
232 Rev. 09130187
Page 2 Rolling (Pneumatic Tire)
236.1 Description
236.3 Omstructima Methods
Item No. 236
ProofrnlLirg
This item shall consist of furnishing and operating heavy pneumatic tired compaction equipment
for testing the compaction and stability of embedment, subgrade and flexible base courses.
236.2 Equipment
(1) Standard Proofioller: Proofrolling equipment shall have a body suitable for ballast
loading supported on a minims of two (2) axles with not more than two (2) pneumatic
tired wheels per axle. Pneumatic proofrolling equipment with multiple pivotal axles
and more than two tires along the front or rear axle axis shall have articulating
axle supports to equally distribute the load to all tires over uneven surfaces.
The proofroller unit shall have a minims contact width of 7 -1/2 feet and shall be
so designed that the gross roller weight may be varied by ballasting. The
proofroller minimum gross weight shall be 25 tons. The tires shall be capable of
operating under various loads with variable air pressures. The tins shall be
smooth tread and shall impart a minimum grand contact pressure of 75 pounds per
square inch. The proofroller shall be drawn by a power train of adequate tractive
effort or may be of a self - propelled type. The proofrolling equipment shall be
equipped with a reverse mode transmission or be capable of turning 180 degrees in
the street width. When a separate power train is used to draw the proofroller, the
power train weight shall not be considered in the weight of the proofroller. The
power train shall be rubber -tired when rolling subgrade and base. A cleated or
track -type power train may be used oh earth and rock embankments.
(2) Alternate Equdpmait• With the written approval of the Engineer, the Contractor may
utilize alternate equipment on embedment ceases, subgrade and base courses subject
to the requirements of the standard proofroller except with respect to minima
contact width, axle/tire arrangement and tire tread.
Alternate equipment for stability testing of embatuanebts shall be restricted to
equipment that can be Shorn to impart a stress distribution on the embarkment
structure equivalent to or greater than the stress induced by the concentrated
weight of a standard proofroller.
(3) liqudprett Submittals: All standard proofrollers and proposed alternate equipment
must be approved by the Engineer prior to their use. The Contractor shall submit
manufacturer's literature for the proofroller indicating the equipment weight,
ballast capacity, tire size /ply and the contact are/contact pressure for the full
rage of loadings and tire inflation pressures for the particular tires furnished.
Alternate equipmxent submittals for stability testing of embankments shall be signed
and sealed by a Texas- registered Professional Engineer.
(1) General The entirety of prepared surfaces to be tested by this method shall be
proofrolled by a minims of one piss of the proofroller tires. When alternate
236 05 /01/90 Page 1 Proofrolling
equipment is proposed and only one axle meets minima requirements, only the
gmmalifying axle shall be used to proofroll. If the operation of the proofroller
shows an area to be unstable, the substandard area shall be brought to satisfactory
stability and uniformity by additional curing, compaction, or by removal and
replacement of tnsuitable materials. The re-worked area shall than be proofrolled.
Proofrollets shall be operated at speeis between 2 and 6 miles per hour or as
directed by the Engineer.
Acceptable limits of elastic and plastic deformation of prepared subgrade courses
shall be set by proofmllirg Test Sections of representative soil conditions
previously tested and approved for density and moisture requirements of the
governing subgrade and earth erbaniament items. Proofrolling of first course base
over a plastic subgrade may be waived by the Engineer if it is determined that the
prepared first course base will be damaged by the proofroller.
(2) Boadue' Constrtntitan Fade, first course base and final course base shall be
proofrolled in new roadway construction and in reconstruction of existing streets.
Proofrollim of curb course base shall be substituted for proofrollirg of final
course base at the direction of the Engineer. Proofrolling may be waived by the
Engineer where construction is limited to turn lanes, street widening less than
7 -1/2 feet in width, or where the site is otherwise congested.
(3) Trenches: Trenches shall be proofrolled where no limitations to the operation of
the proofroller exist as may be determined• by the Engineer subject to the provisions
hereunder.
All trenches shall be proofrolled in new roadways or in existing roadways under
reconstruction. Trenches shall be proofrolled at street subgrade elevation by
lacgliudinal and perpendicular passes of the roller as many be dictated by the width
of the trarch.
Proofroilirg of trenches in misting paved streets shall be limited to pavement
cross-sections capable of sustaining the weight of the proofroliirg equipment
without imparting damage to the remaining pavanent structure as determined by the
Engineer. Trenches less than 4 feet in width shall be e:eempted of all proofro'lirg
requirements. Only final cease base shall be proofrolled in trenches 4 feet or
wider but narrower than the proofroller contact width. Subgrade, first course and
final, course base shall be proofrolled in trenches 7 -1/2 feet or wider.
(4) Embedment Qnstnctice: Embedment courses shall be proofrolled when density
testing by nrlear and volumetric methods is inappropriate due to excessive rock
content of the embedment material as directed by the Engineer.
Stability testing of embankments constructed to t the finished cross-section and be
elevation or to interim elevations as may be required by er shall ha
conducted with a standard proofroller or alternate equipment stem l a
horizontal and vertical pressure distribution equivalent to or greater than those
induced IN a standard oroofroller.
236 05/01/90 Page 2
Proofroll
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 loam when heated to 350 F and shall meet the follow-
ing requirements:
Viscosity
140 F
Poises
Test
Tests on residues
from thin film oven
test: Viscosity
140 F stokes
Ductility 77 F
5 cms per min,
cros
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 =100 500_100 1000=200 2000 =400 4000 =800
Viscosity
275 F stokes 1.1 — 1.4 — 1.9 — 2.5 — 3.5 —
Penetration 77 F.
100g. 5 sec. 210 — 135 — 85 — 55 S — 35 —
a
Flash Point, C.O.C. F 425 — 425 — 450 — 450 . — 450 - —
Solubility in
trichloroethylene,
percent 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
fatty-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
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 — BO —
Kinematic ws. (a 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, 1009 100 150 100 150 100 150
5 sec., 77 F
Ductility, 5 cm/min. 100 — 100 — 100 —
77F,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.
Water, % — 0.2 — 0.2 — 0.2 — 0.2 — 0.2
Flash Point, 100 — 100 — 150 — 150 — 150 —
T.O.C., F
Kinematic via. (a, 30 60 70 140 250 500 800 1600 3000 6000
140 F. cst.
The Distillate, expressed as percent by volume to total distillate to 680 F, shall be as follows:
(3)
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 1009, 5 sec.
Ductility at 77 F 5 cm/min, cms
Solubility in trichloroelhylene, %
Spot Test
120 250 120 250 120 250 120 250 120 250
100' — 100' — 100' — 100' — 100' —
99.0 — 99.0 — 99.0 — 99.0 — 99.0 —
ALL NEGATIVE
'II penetration 01 residue is more than 200 and ductility at 77 F is less than 100 cm, the material will be acceptable it its
ductility at 60 F is more Than 100.
Type -Grade
Properties
Viscosity irr 122 F. SF. sec.
Sieve Test, %
Demulsibility. 50mL 0.1 N CaCI,. %
Storage Stability, 24 hr.. %
TEST ON RESIDUE FROM CUTBACK DISTILLATION TO
680 F USINT RESIDUE FROM 500 F DISTILLATION %
Total Oils' from Distillation, %
Float (fr. 122 F on Residue from Cutback Distillation
Solubility in Trichloroethylene, T
AE -P CUTBACK ASPHALT
Minimum
15
40
20
50
97.5
AE -P
Maximum
150
0.1
70
1.0
35
200
'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. 11 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 Stow 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
Demulsibihty 50 cc of Nn 0 CaCI„ % • — — — — — — — — — 70
Demulsibility 35 cc of N150 CaCI„ % 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.
Freezing Test, 3 Cycles ' Passing Passing Passing Passing
Tests of Residue.
Penetration at 77 F, 100g. 5 sec. 120 160 80 110 120 160 BO 110 120 160 120 160
Solubility in Trichloroethylene, % 97.5 — 97.5 — 97.5 — 97.5 — 97 5 — 97.5 —
1
Ductility at 77 F, 5 cm /min, cms 100 — 100 — 100 — 100 — 100 — 100 —
'Applies only when Engineer designates material for winter use.
1
CATIONIC EMULSIONS
Rapid Setting Medium Setting Slow Setting I
Type -Grade CRS -2 CRS-2h CMS -2 CMS -2h CSS -1 CSS -lh
Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. I
Viscosity, Saybolt Furol at 77 F sec. — — — — — — — — 20 100 20 100
Viscosity, Saybolt Furol at 122 F
sec.
150 400 150 400 100 100 300 100 100 300 — —
Storage stability test, 1 day % — 1 — 1 — 1 — 1 — 1 " — 1
Demulsibility, • 35 ml 0.8% sodium
dioctyl sulfosuccinate %
40 — 4 0 — — — — — — — — —
1
Coating, ability & water resistance:
Coating, dry aggregate good good — — ,
Coating, after spraying fair fair — —
Coating, wet aggregate fair fair — —
Coating, atter 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 '
Residue, % 65 — 65 — 65 — 65 — 60 — 60 —
Tests on Residue from Distillation Test:
Penetration, 77 F, 100 g 5 sec. 120 160 80 110 120 200 80 110 120 160 80 110
Ductility, 77 F, 5 cm/min, cm 100 — 100 — 100 — 100 — 100 — 100 — 1
Solubility in trichloroethylene, % 97.5 — 97.5 — 97 5 — 97.5 — 97.5 — 97.5 —
The demulsibility test shall be made within 30 days from date of shipment.
301 04/17/86 Page 4 1
(5) Fluxing Material
Fluxing material shall be Tree from foreign matter and shall conform to the following'
Properties
(6) Precoat Material
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, 100g, 5 sec 200
(7) High Float Emulsions
Type -Grade
Minimum Maximum
Water, % — 0.2
Kinematic Viscosity at 140 F. cst 60 120
Flash Point, C.O.0 , F 250 —
Loss on Healing, 50g, 5 hrs at 325 F. % — 5
Asphalt Content of 85 to 115 penetration by
vacuum distillation weight, % P5 —
Pour Point, F — 60
Precoat matenal may consist of any one of the various types of asphaltic materials listed in this specification, approved by
the Engineer, including "Special Precoat Material ".
Special
Precoat Material
Properties Minimum Maximum
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, cros 100 — —
Float Test at 140 F. sec. 1200 — 1200 —
(8) Catalytically-Blown Asphalt Joint and Crack Sealer
Catalytically -blown asphalt shall be uniformly blended with 10 percent diatomaceous earth tiller 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 — — —
Penetration, 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
Type -Grade
Ductility, 77 F.-5 cm/mm, cms 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 matenal shall be heated above the following maximum temperatures:
End
Type -Grade
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
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.
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 04/17/86 Page 6
68 -88 Pen 38 -45 Pen
Minimum Maximum Minimum Maximum
Application and Mixing Heating and
Recommended Storage
Range, F Allowable, F Maximum, F
306.1 Description
306.2 Materials
End
Item No. 306
Prime Coat
This item shall consist of an application of asphaltic material on the completed base course and /or other approved areas in
accordance with these specifications as directed by the Engineer.
(1) Asphalt Materials
The asphalt material for Prime Coat shall conform 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 to distribute the prime coat at a rate ranging from 0.1 to 0.3
gallons per square yard of surface area. The material shall be evenly and smoothly distributed. During the application of prime
coat, care shall be taken to prevent splattering of adjacent pavement, 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 limes and they shall be operated in such a manner that there will be no contamination of the
asphaltic material with foreign material. It shall be the responsibility of the Contractor to provide and maintain in good working
order a recording thermometer at the storage heating unit at all times.
The Engineer 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 ".
Page 1 04/17/86 306
340.1 Description
• It M. 340
Bot Mix Asphaltic Concrete Pavement
This item shall govern for base, level -up, and surface courses ccnpossed 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 an a previously completed and approved subgrade, base,
concrete slab or existing pavement.
340.2 Materials
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, if 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) CYnarse Aggrte: 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 TEC- 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 retaining 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 whet subjected to
TEC- 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 TE7(- 413-A,
Particle Carat.
(b) Pine 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 TDC- 106-E.
Fine aggregate from each source shall meet plasticity requirements.
X197 1 Hot Mix Asphaltic
340 Concrete Pavement
If used, stare screenings shall meet the following grading requirements when
tested in conformance to TE7C- 200 -F, Dry Sieve Analysis.
MATERIAL PERCENT BY WIICNT
Retained cm 3/8 inch sieve
Retained m No. 10 sieve
Retained on No. 203 sieve
0
0 -30
85 - 100
Fine aggregate curtained in coarse aggregate stockpiles shall net the
requirements above when a stockpile contains more than 5.0 percent by weight of
aggregate passing the No. 10 sieve.
(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 mara:er
prescribed for other mineral fillers to ensure a uniform mixture.
When tested by TE7C- 200-F, Dry Sieve Analysis, mineral filler shall meet the
following grading requirements:
MATERIAL PERCENT BY ;MGM'
Passing No. 30 Sieve 95 - 100
Passing No. 80 Sieve, not less than 75
Passing No. 200 Sieve, not less than 55
(2) Asphaltic Material
(a) Asphalt: Asphalt shall conform to Item 301, ASPHALTS, OILS Al) EMULSIONS; AC-20.
(b) Prone Goat: Prime coat shall conform to Item 306, MIME COAT.
(c) Tack Coat: Tack coat shall conform to ITEM 307, TACK COAT.
(3) Teoporary Pavement !takings: Temporary pavement markings shall conform to ITEM 864,
ABBREVIATED PAVEMENT MAFKLS.
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 retain the responsibility of the Contractor.
340 02/19/92 Page 2 •
Hot Mix Asphaltic
Conerrtr fl,<Mmmr
(1) Mix Design: The mix shall be designed in accordance with TEX- 204 -F, Part III
(utilizing TES- 227 -F, Rice Method) and SLHPr' Bulletin C 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 arty, unique to the actual project's 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 equiprrart used. The Plant Results of one drum or botching unit shall not be
used for another unit.
(2) Types: The blend of coarse aggregate, fine aggregate, and mineral filler, if
required or alloyed, shall conform to the master gradation for the type mixture
specified in ca fornsnce to TEG- 200 -F, Dry Sieve Analysis.
SIEVE (RAn91104
Passing 2" Sieve
Passing 1 -3/4" Sieve
Passing 1" Sieve
Passing 7/8" Sieve
Passing 5/8" Sieve
Passing 1/2" Sieve
Passing 3/8" Sieve
Passing No. 4 Sieve
Passing 1 -3/4" Sieve; Retained 7/8" Sieve
Passing 7/8" Sieve; Retained 5/8" Sieve
Passing 7/8" Sieve; Retained 3/8" Sieve
Passing 5/8" Sieve; Retained 3/8" Sieve
Passing 3/8" Sieve; Retained No. 4 Sieve
Passing No. 4 Sieve; Retained No. 10 Sieve
Total Retained No. 10 Sieve
Passing No. 10 Sieve; Retained No. 40 Sieve
Passing No. 40 Sieve; Retained No. 80 Sieve
Passing No. 80 Sieve; Retained No. 200 Sieve
Passing No. 200 Sieve
% Asphaltic Material by Weight
*MIRE TYPES
TYPE A - Coarse Graded Base Cause
TYPE B - Fine Graded Base or Level -up Course
TYPE C - Course Graded Slrrfaoe Cause
TYPE D - Fine Graded Surface Cause
TYPE F - Extra -Fine Graded Surface Course
340 02/19/92
A B C D F
100
95-100
Y. AGATE by WEIGH
MIXTURE TYPE*
100
95-100
100
95-100
100
85-100 100
95-100
16-42
8-25 '-
16
10-30 16-42
10-26 11 -35 11 -37 21 -53
5-21 5-26 11 -32 11 -32 58-73
68-84 58-74 54-72 54-70
5-21 6-32 6-32 6-32 6-26
3-16 4-21 4-27 4-27 3-13
2 -16 3-21 3-27 3-27 2 -11
1-8 1-8 1-8 1-8 1-8
3.5 -7.0 3.5 -7.0 3.5 -7.0 4.0 -8.0 3.5 -6.5
Hot Mix Asphaltic
Page 3 Concrete Pavement
(3) Tolerances: Fluctuations in the gradation and asphalt cadent 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 TE(- 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 TE(- 206 -F and
the bulk specific gravity determined in accordance with T1)( -207 -F with the following
percent of maxim in theoretical density as measured by Ti7C - 227 - and stability
=donning to TEX- 208-F:
LABCRATCRY
TENSITY (X)
MIN. I MAX.
94.5 1 97.5
1
1
OPLTMH IAB:BATTEY
DENSITY (X)
STABILITY
97: Local Streets 1 35-55: Local Street
96: All Others 1 37 -55: All Others
340.4 Equipmrt
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-nix type equipped with
suitable material conveyers, aggregate proportioning devices, dryers, bins, dust
collectors and sensing and recording devices as appropriate for the ndxirg plant
type.
(2) Spreading and Finishing Paving Machine: The paving machine shall be self
and equipped with a vibratory heated screed capable of producing a finished surface
meeting the requiremrts 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 an the plans, the Contractor shall use any one of these grade
references. The Contractor shall furnish all labor and equipment required for grade
reference.
(3) Rollers: Contractor shall select rollers conforming to ITEM 230, ROLLING (FLAT
1401) and rim 232, ROLLING (1 MATTC TIRE).
Hot Mix Asphaltic
340 02/19/92 Page 4 Concrete Pavement
(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 Agrgegates
Aggregates shall be stockpiled in sizes to facilitate blending. If the aggregate is not
stockpiled on a hard, non- ccntaminant 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
odkp' 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 ether, 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
stodkpile shall contain aggregate from more than one source.
340.6 Mixture Teeperature
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.
340.7 Mttxtrre 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 Mbisture Content
Mixture produced fran 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 TE( 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 ennvitu.rsnt 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, lov 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
340 02/19/92
Hot Mix Asphaltic
Page 5 Concrete Pavement
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
shill 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 minima 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
frAgnentaticn and decampacticn of the mat may be used after the mat cools below 175° F.
Pavement shall be opened to traffic as soon as possible after temporary pavement markings or
pens:melt markings are in place as indicated or directed by the Engineer. Construction traffic
allowed on pavements on to the public will be subject to all laws governing traffic on
streets and highways.
340.10 Sapling and Testing
The asphalt mixture shall be tested daily at the project site to check for conformance to
specification requiremmants. Engineer shall determine sample locations based on the
Contractor's daily anticipated production and the randan timber method of TE7X- 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 minima of three bag samples and three correlating
cores will be obtained for each day's production. The primary sampling point for the hag
samples shall be at the paving machine auger. Gradation, asphalt content and stability shall
be reported for each of the bag samples. The stability value reported for each of the bag
sanples 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 2,010 single -pass square yards
w ith a minim= of 3 for all projects. One core shall be taken at the same station and pass
sampled for each of the bag samples. For each day's placement, density of cores for which no
corresponding hag samples were taken shall be determined by using the average maxim an
theoretical density of the day's 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 capliance with specification requirements. Acceptability of the copleted
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.
Hot Mix Asphaltic
340 02/19/92 Page 6 Concrete Pavement
340.11 Acceptare 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, charges to the Job
Mix Formula, phasing of large projects, or other factors affecting the consistency in the
production, lay-dam/compaction, use of cai feted r portims, and aging of in -place material.
Acceptability of the colleted pavement shall be based on the average of a minimum of 3 tests
per project for each of the mixture types specified.
Pay adjustnmts 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 Amepta ne Factors:
340 02/19/92
(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. Maximus 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. Whet, 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.
USE STABTT TTY VAISIE
Local Streets
All Others
MEEK STAMM SKIS
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 cork, as determined by the Engineer, shall be remedied or removed and
replaced to the satisfaction thereof.
(2) Pay- djtsta it Acceptance Factors: Contract tacit prices shall be adjusted for
paving mixtures that fail to meet acceptance criteria for gradation, asphalt
content, density and mat thickness in accordance with the following:
Hot Mix Asphaltic
Page 7 Concrete Pavement
SIEVE
Total retained on No. 10
Passing No. 200
Deviation from the
Job Mix Formila
+ 0.50
+ 0.51 to + 0.60
+ 0.61 to + 0.70
- 0.61 to - 0.70
Over + 0.70
*PERCENT
CFSSTIT
Above 97
92 to 97
91.9 to ::.1
Less than ::.1
lRAMT:N ACCEPfANCB 9G9301IE M31- 210-F)
CEVIATIQ4 FROM
JOB MIX FORMULA
1 -1/2" Thickness or Greater
100;Renove and Replace
0
0.625 per 0.10% deficiency
in density
100;Re move and Replace
+ 5.0 0
5.1 + 10
+ 3.0 0
3.1 + 5
A S P H A L T O R I E N T ACCEPTANCE SMILE (' 210-F)
Local Streets* All Others
0
15
25**
100; Remove and Replace
100; Remove and Replace
*A local or residential street that serves as access to a residence or other
abutting property.
**If the street has an ADF of 500, or less, with IX, or less, of truck traffic,
plus a 2 year warranty; otherwise, Remove and Replace.
MUTT =Emus SCM112 (1'F - 7 227 - F)
Percent Contract Unit Price Reduction
*Core bulk density divided by max. theoretical density
VARIANCE PERCENT OF TtUQ FSS
0 -10
10.1 - 16
16.1 - 25
25.1 - 33
Over 33
340 02/19/92 Page 8
PERCENT CONTRACT UaT
PRICE RELU'1TCN
Percent Contract .hit Price Reduction
MUMS ALA SCEEDL E
0
25
100; Remove and Replace
100; Remove and Replace
100; Remove and Replace
Less than 1 -1/2" Thickness
100; Remove and Replace
0
0.50 per 0.10% deficiency
in density
100; Remove and Replace
PERCENT CONTRACT tNrr PRICE REDUCTION
0 -
20
40
45
100; Remove and Replace or
mill/overlay 1" minimum
Hot Mix Asphaltic
Concrete Pavement
1
The Density Acceptance Schedule will not apply to shell parking lots and other irregularly
shaped arms 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 arms as agreed by Engineer. Overlays shall be a
II thickness not less than 1 inch. Overlays shall require milling of asphalt adjacent to concrete
curb and gutters.
340.12 Massureen
ot
II Method A: Asphaltic concete pavement shall be measured by the to (2,000 pounds) of
asphaltic concrete pavement of the type actually used in copleted and accepted work in
I/ accordance vith plans and specificaticns. Measurement of tonnage shall be made on approved
truck scales.
II 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 neesurenent purposes.
II 340.13 Payment
II 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 CCRREIE PAVE21 4I', of types and thicknesses specified, which prices shall be full
compensation for furnishing all labor, equipment, time, materials and incidentals necessary to
II complete the work.
Prime coat, tack coat, sawcutting and temporary pavement markings will not be measured or paid
1 for directly but shall be considered subsidiary to ITEM 340, HOT MIX ASPHALTIC =PETE
PAVEMENT unless included as a separate pay item in Contract.
' Payment for work meeting specifications will be made under one of the following:
Pay Item hb. 340 It Mix Asphaltic Concrete Pavement, Type _, Level - Course - Per
II Ton
Pay Item Pb. 340-B: Hot Mix Asphaltic Concrete Pavement, _ in., Type _ - Per Square
1 Yard.
ED
1
Ref: 230, 232, 301, 306, 307, 864, 1804
1
Hot Mix Asphaltic
340 02/19/92 Page 9 Concrete Pavement
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
360.1 Description
This item shall consist of a pavement and /or base of Portland Cement concrete, with or without reinforcement as
indicated, with or without monolithic curbs. constructed as herein specified, on prepared subgrade or base course
in conformity with the thickness and typical cross sections indicated. Concrete to be considered of satisfactory
quality provided it is made (a) of materials accepted for job, (b) in the proportions established by the Contractor
and (c) mixed, placed. finished and cured in accordance with the requirements of this specification
360.2 Materials
(1) Ceinentitious Materials
Portland cement shall conform to ASTM C 150, Type I (General Purpose) and Type III (High Early
Strength). Type III cement shall be used when high early strength concrete is indicated. If the use of
high early cement is not specified and the Contractor desires to use It, he shall obtain written permission
from the Engineer prior to its use and shall assume all additional costs incurred by the use of such
cement All cement shall be of the same type and from the same source for a project unless written
peirnission if first received from the Engineer.
Bulk or sacked cement may be used and a bag shall contain 94 pounds net. All bags shall be in good
condition at the time of inspection. Bulk cement shall be weighed on approved scales as herein
prescribed
All cement shall be stored in a suitable weather tight building or bin which will protect the cement from
dampness. The cement shall be so stored as to provide easy access for proper inspection. Any cement
which has become partially set or which contains hard lumps or cakes or cement salvaged from
discarded or used bags shall not be used.
Fly ash (denoted by Texas DOT designations Type A and Type B) may replace 20 to 35 percent of a mix
design's Portland cement content by absolute volume. Fly ash shall not be used in mix designs with less
that five (5) sacks of Portland cement per cubic yard unless specifically permitted by the contract plans
01 project manual. Fly ash shall conform to the requirements of Item 405, "Concrete Admixtures ".
(2) Admixtures
Concrete admixtures conforming to Item No. 405, "Concrete Admixtures" may be used when approved
by the Engineer to minimize segregation, improve workability. reduce the amount of mixing water and to
provide normal hot weather concreting provisions. The use of admixtures shall not alter the appiuved
mix designs, except for water content.
(3) Coarse Aggregate
Item No. 360
Concrete Pavement
Coarse aggregate shall consist of durable particles of gravel. crushed blast furnace slag and/or crushed
stone of reasonably uniform quality throughout, free from injurious amounts of salt, alkali. vegetable
matter or other objectionable material, either free or as an adherent coating on the aggregate. It shall
not contain mole than 0.25 percent by weight of clay lumps nor more than 1.0 percent by weight of shale
nor more than 5.0 percent by weight of laminated and /or friable particles when tested in accordance with
Texas DOT Test Method Tex -413 -A
Coarse aggregate shall have a wear of not more than 45 percent when tested accurdrng to Texas DOT
Test Method Tex -410 -A and when tested by standard laboratory methods shall meet the following
gr ading iequnements:
360 112/19/93 1 Concrete Pa%cnun
Retained on 1 3/4 Inch sieve
Retained on 1 1/2 inch sieve
Retained on 3/4 Inch sieve
Retained on 3/8 inch sieve
Retained on No 4 sieve
0%
0to 5%
30 to 65%
70t0 90%
95 to 100%
Loss by Decantation Texas DOT Test Method 'Tex - 406 -A. 1.0% Maximum
'In the case of aggregate made primarily from crushing of stone. If the material finer than the 200 sieve
is definitely established to be the dust of fracture essentially free from clay or shale as established by
Part III of Texas DOT Test Method Tex - 406 -A, the percent may be increased to 1 5
When the plans do not require a monolithic pour of curb or curb and gutter. the Contractor may elect to
use the following gradation of coarse aggregate for curb or curb and gutter
Retained on 1 1/2 inch sieve 0%
Retained on 3/8 Inch sieve 5 to 30%
Retailed on No. 4 sieve 75 to 100%
Where the coarse aggregate is delivered on the job in 2 or more sizes or types, each type and /or size
shall be batched and weighed separately.
All aggregates shall be handled and stored in such a manner as to prevent size segregation and
contamination by foreign substances and maintain as nearly as possible in a uniform condition of
moisture. When segregation is apparent, the aggregate shall be remixed with suitable equipment as
required. At time of its use, the aggregate shall be free from frozen material and aggregate containing
foreign materials will be rejected. Coarse aggregate that contains more than 0.5 percent free moisture
by weight shall be stockpiled for at least 24 hours prior to use.
Adequate storage facilities shall be provided for approved materials. The intermixing of nonapproved
materials with approved materials either in stockpiles or in bins will not be permitted. Aggregates from
different sources shall be stored in different stockpiles unless otherwise approved by the Engineer.
(4) Fine Aggregate
Fine aggregate shall be free from injurious matenals of salt, alkali or vegetable matter. It shall not
contain more than 0 5 percent by weight of clay lumps. When subjected to the color lest for organic
impurities, Texas DOT Test Method Tex - 408 -A, the fine aggregate shall not show a color darker than
standard.
The fine aggregate shall have a tensile strength of mortar equal to or greater than the strength of
standard Ottawa sand mortar when tested in accordance with Texas DOT Test Method Tex -317 -D
• Unless specified otherwise, fine aggregate shall meet the following grading requirements:
Retained on 3/8 inch sieve 0%
Retained on No. 4 sieve 0 to 5%
Retained on No. 8 sieve 0 to 20%
Retained on No. 16 sieve 15 to 30%
Retained on No. 30 sieve 35 to 75%
Retained on No. 50 sieve 70 to 90%
Retained on No. 100 sieve 90 to 100%
Retailed on No. 200 sieve 97 to 100% -
Fine aggregate will be subjected to the Sand Equivalent Test, Texas DOT Test Method Tex-203-F. The
sand equivalent value shall not be less than 80
360 n2/19/93 2
Concrete Pas union
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
(5) Mineral Filler
Mineral filler shall consist of clean stone dust. crushed sand, crushed shell or other approved inert
material It shall meet the following requirements when tested in accordance with Texas DOT Test
Method Tex -401 -A
Retained on No. 30 sieve 0%
Retained on No 200 sieve 0 to 35%
Where line aggregate is delivered to the lob in 2 or more sizes or types. each type and /or size of
material shall be batched and weighed separately. Where mineral filler is used, it shall be batched and
weighed separately. At the time of Its use the fine aggregate shall be free from frozen material and
aggregate containing foreign material will be rejected
All fine aggregate shall be stockpiled for at least 24 hours prior to use.
(6) Mixing Water
Water for use in concrete and for curing shall be free from oils. acids, organic matter or other deleterious
substances and shall not contain more than 1,000 parts per million of chlorides as CI nor more than
1,000 parts per million of sulfates as 504.
Water from municipal supplies approved by the State Health Department will not require testing.
Contractor shall sample and test water from other sources and submit test results to the Engineer for
approval 10 days prior to proposed use.
Tests shall be made in accordance with "Standard Method of Test for Quality of Water to be used in
Concrete ". AASHTO Method T -26.
(7) Transit -mixed Concrete
The use of transit -mixed (ready- mixed) concrete will be permitted by the Engineer provided the batching
plant and mixer trucks meet requirements of quality specified herein.
When ready -mixed concrete is used, additional mortar (1 sack cement, 3 parts sand and sufficient water)
shall be added to each batch to coat the.drum of the mixer or agitator truck. Delivery of concrete to the
site of the work and its discharge from the truck mixer, agitator or nonagitating equipment shall be in
accoidance with the requirements of Item No. 410, "Concrete Structures ".
Ready -mixed concrete. batching plant and mixer truck operation shall include the following:
(a) A ticket system will be used that includes a copy for the construction inspector. The ticket will have
machine stamped time /date of the concrete batch, weight of cement, sand and aggregates; exact
nomenclature and written quantities of admixtures and water Any item missing or incomplete on the
ticket may be cause for rejection of the concrete.
(b) Sufficient trucks will be available to support continuous slab placements. The Contractor will satisfy
the Engineer that adequate standby trucks are available to support monolithic placement
requirements.
(c) A portion of the mixing water, required by the batch design to produce the specified slump, may be
withheld and added at the job site but only with the permission of the Engineer and under the
Inspector's observation. When water is added under these conditions, it will be thoroughly mixed
befuie any slump or strength samples are taken.
(8) Joint Sealer
Unless otheiwrse shown on the plans. joint sealant for concrete pavement used on airport runways and /or
taxiways shall be Texas DOT Class 5. All other joint sealant shall be Texas DOT Class 2.
3611 02 /19/93 3 Concrete Parcmenr
As a minimum, the joint sealant shall comply with the following. The manufacturer of the joint sealant
shall furnish certification that the product to be supplied meets or exceeds the specification.
(a) Class 2 (Hot Poured Rubber - Asphalt). This sealer shall be a rubber - asphalt compound which when
heated shall melt to the proper consistency for pouring and shall solidify on cooling at atmospheric
temperatures The sealer must be compatible with asphaltic concrete.
The material shall have the following properties when tested in accordance with Test Method Tex -
525-C
Penetration, 77' F, 150 grams, 5 seconds, max. 90 mm
Flow .5 hours 140 F, 75 degree incline. max. 3 mm
Resilience at 77° F. original material, min. 60 percent
Bond, 3 cycles at -20 F - - There shall be no crack in the Joint sealing material or break in the bond
between the sealer and the mortar blocks over 1/4 inch deep for any of the specimens after
completion of the test
(b) Class 5 (Low Modulus Silicone Sealant for Concrete Pavement) This material shall be furnished in
a one part silicone formulation which does not require a primer for bond to concrete. A backer rod
shall be required which will be compatible with the sealant. No bond or reaction shall occur between
the rod and sealant. The sealant shall adhere to the sides of the concrete joint. It shall not crack or
break when exposed to temperatures below 32° F.
The sealant material shall have the following properties:
Color Gray
Flow, MIL- 2- 8802D, Sec 4.8.4, max 0.2
Working time, minutes 10
Tack -free time at 77 F +/- 2 F, MIL- 2- 8802D,
Sec 4.8 7. minutes 60
Cure time at 77° F, days 7-14
Full Adhesion, days 14-21
As Cured - after 7 days at 77 F and 40% Relative Humidity
Elongation. rninimum percent 1200
Durometer Hardness, Shore A, ASTM D 2240, min 15
Joint movement capability.percent +100/ -50
Tensile Strength, maximum elongation, percent 100
Peal strength, psi 25
(9) Backer Rod
Backer Rod shall be expanded closed cell polyethylene foam compatible with sealant. No bond or reaction
shall occur between rod and sealant. Backer Rod shall be of sufficient width to be in compression after
placement.
(10) Joint Filler
Boards for expansion Joint filler and for contraction and longitudinal joints shall be of the size. shape and
type indicated.
Board shall be obtained from Redwood, Cypress, Gum, Southem Yellow Pine or Douglas Fir limber.
They shall be solid heartwood and shall be free from sapwood, knots. clustered birdseye, checks and
splits. Occa$ional sound or hollow birdseye, when not in clusters, will be permitted provided the board is
free from any other defects that will impair as usefullness as a Joint filler With the exception of Redwood
and Cypress, all boards shall have a creosote or pentachlorophenol treatment of 6 pounds per cubic foot.
When oven dried at 230° F to a constant weight, the weight of the board per cubic fool (minus
treatment), shall not be less than 20 pounds nor more than 35 pounds.
360 02/15/53 4 Concrete Pat canna
(11) Asphalt Board
Asphalt board when used as indicated shall be of required size, full depth of concrete placement and
uniform thickness When used in transverse joints, it shall conform approximately to shape of the
pavement crown as indicated. Asphalt board shall consist of 2 liners of 0.016 inch asphalt impregnated
paper filled with a mastic mixture of asphalt and vegetable fiber and /or mineral filler. Boards shall be
smooth, flat and straight throughout and shall be sufficiently rigid to permit easy installation Boards that
crack or shatter during installing and finishing operations will not be acceptable. Board shall be furnished
in lengths equal to 1/2 the pavement width or in lengths equal to the width between longitudinal joints
and may be furnished in strips or scored sheets of the required shape When tested in accordance with
Texas DOT Test Method Tex -524 -C the asphalt boards shall not deflect from the horizontal more than
3/4 inch in 3 1/2 inches. The asphalt board shall be placed such that they will not interfere with the
bonding of the joint sealer.
(12) Load Transmission Devices for Expansion and Contraction Joints
Approved load transmission devices, when indicated, shall meet the requnelnents specified herein
Smooth steel bar dowels, used when indicated, shall be of the size and type indicated and shall be open -
hearth, basic oxygen or electric- furnace steel conforming to the properties specified for grade 60 in
ASTM A 615. The free end of dowel bars shall be smooth and free of shearing burrs.
When Indicated, one end of each dowel bar shall be encased in an approved cap having an inside
diameter of 1/16 Inch greater than the diameter of the dowel bar. The cap shall be of such strength,
durability and design as to provide free movement of the dowel bar and shall be approved by the
Engineer prior to use. One end of the cap shall be filled with a soft felt plug or shall be void in order to
permit free movement of the dowel bar for a distance equivalent to 150 percent of the width of the
expansion joint used. The dowel caps and dowel bars shall be held securely in place by bar ties as
indicated. Mechanical methods of implanting dowel bars in the plastic concrete may be used when
appioved by the Engineer.
Where requit ed, dowel bars shall be coated with a plastic material meeting the requirements indicated.
Where red lead and oil bar coaling is indicated, the red lead may be of any standard commercial grade
and the oil shall be clean and no Tighter than Standard No. 30 SAE grade. Approved thinner and dryer
may be added to the red lead, but the material upon application shall be of such consistency that will
provide a uniform and heavy coating on the bar. Where asphalt bar coating Is indicated. the material
may be any standard grade of oil asphalt and shall be applied hot. Cutback asphalt will not be permitted
for bar coating.
(13) Metal Installing Devices for Joint Assembly
Metal installing devices for expansion and contraction joint assemblies (such as welded wire bar chairs,
bar stakes and marker channels, channel caps, etc.) shall be as indicated or may be similar devices of
equivalent or greater strength, approved by the Engineer. that will secure joint assembly in correct
position during the placing and finishing of concrete. Load transmission devices used in joint assemblies
shall be secured in position by a transverse metal brace of the type and design indicated or may be
secured in position by other approved devices of equivalent or greater strength that will provide positive
mechanical connection between the brace and each unit (or than by wire tie) and prevent transverse
movement of each load transmission device.
(14) Steel Reinforcement
Steel reinlurcing bars as required including tie bars shall be open- hearth, basic oxygen or electric-
!unlace new billet steel of Grade 60 or Grade 40 for concrete reinforcement as indicated. Bars that
require bending shall be Grade 40 conforming to the requirements of ASTM A 615.
High yield reinforcing steel shall be either (a) open - hearth. basic oxygen or electric - furnace new billet
steel conforming to ASTM A 615 Grade 60 or (b) rail steel bars for concrete reinforcement. conforming to
ASTM A 616 Grade 60. Bars produced by piling method will not be accepted. High yield reinforcing
Min 112/19/93 5 Cuncroe P:ncmcnl
steel bars shall be further identified by a special marking rolled into each bar. All reinforcing steel shall
be deformed bars conforming to the requirements of pertinent ASTM Specifications.
Where pretabrcated deformed wire mats are indicated or permitted, the wire shall be cold worked
deformed steel wire conforming to the requirements of ASTM A 496, except that steel shall be made by
open - hearth. electric- furnace or basic oxygen processes. The prefabricated deformed wire mats shall
conform to the requirements of ASTM A 497, except that wires used shall be deformed and transverse
wires shall project beyond the centerline of each edge longitudinal wire as indicated. Mats that have
been bent or wires dislocated or parted during shipping or project handling shall be realigned to within 1/2
inch of original horizontal plane of the mat. Mats with any portion of the wires out of vertical alignment
more than 1/2 inch after realignment and/or wires dislocated or mutilated so that, in the opinion of the
Engineer, they do not represent the original mat, shall be rejected. The reinforcement may be clamped
or wired so that the reinforcement will retain the horizontal and vertical alignment as indicated or as
approved by the Engineer. Deformed wire may be used for tie bars and load transfer bars that require
bending The nominal size, area and theoretical weight of reinforcing steel wires covered by this
provision are as listed in Table II. When fabricated steel bars or rod mats are indicated, the mats shall
meet requirements of ASTM A 184.
Table II
DIMENSIONAL REQUIREMENTS FOR
DEFORMED STEEL WIRE FOR CONCRETE REINFORCEMENT
Unit Cross
Deformed Weight Sectional
Wire Pounds Diameter Area Perimeter
Size No. Per Ft. Inches Sq. Inches Inches
1 2 3 4 5
0-1 0.034 0.113 0.01 0.355
D -2 0.068 0.159 0.02 0.499
D -3 0.102 0.195 0.03 0.612
D 0.136 0.225 0.04 0.706
0-5 0.170 0.252 0.05 0.791
0-6 0.204 0.276 0.06 0.867
0-7 0.238 0.298 0.07 0.936
D -8 0.272 0.319 0.08 1.002
D -9 0.306 0.338 0.09 1.061
D -10 0.340 0.356 0.10 1.118
0-11 0.374 0.374 0.11 1.174
D -12 0.408 0.390 0.12 1.225
0-13 0.442 0.406 0.13 1.275
0-14 0.476 0.422 0.14 1.325
0-15 0.510 0.437 0.15 1.372
0 0.544 0.451 0.16 1.416
D -17 0.578 0.465 0.17 1.460
0-18 0.612 0.478 0.18 1.501
D -19 0.646 0.491 0.19 1.542
D -20 0.680 0.504 0.20 1.583
D -21 0.714 0.517 0.21 1 624
0 0.748 0.529 0.22 1.662
D -23 0.782 0.541 0.23 1.700
0-24 0.816 0.553 0.24 1.737
0-25 0.850 0.564 0.25 1.772
0-26 0 884 0.575 0.26 1.806
0-27 0.918 0 586 0.27 1 841
D -28 0.952 0.597 0.28 1 876
0 0.986 0.608 0.29 1.910
0-30 1.020 0.618 0.30 1.942
0-31 1.054 0.628 0.31 1 973
360 02/19/93 6 Concrete P.■cwcnt
CoI. 1
The number following the prefix D Identifies the nominal cross sectional area of the deformed
wire in hundredths of a square inch Fractional sizes are also available between the sizes listed
Col. 2
The unit weight in pounds per foot is obtained by multiplying the cross sectional area in square
inches by 3 4.
Col. 3
The nominal diameter of a deformed wire is equivalent to the diameter of a plain wire having the
same weight per foot as the deformed wire.
CoI. 4
The cross sectional area is based on the nominal diameter. The area in square Inches may be
calculated by dividing the weight per lineal inch of specimen in pounds by 0.2833 (weight of 1
cubic inch of steel) or by dividing the weight per lineal foot of specimen in pounds by 3.4 (weight
of steel 1 inch square and 1 foot long).
Steel wire fabric reinforcement shall be of the gage and spacing indicated and shall conform to
the requirements of ASTM A 82. Longitudinal and transverse wires shall be electrically welded
together at all points of intersection and the welds shall be of sufficient strength that they will not
be broken during handling or placing. All welding and fabrication of fabric sheets shall conform
to the requiements of ASTM A 185. Welded steel wire fabric shall be furnished in sheets as
indicated and steel having been previously bundled Into rolls will not be accepted. An approved
hinge will be permitted in each sheet to provide for each heet longitudinally. When wire fabric 1s
used. it will replace only the longitudinal and transverse bars. The tie bars and load transmission
units at Joints will not be affected.
(15) Polyethylene Film
Polyethylene film shall be opaque pigmented white in color and shall be manufactured from virgin resin
without additives or scrap. It shall be sufficiently strong and tough to permit Its use under the conditions
existing on street paving work without being tom or otherwise rendered unfit for the purpose during the
curing period. The film shall have a minimum thickness of 4 mils (0.004 inch). shall have a minimum
tensile strength of 1,700 psi at 77° F in the longitudinal direction and 1.200 psi at 77° F in the transverse
direction and shall have a minimum elongation of 200 percent at 77° F in the longitudinal direction and
150 percent at 77° F in the transverse direction. The permissible percent moisture loss shall not exceed
2 percent after 24 hours and 4 percent after 72 hours. Tests for tensile strength and elongation will be
conducted in accordance with ASTM Designation: D 882, Method A. Tests for moisture retention will be
conducted in accordance with ASTM Designation: C 156.
(16) Membrane Curing Compound
Membrane curing compound shall conform to Item No. 409. "Membrane Curing ", Type 2 white
pigmented.
(17) Asphalt Curing
Where asphalt is to be placed on a concrete base, asphalt shall be used for curing concrete base, the
malerial shall conform to Item No. 301, "Asphalts, Oils and Emulsions" for RS -2 or RS -2h or as
indicated
3611 112/19/93 7 Concrete PJ,cIrlcnt
360.3 Equipment
(1) General
All equipment necessary for construction of this item shall be on project and shall be approved by
Engineer as to conditions before the Contractor will be permitted to begin construction operations on
which the equipment is to be used. When approved by the Engineer in writing, a commercial or
independently operated belching plant for measuring materials outside limits of the project may be used
(2) Mixer
The mixer furnished may be either a paving mixer (operated at site of construction or centrally located),
a stationary mixer (central mixer) or a paving mixer (truck mounted) that will produce adequately mixed
concrete meeting the specified requirements. The mixer, or mixers, shall conform to the following
requirements.
(a) Each mixer shall have attached in a prominent place a manufacturer's plate showing rated
capacity of the drum in terms of volume of mixed concrete and the recommended speed of
rotation of the mixing drum or blades.
(b) The stationary mixer (central mixer) or truck mounted paving mixer shall be operated at the
manufacturer's recommended speed.
(c) The size of the paving mixer shall not be less than that of a 27 - E paver. as established by the
Mixer Manufacturer's Bureau of Associated General Contractors. The paving mixer shall be
operated at a drum speed of not less than 16 revolutions per minute and not more than 22
revolutions per minute. Pickup and throwover blades in the drum of the mixer shall be replaced
when worn down 3/4 inch or more.
(d) Each truck mounted paving mixer shall be approved by the Engineer prior to use on the project. It
shall be classified as a "paving mixer" by the manufacturer and shall be so designed that a
uniform and low slump concrete (approximately 1 1/2 inch slump) can be mixed without aggregate
size segregation. The mixer shall be capable of discharging the low slump concrete at a speed of
10 seconds per cubic yard or faster.
(e) Each mixer shall be equipped with an approved automatic device for satisfactorily timing the mix
and locking the discharging device in order to prevent the discharging of the mixer before the end
of the required mixing period. This timing device shall operate a sounding device to signal plainly
the completion of the mixing time. When permitted by the Engineer a light signal device may be
used.
(f) Multiple drum mixers will be permitted provided their operation is properly synchronized. The
mixing time shall be determined exclusive of the time required to transfer concrete from one drum
to the next drum
(g) Each mixer shall be equipped with a water measuring device so constructed that rt will measure
the water within 1 percent of the total amount required for each batch. Unless the water is to be
weighed, the water measuring equipment shall include an auxiliary tank with a capacity greater
than that of the measuring tank and from which the measuring tank will be Filled by gravity flow.
The measuring tank shall be open to the atmosphere and shall be so placed and constructed that
the water for a batch can be discharged into a calibrated tank or weighing device for checking the
accuracy of water measurement without seriously delaying the paving operations. The Contractor
shall have a calibrated tank or weighing device available at all times at a location satisfactory to
the Engineer
(h) If a paving mixer is furnished and operated at the site of consuuction. rt shall be equipped with a
power controlled boom and bucket, so designed as to permit undoim distribution of the concrete
for the full width between pavement forms. Alternate equipment for distributing concrete may be
36n 1)2/17/13 R Concrete P.nenicnt
substituted when approved by the Engineer in writing, provided uniform distribution is obtained
without segregation.
(r) If central mixed concrete is used on the project, the Contractor shall provide equipment designed
to provide uniform distribution for the concrete for the full width between pavement forms without
segregation
(3) Transit -mix Trucks
When transit-mix (ready-mix) concrete is used, additional mortar (1 sack cement. 3 parts sand and
sufficient water) shall be added to the batch to coat the drum of the mixer or agitator truck. This shall be
required for every load of concrete. The mixing speed shall be attained as soon as all ingredients are in
the mixer Each complete batch (containing all the required ingredients) shall be mixed not less than 70
nor more than 100 revolutions of the drum at mixing speed.
A portion of the mixing water, required by the batch design to produce the desired slump, may be
withheld and added at the job site, but only with permission of the Engineer and under his supervision.
When water is added at the job site, 25 revolutions (minimum) at mixing speed, will be required to flush
down the blades after charging shall be accurately measured and included in the quantity of mixing
water. The introduction of the initial mixing water, except blade washdown water and that permitted in
this Article shall be prior to or simultaneous with the charging of the aggregates and cementitious
material
Mixing and agitating speed shall be as designated by the mixer manufacturer. All revolutions after
prescribed mixing shall be at agitating speed. Except for short periods of time during discharge, the
drum shall be kept in continuous motion from the time the mixing is started until the discharge is
completed.
Additional mortar, consisting of 1 sack cement, 3 parts sand and sufficient water, shall be added to the
batch to coat the drum of the transit mixer or agitator truck. This shall be required for every load of
concrete.
The loading of transit- mixers shall not exceed 63 percent of the drum volume. When used as an agitator
only, the loading of truck mixers shall not exceed 80 percent of the drum volume.
The balching plant and transit -mix trucks shall operate under the following system.
(a) A ticket system will be used that includes a copy for the construction inspector The ticket will
have machine stamped time /date of water /cement batch. weight of cement, fly ash (if applicable),
water. sand and aggregates, exact nomenclature and quantities of admixture. Any item missing or
incomplete on the ticket will be cause for rejection. Coded readouts may be used if approved in
advance by the Engineer.
(b) Sufficient trucks will be available to support continuous placements. The Contractor will satisfy
the Engineer that adequate standby trucks are available to support monolithic placement when
required.
(c) A portion of the mixing water, required by the batch design to produce the desned slump, may be
withheld and added at the job site, but only with the permission of the Engineer and under the
Inspector's observation. When water is added under these conditions, it will be thoroughly mixed
before any slump or strength beam emotes are taken
(4) Hauling Equipment
Batch hauling equipment for the Transportation of measured materials from the balching plant to the
mixer shall be equipped with tight covers which shall be used to prevent excessive evaporation of
moisture or any loss of matenal.
If a central mixer is used, concrete may be transported to the point of delivery in truck agitators or
nonagdating trucks.
3611 112/19/73 9 Concrete P t ■i ntenl
If a truck mounted paving mixer is used, it may be used to transport the concrete after mixing is
complete.
If nonagitator trucks are used they shall conform to the following requirements'
The bed of nonagitating hauling equipment shall be a smooth, mortar-tight. metal container. The hauling
equipment shall be capable of delivering the concrete to the work site in a thoroughly mixed and uniform
mass and capable of discharging the concrete at a satisfactory controlled rate without segregation If in
the opinion of the Engineer any appreciable segregation or accumulation of excess water and /or mortar
occurs on the surface of the concrete, this may be cause for rejection and this method of transporting the
concrete to the point of delivery shall be suspended as directed by the Engineer.
(5) Subgrade or Subbase Planer and Templates
Unless a stabilized subbase is provided, an approved subbase planer shall be provided, mounted on
visible rollers riding on the forms and having adjustable cutting blades which shall trim the subgrade to
the exact section as ndicated. The planer frame shall be heavy enough to remain on the forms at all
times and shall be of such strength and rigidity that, under a test made by changing the support from the
wheels to the center. it shall not develop a deflection for more than 1/8 inch. Tractive power equipment
used to pull the planer shall not be such as to produce ruts or indentations in the subgrade.
When the slrptorm method of paving is to be used, the subgrade planer will be operated on a prepared
track grade or controlled by an electronic sensor system operated from a stringline that establishes the
horizontal alignment and the elevation of the subbase.
A template for checking the contour of the subbase shall be provided and operated by the Contractor.
The template shall rest upon the side forms and shall be of such strength and rigidity that, under a lest
made by changing the support to the center, it shall not show a deflection of more than 1/8 inch. It shall
be provided with accurately adjustable rods projecting downward to the subgrade at 1 foot intervals and
these rods shall be adjusted to the required cross section of the bottom of the slab when the template is
resting upon the side forms. Where stabilized subbase is provided, use of a scratch template- will be
required.
(6) Forms
Side forms shall be of metal of approved cross section. The preferred depth of the form shall be equal to
the required edge thickness of the pavement. Forms with depth greater than the required edge thickness
of the pavement will be permitted
The length of form sections shall not be less than 10 feel and each section shall provide for staking in
position with not less than 3 pins. Flexible or curved forms of wood or metal of proper radius shall be
used for curves of 200 foot radius or less. Forms shall be of ample strength and shall be provided with
adequate devices for secure setting so that when in place they will withstand, without visible springing or
settlement, the impact and vibration of the spreading and finishing machinery. In no case shall the base
be less than 6 inches for a form 6 inches or more in height. The forms shall be free from warps, bends
or kinks and shall be sufficiently true to provide a reasonably straight edge on the concrete. The top of
each form section. when tested with a straightedge shall conform to the requirements specified for the
surface of the completed pavement. Sufficient forms shall be provided for satisfactory prosecution of the
work.
Outside curb fornis shall be of wood or metal of a section satisfactory to the Engineer, straight, free of
warp and shall be in a depth at least equal to the depth of the curb They shall be mounted on the
paving forms and securely attached thereto and maintained in true position during the placing of the
concrete Inside curb forms. if required. shall be of approved matenal -and of such design as to provide
the cuib required and shall be rigidly attached to the outside forms. -
360 112/17173 10 Concrete Pa■cment
(7) Concrete Spreader
Use of concrete spreader shall be required and it shall be a self - propelled machine having sufficient
power and traction to spread and strike off concrete without slippage on the forms. It shall be equipped
with a power driven device for spreading the concrete uniformly between the forms The spreading
device may be either a reciprocating blade, a screw conveyer or a belt conveyer The spreader shall be
capable of striking off the surface of the concrete between the forms in the longitudinal direction of the
slab at any required elevation.
Mechanically operated concrete spreaders of other designs, which uniformly distribute the concrete with
a minimum of segregation, may be used when approved by the Engineer.
(8) Slrpform Paver
With prior approval, the Contractor may place concrete with sllpform paver. This paver shall be
equipped with a longitudinal transangular finishing float adjustable to crown and grade and be
satisfactory to the Engineer. The float shall extend across the pavement practically to the side forms
and /or the edge of slab. A "string line" shall be used to provide grade control for the paver
(9) Mechanical Vibratory Equipment
All concrete placed for pavement shall be consolidated by approved mechanical vibrators operated
ahead the of transverse finishing machine and designed to vibrate the concrete internally and /or from the
surface. Vibratory members shall extend across the pavement practically to, but shall not come in
contact with the side forms. Mechanically operated vibrators shall be mounted in such manner as not to
interfere with transverse or longitudinal joints. The internal -type vibrators shall be spaced at not more
than 24 niches and shall be equipped with synchronized vibratory units. Separate vibratory units shall be
spaced at sufficiently close intervals to provide uniform vibration and consolidation to the entire width of
the pavement. The frequency in air of the interval spud type vibratory units shall be not less than 8,000
cycles per minute and not less than 5,000 cycles per minute for tube types and the method of operation
shall be as directed by the Engineer. The Contractor shall have a satisfactory tachometer available for
checking vibratory the elements.
The pavement vibrators shall not be used to level or spread the concrete but shall be used only for
purposes of consolidation. The vibrators will not be operated where the surface of the concrete, as
spread, is below the elevation of the finished surface of the pavement, except for the first lift of concrete
where double strike off method of placement is employed and the vibrators shall not be operated for
more than 15 seconds while the machine upon which they are installed is standing still.
The pan type vibratory units shall apply the vibrating impulses directly to the surface of the concrete.
The operating frequency shall be not less than 3,500 cycles nor more than 4,200 cycles per minute in air
The Contractor shall have a satisfactory tachometer available for checking the speed of the vibratory
elements.
Approved hand manipulated mechanical vibrators shall be furnished in the number required for provision
of proper consolidation of the concrete along forms, at joints and in areas not covered by mechanically
controlled vibrators. These vibrators shall be sufficiently rigid to insure control of the operating position
of the vibrating head.
Complete and satisfactory consolidation of the concrete pavement is a most important requirement of
this specification. Cores taken shall be carefully examined for voids. honeycombing or other evidence of
incomplete consolidation. If such evidence is present, changes in the consolidation procedures and/or
equipment will be made to insure satisfactory consolidation.
3( 112/19/93 11 Concrete P.ncmcnt
(10) Finishing Equipment
(a) The Transverse Finishing Machine
The Transverse finishing machine shall be provided with 2 screeds accurately adjusted to the crown
of the pavement, shall be power driven and mounted in a substantial frame equipped to ride on the
forms and shall be so designed and operated as to strike off and consolidate the concrete.
(6) Longitudinal Finishing
A transverse drag float may be used in lieu of the longitudinal finishing machine with the Engineers
approval. Finishing machines shall be maintained in a tight and good operating condition, accurately
adjusted to the required crown or profile and free from deflection. wobble or vibration tending to affect
the precision of finish Machines failing to meet these requirements will be condemned by the
Engineer and the Contractor shall provide approved equipment.
Where hand finishing is permitted under this specification, the Contractor shall provide a strike
template and a tamping template both of 4 by 10 inch lumber or equivalent metal section and at least
2 feet longer than the width of the pavement. Both templates to conform to the crown section of the
pavement and the tamp, if of wood, shall have a steel (ace not less than 3/8 inch in thickness. The
Contractor shall also provide a longitudinal float of approved design and not less than 14 feet in
length.
The Contractor shall furnish and maintain at least two standard 10 foot steel straightedges on the
work site at all times dunng the paving operations. The Contractor shall operate same in the
presence of the Engineer.
The Contractor shall furnish a sufficient number of bridges to nde on the forms and span the
pavement for finishing operations and for the installation and finishing of joints and center stripes. All
necessary finishing and edging tools shall be furnished as may be required to complete the pavement
as indicated.
360.4 Proportioning of Concrete
(1) Proportions
Concrete shall be composed of Cementitious Materials, fine aggregate. coarse aggregate, mineral filler
and /or admixture if used and water, mixed in the proportions designated by the approved Mix Design and
in the manner set forth in this specification. On the basis of job and laboratory investigations of the
proposed materials. the Contractor will fix proportions by weight of water, coarse aggregate. fine
aggregate, cemenlrtious materials, admixture and mineral filler where required, in order to produce
concrete of the specified strength and workability for the actual delivery time and site conditions to be
encountered. Where curbs are placed separately, the Engineer may allow aggregate gradation
conforming to Class A Concrete, Item No: 403, "Concrete for Structures'.
360 112/17/73 12 Cunerele P.nelueill
1
(2) Concrete Strength
The concrete mix to be designed to produce a concrete with the following requirements.
CONCRETE PAVEMENT
Item Test Value
Entrained Air Tex -416 -A
Water - Cement Ratio
gal. /sack, Maximum
Sacks Cement. Minimum
(94 pounds)
Coarse Aggregate Factor
Slump, inches Tex -415 -A
Flexural Strength
after 7 Day, psi
Flexural Strength
after 28 day, psi
Maximum Concrete Mix
Temperature F
Retarder. Regular Concrete increase in
time over 360.6(3) (3), minutes, Maximum
Cement Type
Entrained Air
Water- Cement Ratio
gal. /sack, Maximum
Sacks Cement, Minimum
(94 pounds)
Coarse Aggregate Factor
Slump, inches
Flexural Strength,
after 24 hours, psi
Flexural Strength,
after 3 days, psi
Flexural Strength,
after 7 Days
Flexural Strength,
after 28 Days
Maximum Concrete Mix,
Temperature F
650
Tex -410 -A 8 C -11 700
95
Tex -410 -A 8 C -11
HIGH EARLY STRENGTH CONCRETE
Item Test
Tex -416 -A
Tex -415 -A
Tex -420 -A 8 C -11 400
Tex -420 A 8 C -11 500
Tex -420 -A 8 C -11 700
Tex -420 -A 8 C -11 750
3 to 6 percent
6 25
6 per cubic yard
0 65 minimum - 0 85 max
1/2 to 2
60
Value
III
3 to 6 percent
6.25
95
7 per cubic yard
0.65 min - 0.85 max
1/2 to 2
360 112 /19/93 13 Concrete P.ncii' nt
The Contractor may submit a mix design using high range water reducing admixtures conforming to Item
No. 405, "Concrete Admixtures' in lieu of the concrete pavement mix specified and shall meet the
following requirements.
HIGH RANGE WATER REDUCING ADMIXTURES
SUPERPLASTERSIZER
CONFORMING TO SECTION 405, "CONCRETE ADMIXTURES"
Item Test Value
Entrained Air Tex -416 -A 3 to 6 percent
Water- Cement Ratio
gal /sack, Maximum 6 25
Sacks Cement, Minimum
(94 pounds) 6 per cubic yard
Coarse Aggregate Factor 0 65 min - 0.85 max
Slump, inches
before Admixture Tex -415 -A 1/2 to 2
Slump, Inches
after Admixture Tex -415 -A 4 to 10
Flexural Strength,
after 3 days, psi Tex -420 -A & C -11 550
Flexural Strength,
after 7 days, psi Tex -420 -A & C -11 700
Flexural Strength,
after 28 days, psi Tex -420 -A & C -11 750
Maximum Concrete Mix,
Temperature, F 100
Retarder, Regular Concrete
Over 360.6(3), Minutes
Maximum 120
High range water reducing admixtures shall be capable of maintaining the original slump until placement
and screeding, which may be 2 hours, without the addition of water. additional admixture or other
reternpering or remixing techniques.
(3) Workability of Concrete
Concrete shall be uniformly plastic, cohesive and workable. Workable concrete is defined as concrete
which can be placed without honeycomb and without voids in the surface of the pavement after the
specified finishing machine has been over a given area twice. Workability shall be obtained without
producing a condition such that free water appears on the surface of the slab when being finished as
specified. Where water appears on the surface of the concrete after finishing and this condition cannot
be corrected by reasonable adjustment in the batch design, the bleeding to be immediately corrected by
one of the following measures or a combination of two or more of the following listed measures:
(a) Redesign of the batch.
(b) Addition of mineral filler to fine aggregates.
(c) Increase of cement content.
(d) Use of an approved air entraining agent or or approved admixture.
In the event that the measures taken do not eliminate the bleeding immediately, concrete placerent
operations will be suspended, as directed by the Engineer, by placing a bulkhead or "header" as
indicated and according to applicable requirements for intentional stoppage of placement in )tern No
360, "Concrete Pavement" of this specification and will remain suspended until such time as additional
trial mixes demonstrate that a nonbleeding batch design has been achieved Farling to achieve a
3511 112/19/93 14 Contrcle Pa%cmcnt
satisfactory laboratory batch design the Contractor will be required to use ddleienl materials and to
submit samples thereof for additional trial mixes and pilot beams
The mix will be designed with the intention of producing concrete which will have a slump of 1 1/2
Inches The slump shall not be less than 1/2 inch nor more than 2 inches
(4) Mix Design -
The Contractor shall perform at his own expense and be responsible for the design of the concrete mix
The mix design shall be prepared and sealed by a person qualified and experienced in such work
Establish proportions on the basis either of laboratory trial batches or of field experience with the
materials to be employed.
Complete concrete mix design data shall be submitted to the Engineer for approval at least 10 days
before concrete placement begins. Submittal of the mix shall be accompanied by such test data and
certifications as may be necessary to demonstrate compliance with specification requirements. Approval
of this mix design to in no way relieve the Contractor of responsibility for the quality of the concrete.
It shall also be the responsibility of the Contractor to determine and measure batch quantity of each
ingredient, including water, not only for batch designs but for all concrete produced for the project, so
that the mix conforms to these specifications.
Trial batches shall be made and tested using all the proposed ingredients prior to the placing of concrete
and also when the aggregate and/or type, brand or source of cement or admixture is changed. When the
brand and/or source of cement only is changed, the Engineer may waive trial batches only if a prior
record of satisfactory performance of the cement has been established.
Mix designs used successfully on previous or concurrent jobs may be approved by the Engineer without
trial batches if it is shown that there is no substantial change in any of the proposed ingredients.
The Contractor shall prepare concrete test beams of each mix design, cure and test at the age of 7 days.
From these preliminary tests the water - cement ratio required to produce concrete of the specified
strength will be selected by the Contractor for approval by the Engineer. The Contractor may at any time
present in writing a suggested mix design and if the Engineer concurs with the suggested design, the
Contractor shall conduct trial batches necessary to determine its acceptabilrty'under these specification
. requirements
The Contractor shall furnish and operate the mixer approved for use on this project unless the concrete
is 10 be furnished from a transit mix (ready -mix) plant. For mixing the concrete to be used in making the
preliminary test specimens, a minimum 1 cubic yard batch shall be mixed or a batch of sufficient size to
afford proper mixing, whichever is the greater. In lieu of the above mixer and procedure, the Contractor
may furnish a portable mixer of ufficient rated capacity to mix a minimum 3 sack batch: in which case,
the batch mixed for the preliminary test not to be less than the rated capacity of the mixer furnished. A
coaling batch will be mixed prior to mixing for test beams.
No additional compensation to be allowed for equipment, materials or labor involved in making job mix
design test specimens.
After the mix proportions and water- cement ratio required to produce concrete of the specified strength
have been determined, placing of the concrete may be started, The strength of the concrete in the
completed pavement will be determined by flexural strength test specimens made, cured and tested as
provided in Texas DOT Bulletin C -11. Modifications of the mix design may be requested by the
Contractor on basis of conformity of the strength of these test specimens with the requirements and
intent of this specification.
Changes in the water- cement ratio and the mix design, including an increase in cement factor if
necessary, will be made when the average 7 day flexural strength of the concrete, as indicated by the
last 10 flexural strength values (modulus of rupture) obtained from tests of beams made from concrete of
the same water- cement ratio, departs from the desired minimum average strength by more than 4
percent.
360 112/19/93 15 Concrete P.i,cmcnt
(5) Construction Testing:
Straightedge surface testing to be carried out as prescribed above.
The Engineer shall take lest beams for flexural strength values on a random basis. A test to consist of
the average of 2 beams for regular concrete and 4 beams for high early strength concrete and high
range water reducing admixture concrete. Tests shall be made for each 500 square yards constructed,
in accordance with SDHPT Bulletin C -11. Additional tests may be taken as delerrnined by the concrete
placement conditions or for adequately determining the strength of concrete where the early opening of
the pavement to traffic is dependent upon concrete strength tests. No extra compensation will be
allowed for materials and work involved in fulfilling these requirements.
360.5 Construction Methods
(1) Preparation of Subgrade
Where stabilized subbase is not provided, the subgrade shall be excavated as required, all unstable or
otherwise objectionable material removed and all holes, ruts and depressions filled with approved
material and compacted. Rolling and sprinkling shall be performed when and to the extent required and
the roadbed shall be completed to or above the plane of the typical sections, lines and grades indicated
or as established by the Engineer. The subgrade shall be proof rolled and any soft areas shall be
repaired before the forms are placed. In the event that the proof rolled subgrade is exposed to rainfall or
other conditions which may soften the subgrade, corrective measures shall be taken and the subgrade
shall be proof rolled again.
The subgrade planer shall be operated from approved forms immediately ahead of paving operations
and the subgrade shall be finished to the exact section of the bottom of the pavement as indicated.
Miele traveling form pavers are used, the subgrade planer to operate on a prepared track grade or be
controlled by electronic sensors operating from a stringline that establishes line and grade. It shall be
tested with the approved template, operated and maintained by the Contractor. The subgrade shall be
maintained in a smooth, compacted condition in conformity with the required section and established
grade until the pavement is placed and shall be kept thoroughly wetted down sufficiently in advance of
placing any pavement to insure its being in a firm and moist condition for at least 2 inches below the
prepared surface. Sufficient subgrade shalt always be prepared in advance to insure satisfactory
prosecution of the work.
No equipment or hauling shall be permitted on the prepared subgrade. except by special permission of
the Engineer, which will be granted only in exceptional cases and only where suitable protection in the
form of 2 ply timber mats or other approved material is provided.
(2) Placing and Removing Forms
The subgrade under the forms shall be firm and cut true to grade so that each form section when placed
will be firmly in contact for its whole length and base width and exactly at the established grade. Any
subgrade under the forms below established grade shall be corrected. using suitable material, placed,
sprinkled and rolled as directed. Forms shall be staked with at least 3 pins for each 10 fool section A
pin shall be placed at each side of every joint Form sections shall be tightly joined and keyed to prevent
relative displaceineitt Forms shall be cleaned and oiled each time they are used.
Forms shall be set for a sufficient distance in advance of the point where conciele is being placed to
permit a finished and approved subgrade length of not less than 300 feet ahead of the mixer.
Conformity of the grade and alignment of forms shall be checked immediately prior to placing concrete
and necessary corrections made by the Contractor Where any form has been disturbed or any subgrade
becomes unstable. the form shall be reset and rechecked. In exceptional cases, the Engineer may
require suitable stakes driven to the grade of the bottom of the forms to afford additional support.
Sufficient stability of forms to support the equipment operated and to withstand as vibration without
spnnying of settlement shall be required. If forms settle and /or deflect over 1/8 inch under finishing
opeiahons, paving operations shall be stopped and the forms shall be reset to line and grade.
360 112/17173 16 Concrete Patemenr
Forms shall be leveled using cement - stabilized material containing not less than 1 1/2 sacks of cement
per ton of mix as placed. The aggregate gradation and water content shall be determined by the
Contractor. The ement - stabilized material shall be sufficiently plastic to insure filling voids underneath
the paving forms Paving equipment will not to be permitted on the forms until the cement stabilized
material has cured for at least 12 hours.
Forrns shall remain in place for not Tess than 8 hours after the concrete has been placed. Forms shall be
carefully removed in such a manner that little or no damage will be done to the edge of the pavement.
Any damage resulting from this operation shall be immediately repaired. After the forms have been
removed, the ends of all joints shall be cleaned and any honeycombed areas pointed up with approved
mortar and the surfaces protected with curing material conforming to Item No 409, "Membrane Curing"
Immediately after pointing is complete. the form trench, if used, shall be filled with granular material or
earth from the shoulders in such manner as to shed water from rainfall and prevent curing material from
washing away from the edge of pavement. On completion of the required curing, the subgrade or
shoulders adjacent to the pavement shall be placed and compacted in condition to maintain drainage.
360.6 Concrete Mixing and Placing
(1) Mixing Methods
The concrete shall be mixed in a mixer conforming to the requirements of this item.
(2) Mixing
The aggregates. mineral filler if required, cementitious matenals • and water shall be measured
separately. introduced into the mixer and mixed for a period of not less than 50 seconds nor more than
90 seconds. measured from the time the last aggregate enters the drum to the time discharge of the
concrete begins. The required water shall be introduced into the mixing drum during the first 15 seconds
of mixing. The entire contents of the drum shall be discharged before any materials of the succeeding
batch are introduced. -
' .t
The Engineer may increase the minimum mixing time to that necessary to produce thoroughly mixed
concrete based on inspection or appropriate uniformity tests. The mixing time may be varied at any
time as necessary to produce acceptable concrete.
If a central mixer is used. the concrete shall be discharged into the specified hauling equipment and
delivered to the road site. If truck agitators are used, the concrete shall be continuously agitated at not
less than 1 nor more than 6 rpm as directed by the Engineer.
The maximum size of the concrete batch, absolute volume. shall not exceed 120 percent of the rated
size of the mixer (40.8 cubic feel maximum batch for 34 cubic foot paver). Spilling of material from the
mixer drum shall be corrected by reducing the size of the batch. Retempering or remixing of concrete
will not be permitted.
The initial batch of concrete mixed after each time the mixer is washed out shall be enriched by
additional mortar. The additional mortar shall be 1 sack of cement and 3 parts of sand
When transit -mix (ready -mix) concrete is permitted, the botching plant shall meet the requirements of
Item 403. "Concrete for Structures ".
(3) Placing
Unless otherwise indicated, the concrete may be placed by using forms or by use of a slipform paver.
Any concrete not placed as herein prescribed within 30 minutes after mixing shall be rejected and
disposed of as directed except as provided otherwise herein. If in the opinion of the Engineer. the
temperature. wind and/or humidity conditions are such that the quality of conciele will not be adversely
affected, the specified placing time may be extended by a maximum of 45 minutes. Concrete with high
range water reducing admixture shall not be placed after the slump has dropped by 3 inches or more.
Except by specific written authorization of the Engineer, concrete shall not be placed when the
360 02/19/93 17 Concrete Pas mull
temperature is below 40 F and falling but may be placed when the temperature is above 35 F and rising,
the temperature being taken in the shade and away from artificial heat.
When the temperature of the air is above 85 F, an approved retarding agent will be required in concrete.
The maximum temperature of all regular concrete placed shall not exceed 95 F, unless otherwise
specified
When Lurncr is being placed in cold wear, the Contractor shall have available a sufficient supply of an
approved coveting material to immediately protect concrete if the air temperature falls to 32 F or below,
before concrete has been placed 4 hours Such protection shall remain in place during the period the
temperature continues below 32 F or for a period of not more than 5 days. Neither salt nor other
chemical admixtures shall be added to the concrete to prevent freezing. The Contractor shall be
responsible tor the quality and strength of concrete under cold weather conditions and any concrete
damaged by freezing shall be removed and replaced at his expense. Concrete shall not be placed
before sunrise and shall not be placed later than will permit finishing of the pavement during sufficient
natural light.
Concrete shall be placed only on approved subgrade or subbase and unless otherwise indicated, the full
width of the pavement shall be constructed monolithically. The concrete shall be deposited on the
subgrade or subbase in such manner as to require as little rehandling as possible. Where hand
spreading is necessary, concrete shall be distributed to the required depth by use of shovels. The use of
rakes will not be permitted. Workmen will not be permitted to walk in the concrete with any earth or
foreign material on their boots or shoes. The placing of concrete shall be rapid and continuous.
When the concrete is to be placed in separate lanes, the junction line shall not deviate from the true line
more than 1/2 inch at any point and shall be finished as indicated.
The mixer shall not be located on completed pavement, except as herein provided, but may be located
on the subgrade of that lane of the pavement being constructed, as provided under "Preparation of
Subgrade ". When limited space, in the opinion of the Engineer, requires operation of the mixer on
completed pavement, the mixer may be so operated provided the concrete has attained the minimum
average flexural strength required and provided suitable protection to the pavement in the form of 2 ply
timber mats or otherwise approved material is provided.
Concrete shall be distributed. to such depth that when consolidated and finished, the slab thickness
indicated will be obtained at all points and the surface shall not, at any point. be below established grade.
Special care shall be exercised in placing and spading concrete against forms and at all joints to prevent
the fanning of honeycombs and voids.
Concrete for the monolithic curbs shall be the same as for the pavement and if carried back from the
paving mixer shall be placed within 20 minutes after being mixed. It may be placed from the separate
mixer, if desired, but in any case must be placed while the pavement concrete is still plastic. When
sawed joints are used, curbs shall be doweled as indicated and poured after sawing. Curbs doweled on
and placed separately may be placed with an extrusion machine.
If a central mixei or botcher is used, the Contractor shall provide a system satisfactory to the Engineer
for determining that concrete delivered to the road meets the specified requirements for mixing and time
of placing
Unless orwrse indicated. 2 mixers or transit mixers will be required where the double strike off method is
employed.
(4) Reinforcing Steel and Joint Assemblies
All reinforcing steel. including steel, welded wire fabric reinforcement. tie bars, dowel bars and load
transmission devices used in accordance with plan provisions shall be accurately placed and secured in
position in accordance with details indicated. Reinforcing bars shall be securely wired together at
alternate intersections, following a pattern approved by the Engineer and at all splices and shall be
securely wired to each dowel intersected. When wire fabric is used, it shall replace only the longitudinal
and transverse bars and shall be securely wired together at all splices and to each dowel intersected.
31,4) 02/19/73 18 Concrete Palenrent
When welded wire fabric is selected, the Contractor shall pour the lower half of the slab. place the
welded wire fabric and place the remaining concrete Tie bars shall be installed in the required positron
by the method and device indicated. Bar coaling indicated and of material specified, shall be completed
and the bars and coating shall be free of dirt or other foreign matter at the time of installation in the
concrete
Tightly adhered scale or rust which resists removal by vigorous wire brushing need not be removed
except that excessive loss of section to the reinforcement due to rust shall be cause for rejection
Excessive loss of section shall be defined as loss of section to the extent that the reinforcement will no
longer meet the physical requirements for the size and grade of steel specified.
Where indicated, an assembly of parts at pavement joints. the assembly shall be completed. placed at
required location and elevated and all parts ngidly secured in required position by the method and
devices indicated. Dowel bars shall be accurately installed in joint assemblies as indicated, each parallel
to the pavement surface and to the center line of the pavement and shall be rigidly secured in the
required position by such means as indicated that will prevent their displacement during placing and
finishing of the concrete. Unless specifically authorized by the Engineer in writing, the load transmission
devices shall be accurately installed in joint assemblies indicated, each unit vertical with its length
parallel to the center line of the pavement and all units shall be ngidly secured in required position by
such means as indicated that will prevent their displacement during placing and finishing of the concrete.
Header boards, joint filler and other material used for forming joints shall be accurately notched to
receive each load transmission device. All load transmission devices shall be free of rust and clean
when installed in the concrete.
The Contractor has the option of substituting welded wire fabric in place of reinforcement bars. The
welded wire fabric selected shall have an area and distributron_of steel at least equal to the plan
requirements The Contractor shall submit their proposed design to the Engineer for approval before any
material is ordered.
If welded wire fabric is used, the entire width of the bottom layer of concrete to be struck off to conform
to the cross section and elevation indicated. The reinforcement shall then be placed immediately upon
the concrete, after which the top layer of concrete shall be placed, struck off and screeded. • Any portion
of the bottom layer of concrete which has been placed more than 15 minutes without being covered with
the top layer of concrete shall be removed and replaced with freshly mixed concrete at the Contractor's
expense.
(5) Joints
(a) General
All transverse and longitudinal joints when required in the pavement shall be of the types indicated
and shall be at required location, on required alignment, in required relationship to tie bars and joint
assemblies and in accordance with details indicated. When no transverse joints are indicated, joints
shall not exceed 40 feet. Such stakes, braces, brackets or other devices shall be used as necessary
to keep the entire joint assembly in true vertical and honzontal position. Where concrete base is
overlaid by asphaltic concrete, the joints to be prepared as specified herein, but joint sealing will not
be required unless indicated.
If necessary for proper installation of the sealer, excessive spatting of the joint groove shall be
repaired to the satisfaction of the Engineer.
Careful workmanship shall be exercised in the construction of all joints to insure that the concrete
sections are completely separated by an open joint or by the joint materials and to insure that the
joints will be true to the outline indicated. The Contractor shall install joint materials which will
function as a compatible system. Joint sealer shall not be placed where a bond braker is present.
Gieen concrete or wet sawed joints are permitted provided the Contractor cleans the joint within 5
minutes after cutting with a 3000 psi water blast followed by a minimum of 7 day cure and sand blast
the saw cut immediately prior to placing joint sealer.
3b11 112/19193 19 Concrete Paienrent
Dry sawed joints are permitted provided the Contractor sand blasts the saw cut immediately prior to
placing joint sealer
(b) Expansion Joints
Transverse expansion joints shall be formed perpendicular to the centerline and surface of pavement
and shall be constructed in accordance with the sequence of operations indicated. After the
transverse finishing machine and before the longitudinal finishing machine have passed over the
joint, the Contractor shall test the joint filler for correctness of position and make any required
adjustment in the position of the filler and shall install the joint seal space form as indicated. After
removal of the joint seal form as indicated, the joint seal space above the joint filler shall be
thoroughly sandblasted or machine routed to remove all projecting concrete, laitance, dirt or foreign
matter, The concrete faces of the joint seal space shall be left true to line and section throughout the
entire length of the joint. On completion of cunng of the pavement. the joint sealing filler of the type
specified shall be placed as indicated. The faces of the joint seal space shall be clean and surface
dry at the lane joint sealing filler is placed. On completion of the joint seal. the pavement adjacent to
the joint shall be left free of joint sealing material. The joint seal space shall be exactly above and not
narrower than the joint filler with no concrete overhangmgs.
(c) Weakened Plane Joints
Weakened plane joints shall consist of transverse contraction joints and longitudinal joints and shall
be formed or sawed as indicated. When the joints are sawed, the saw shall be power driven, shall be
manufactured especially for the purpose of sawing concrete and shall be capable of performing the
work. Saw blades shall be as indicated. Tracks adequately anchored. the chalk, string line or other
approved methods shall be used to provide true alignment of the joints. The concrete saw et a alll tbe
maintained in good operating condition and the Contractor shall keep a standby power
project at all times when concrete operations are under way.
If membrane curing is used, the portion of the seal which has been disturbed by sawing operations
shall be restored by the Contractor by spraying the areas with additional curing seal.
Forming. finishing and sealing of the joint seal space shall conform to this item, described above and
details indicated.
(d) Contraction Joints
Transverse contraction joints shall be formed or sawed joints perpendicular to the centerline and
surface of the pavement and shall be constructed by the method and in the sequence of operations
as indicated. Where sawed joints are used, contraction joints at intervals indicated shall be sawed as
soon as sawing can be accomplished without damage to the pavement and before 24 hours after the
concrete has been placed, the exact time to be approved by the Engineer. The remaining contraction
joints shall be sawed in a uniform pattem as directed by the Engineer and they shall be completed
before uncontrolled cracking of the pavement takes place. All joints shall be completed before
placing concrete in succeeding lanes and before permitting traffic to use the pavement.
(e) Longitudinal Joints
Longitudinal joints shall be of the type or alternate types indicated and shall be constructed of
specified materials in accordance with provisions indicated Longitudinal joints shall be constructed
accurately to required lines, shall be perpendicular to the pavement surface at the joint and the
pavement surface over and adjacent to the joint shall be finished as specified.
Longitudinal joints shall be sawed as soon as sawing can be accomplished without damage to the
pavement. Sawing shall not cause damage to the pavement and the groove shall be cut with a
minimum of spatting No traffic (including construction traffic) shall be permitted on pavement until
the longitudinal joint is cut
3G0 02/19/93 20 Com.rele Panc
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(f) Construction Joints
Intentional stoppage of the placing of the concrete shall be at either an expansion joint or at a
weakened plane joint The following provisions shall govern for each type of joint at which the
placing of concrete is stopped:
1 When the placing of concrete is stopped at an expansion joint. the complete joint assembly shall
be Installed and rigidly secured in required position as indicated. A bulkhead of sufficient cross
sectional area to prevent deflection, accurately notched to receive the load transmission devices
or dowels, as the case may be. and shaped accurately to the cross section of the pavement shall
be provided and installed as a back -up for the joint filler and rigidly secured in required position to
permit accurate finishing of the concrete up to the joint After the conciete has been finished to
the joint. formation of the joint seal space and finishing of the joint shall be executed as specified
herein and as indicated. The backup bulkhead shall remain in place until immediately prior to the
time when concrete placement is resumed, then it shall be carefully removed in such manner that
no element of the joint assembly will be disturbed The exposed portion of the joint assembly shall
be free of adherent concrete, dirt or other material at the time placing of concrete is resumed.
2 When placing of concrete is stopped at a weakened plane joint, all applicable provisions of
paragraph (a) above shall apply in addition to the following requirement.
The face of the bulkhead adjoining the slab end shall be notched and grooved to fit the exposed
half section of the joint assembly and shall be shaped to form the slab end at the center of the
joint as indicated. The 1/2 width of joint seal space may be formed by a strip of required section
placed and removed as indicated for construction of transverse contraction joints The
Contractor shall have available a bulkhead shaped to section of the pavement. This bulkhead
must be drilled to permit the continuation of all longitudinal reinforcing steel through the
construction joint and shall be of sufficient section and strength to prevent deflection.
3 When load transmission devices are not provided in the design, intentional stopping of placement
of concrete shall occur in the middle of a slab. Provisions shall be made to provide a bulkhead
which will accommodate tie bars of the same length, size and spacing as tie bars used for the
longitudinal joints. When the concrete placement is resumed, the bulkhead shall be removed
without bending tie bars or damaging the concrete. The joint seal space and sealer shall be the
same as for longitudinal joints.
Immediately upon the unintended stoppage of the placing of conciete, the Contractor shall place
the available concrete to a line and install the above described bulkhead at right angles to the
centerline of the pavement, perpendicular to the surface and at the required elevation. Concrete
shall be placed and finished to this bulkhead. Any concrete remaining on the subgrade ahead
shall be removed and disposed of as directed by the Engineer. When placing of concrete is
resumed before the concrete has set to the extent that the concrete will stand on removal of the
bulkhead, the new concrete shall be rodded with the first. An edge created by a construction joint
of this type shall have a joint seal space and shall be sealed as required for contraction joints.
(6) Joint Sealers
(a) Class 2 Material
This material shall be melted in an approved oil -bath kettle equipped with temperature indicators and
continuously operated mechanical agitators The material shall not be heated above 450 F and any
material heated above that temperature will be rejected.
For placement in vertical joints (curb faces, etc.) either of the following procedures may be used.
(1) An amount of the mixed material may be set aside until partial curing has taken place and
carefully trowelled into the joint with a suitable tool.
(2) The portion of the joint in the roadway shall be poured and cured. The vertical curb faces shall
then be taped or formed and the material poured into the vertical joint from the top.
3611 112/19/93 21 Cuncrctc Pa\cluent
(b) Class 5 Material
This material together with backer rods shall be applied as indicated in accordance with
manufacturer's recommendations
(7) Asphalt Board
Premolded materials, wherever used, shall be anchored to the concrete on one side of the joint by
means of copper wire or nails not lighter than No. 12 B and S gage Such anchorage shall be sufficient
to overcome the tendency of the material to fall out of the joint. The Contractor shall not contaminate
joints to receive Class 5 Joint Material with asphalt from the asphalt board.
(8) Curbs
The curb shall be constructed in lengths equal to the adjoining pavement slab lengths and expansion
joints shall be provided in the curb opposite each transverse expansion joint in the pavement. Expansion
joint material shall be of the same thickness, type and quality as indicated for the pavement and shall be
of the section as indicated for the curb All expansion joints shall be carried through the curb, sidewalk
and retaining walls when these items are indicated.
When sawed joints are provided for the pavement, the curb placement shall be delayed until all
transverse joints have been sawed. To provide bond for the curb. dowel bars shall be placed as
indicated while the pavement concrete is still plastic.
Weakened plane joints shall be formed in monolithic curbs at a spacing to coincide with the joints in the
concrete pavement. The joints shall be formed by inserting in the curb an asphaltic board strip cut to
conform to the shape of the curb When the concrete is sufficiently set, the joint on the top and face of
curb shall be grooved with an approved type of grooving tool.
A finish coat of mortar shall be applied on the exposed surfaces of the monolithic curbs. The mortar
shall be composed of 1 part of Portland Cement and 2 parts of fine aggregate. A mortar coat will not be
required for extruded curbs.
The curb lace. lower radius and top of curb shall be plastered with the sand - cement mortar. The mortar
shall be applied with a template or "mule" made to conform to the curb dimensions as indicated All
exposed surfaces of the curb shall be finished with a steel trowel and brushed to a smooth and uniform
surface. The mortar finish as required shall be subsidiary to this item.
(9) Machine Finishing
All concrete pavement shall be finished mechanically with approved power - driven machines, except as
herein provided. Hand finishing will be permitted on the transition from a crowned section to a
superelevaled section without crown on curves, on straight line super elevation sections less than 300
feet in length, on that portion of a widened pavement outside normal pavement width and on sections
where the pavement width is not uniform, isolated, narrow in width or required monolithic widths are
greater than that of available finishing machines.
Machine finishing of pavement shall include the use of power - driven vibrators, power - driven transverse
strike off and screed or such alternate equipment as may be substituted and approved under this item
All concrete pavement shall be consolidated by a mechanical vibrator. As soon as concrete has been
spread between the forms, the approved mechanical vibrator shall be operated to consolidate the
concrete and remove all voids. Hand manipulated vibrators shall be used for areas not covered by the
mechanical vibratory unit.
The transverse finishing machine shall first be operated to compact and finish pavement to the required
section and grade. without surface voids. The machine shall be operated over each area as manytimes
and at such intervals as directed. At least 2 trips will be required and the last trip over a given area shall
36n 02/19/93 22 Concrete Pavement
be a continuous run of not less than 40 feet. After completion oI finishing with the transverse finishing
machine. a transverse drag float may be used.
The consistency of the concrete as placed should allow completion of finishing operations without the
addition of water to the surface. When field conditions are such that additional moisture is needed for
the final concrete surface finishing operation, the required water shall be applied to surface by fog spray
only and shall be held to a minimum.
After finishing is complete and the concrete still workable, the surface shalt be tested by the Contractor
for trueness with an approved 10 foot straightedge The straightedge shall be operated from the side of
the pavement. placed parallel to the pavement centerline and passed across the slab to reveal any high
spots or depressions. The straightedge shall be advanced along the pavement in successive stages of
not more than 1/2 its length. Practically perfect contact of the straightedge with the surface will be
required and the pavement shall be leveled to this condition, in order to insure conformity with the
surface test required below after the pavement has fully hardened. Any correction of the surface
required shall be accomplished by adding concrete if required and by operating the longitudinal float
over the area. The surface test with the straightedge shall then be repeated
For one Lane pavement placement and uniform widening, the equipment for machine finishing of
concrete pavement shall be as directed by the Engineer but shall not exceed requirements of these
specifications.
After completion of the straightedge operation, as soon as construction operations permit, texture shall
be applied with 1/8 inch wide metal tines with clear spacing between the tines being not less than 1/4
inch nor more than 1/2 inch.
If approved by the Engineer, other equipment and methods may be used, provided that a surface
texture meeting the specified requirements is obtained. The texture shall be applied transversely. It is
the intent that the average depth resulting from the number of tests directed by the Engineer be not less
than 0.060 inch with a minimum texture depth of 0.050 inch for any one test when tested in accordance
with Texas DOT Test Method Tex - 436 -A. Should the texture depth fall below that intended, the
finishing piocedures shall be revised to produce the desired texture.
(a) Emergency Procedures
The Contractor shall have available at all times hand rakes with tines for the purpose of providing
textures in the event of equipment breakdown.
The Contractor also shall have available a conventional garden spray type can containing a
commercially available monomolecular film compound. This shall' be applied in the case of
equipment breakdown or other emergencies to prevent the pavement from drying too rapidly. The
use of this product will give the Contractor additional time to provide adequate texturing.
After completion of texturing and about the time the concrete becomes hard, the edge of the slab
and joints shall be carefully finished with an edger in a workmanlike manner and the pavement shall
be left smooth and true to line
(10) Hand Finishing
Hand finishing shall be resorted to only in those conditions provided for above and upon specific
authorization by the Engineer. When hand finishing is permitted. concrete shall be struck alt with an
approved strike off screed to such elevation that when consolidated and finished the surface of the
pavement to conform to the required section and grade. The strike template shall be moved forward
with a combined transverse and longitudinal motion in the direction work is progressing. maintaining the
template in contact with the forms and maintaining a slight excess of material in front of the cutting
edge. The Concrete shall then be tamped with an approved tamping template to compact the concrete
thoroughly and eliminate surface voids and the surface screed to required section.
Alter completion of a strike off, consolidation and transverse screeding, a hand- operated longitudinal
float shall be operated to test and level the surface to the required grade.
3611 02/19/93 2.3 Concrete Pa‘cnIent
Workmen shall operate the float from approved bridges riding on the forms and spanning the pavement.
The longitudinal float shall be held in contact with the surface and parallel to the center line and
operated with short longitudinal strokes while being passed From one side of the pavement to the other
If contact with the pavement is not made at all points. additional concrete shall be placed. if required
and screed and the float shall be used to produce a satisfactory surface Care shall be exercised to
keep the ends of the float from digging Into the surface of the pavement. After a section has been
smoothed so that the float maintains contact with the surface at all points in being passed from one side
to the other. the bridges may be moved forward half the length of the float and the operations repeated.
Other operations and surface tests shall be as required for machine finishing.
(11) Surface Testing:
After the concrete has been placed 12 hours or more, the Engineer will test the surface of the pavement
with a 10 fool straightedge placed parallel to the centerline. Unless specified otherwise, the surface
shall not vary from the straightedge by more than 1/16 inch per fool from the nearest point of contact
and in no case shall the maximum ordinate from a straightedge to the pavement be greater than 1/8
inch Any high spots causing a departure from the straightedge in excess of that specified to shall
ground down by the Contractor to meet the surface test requirements. Where the texture of the
pavement is removed by extensive grinding, the texture shall be restored by grooving the concrete to
meet the surface finishing specifications.
(12) Curing
All concrete pavement shall be cured by protecting it against loss of moisture for a period of not less
than 72 hours from the beginning of the curing operations. Immediately after finishing operations have
been completed, the entire surface of the newly laid concrete shall be covered and cured in accordance
with the requirements specified for whichever of the following methods the Contractor may elect. Newly
laid concrete base to be overlaid by asphaltic concrete shall not be cured by "Membrane Curing" and
surfaces not to be overlaid by asphaltic concrete shall not be cured by "Asphalt Cunng ". In all cases in
which curing requires the use of water, the curing shall have prior nght to water supply or supplies.
Failure to provide sufficient cover material of the type the Contractor elects to use, failure to maintain
saturation in wet curing methods, lack of water to adequately take care of both curing and other
requirements or other failures to comply with curing requirements shall be cause for immediate
suspension of concreting operations. The covering material used in curing shall be removed as
necessary to saw joints or to comply with the requirements for "Surface Test". The concrete surface
shall be maintained wet with a water spray if indicated and the covering material replaced immediately
on completion of sawing and testing and any required surface correction.
(a) Waterproofed Paper Curing
Immediately after the finishing of the surface has been completed and the concrete has taken its
initial set. it shall be wetted with water applied in the form of a fine spray and covered with
waterproofed paper so placed and weighted as to cause it to remain in intimate contact with the
surface. Waterproofed paper used for the curing of concrete pavement shall be of a type and
quality approved by the Engineer. It shall be sufficiently strong and lough to permit its use under
the conditions existing on street paving work without being torn or otherwise rendered unfit for the
purpose during the curing period. The paper covering shall be maintained in place continuously
for not less than the specified curing period
The waterproofed paper shall be prepared to form blankets of sufficient width to cover the entire
surface and both edges of the pavement slab and such blankets shall not be more than 60 feet in
length. All joints in the blankets occasioned by joining paper sheets shall lap not less than 5
inches and shall be securely sealed with asphalt cement having a melting point of approximately
180 F Blankets shall be placed to secure an overlap of at least 12 inches and this lap securely
weighted to form a closed joint.
3611 _ 112/17/73 24 Concrete Pal einent
The waterproofed paper blankets shall be adequately weighted to prevent displacement or
billowing due to wind and the paper folded down over the side of the pavement shall be secured
by a continuous bank of earth Plowing of this windrow into place will not be permitted
All tears or holes appearing in the paper during the curing period shall be rrnmedialely iepaiied by
cementing patches over such defects. It shall be the Contractors responsibility to prevent damage
to paper blankets which would affect their serviceability and effectiveness as a concrete curing
method. Blankets may be rejected by the Engineer at any time when, in his opinion, they do not
provide an airtight covering.
Paper blankets rejected on account of pinholes or minor tears may be continued in service by
folding the blanket over lengthwise, first thoroughly spraying 1/2 the blanket with the asphalt
cement used for seams. The 2 thicknesses shall be firmly pressed together and well cemented.
Blankets shall be of a width sufficient to Cover the pavement surface and both edges. Doubled
blankets may be rejected for the same cause as provided for single blankets All paper blankets
condemned by the Engineer shall be immediately marked by the Contractor for identification and
then destroyed or stored entirely separate from approved blankets.
No walking on paper shall be permitted at any time and in locations where pedestrian traffic
cannot be entirely controlled, the Contractor shall provide walkways and barricades or shall
substitute other permissible curing methods on such sections of pavement.
(b) Polyethylene Film Curing
Immediately after the finishing of the surface has been completed and the concrete has taken its
initial set, it shall be wetted with water applied in the form of a fine spray and covered with the
polyethylene film so placed and weighted as to cause it to remain in intimate contact with the
surface The polyethylene film covering shall be maintained in place continuously for not less than
the specified curing period.
The film shall be prepared to form blankets of sufficient width to cover the entire surface and both
edges of the pavement slab. All joints in the blankets occasioned by joining film sheets shall lap
not less than 12 inches. All joints shall be sealed in a manner acceptable to the Engineer to
provide a moisture -proof lap.
The polyethylene film blankets shall be adequately weighted to prevent displacement or billowing
due to wind and the film folded down over the side of the pavement shall be secured by a
continuous bank of earth. Plowing of this windrow into place not to be permitted.
All tears or holes appearing in the polyethylene film dunng the curing period shall be immediately
repaired by placing acceptable moisture proof patches over such defects or by replacing the
blankets. It shall be the Contractors responsibility to prevent damage to the film blankets which
would affect their serviceability and effectiveness as a concrete curing method. Blankets may be
rejected by the Engineer at any time when, in his opinion. they do not provide an airtight covering
Polyethylene film blankets rejected on account of pinholes or minor tears may be continued in
service when repaired to an airtight condition. All polyethylene film blankets condemned by the
Engineer shall be immediately marked by the Contractor for identification and then destroyed or
stored entirely separate from approved blankets.
Should the film blanket be damaged or tom for any cause during the first 72 hours of the curing
period such damage to be repaired immediately.
(c) Membrane Curing
Immediately after the finishing of pavement has been completed and after the free surface
moisture has disappeared, the pavement shall be sprayed uniformly with a curing compound.
Membrane curing shall conform to Item No. 409, "Membrane Curing ", Type 2 while pigmented.
Should the film of compound be damaged from any cause before the expiration of 72 hours after
original application, the damaged portions shall be repaired with additional cornpound. Unless
3611 112/17/93 25 Concrete Pal molt
otherwise indicated, membrane curing shall be used when the concrete (except that concrete to be
used as a base) is placed with a slipform paver.
(d) Asphalt Curing
Where emulsified asphalt is used for curing concrete base, the material shall conform to lem No.
301, "Asphalts, Oils and Emulsions ", for the type and grade shown on the plans. The rate of
application may vary between the limits of 1 gallon per 180 square feet and 1 gallon per 90 square
feel The rate of application will be determined by the Engineer, after observation of sections
where amounts varying between the above limits have been applied If it is found necessary to
add water to the emulsion for the proper distribution through the spray, this may be done upon
approval of the Engineer. When the emulsion is diluted with water the amount of the applied
mixture shall be increased to give a coverage of the original emulsion between the limits as set
out herein. Care must be taken to properly mix the emulsion and water and to keep the mixture
well agitated during application.
(13) Protection of Pavement
The Contractor shall erect and maintain the bamcades Indicated and such other standard and approved
devices as will exclude public traffic and traffic of the Contractor's employees and agents from the newly
placed pavement for a minimum of 14 days. Portions of the roadway or crossings of the roadbed
required to be maintained open for use by traffic shall not be obstructed by above required barncades.
Crossings of the pavement indicated or by construction sequence, during the period prior to opening to
traffic as herein Indicated. shall be provided with an adequate and substantial bridge approved by the
Engineer
Curb to be backfilled to the full height of the concrete, tamped and sloped as indicated or as directed by
the Engineer. The top 4 inches of backfill shall be of clean, friable soil capable of supporting plant life.
This material shall also be free of stones and all other debris.
(14) Opening Pavement to Traffic
The pavement shall be closed to traffic, including vehicles of the Contractor, until the concrete is at
least 14 days old and has attained an average modulus of rupture acceptable to the Engineer. This
period of closure to traffic may be extended if, in opinion of the Engineer, weather or other connditions
make it advisable to provide an extension of the time of protection.
At the end of the 14 day period and as long thereafter as ordered by the Engineer and if so desired by
the Contractor, the pavement may be opened for use by vehicles of the Contractor provided the gross
weight (vehicle plus Toad) of such vehicles does not exceed 14,000 pounds. Such opening, however,
shall in no manner relieve the Contractor from his responsibility for the work. On those sections of the
pavement thus opened to traffic, all joints shall first be sealed, the pavement cleaned and topsoil placed
against the pavement edges or behind the curb where turf or vegetation is to be established before
permitting vehicles thereon.
After the concrete in any section is 14 days old or as long thereafter as ordered by the Engineer, such
section oI pavement may be opened to all traffic indicated or when so directed by the Engineer. On
those sections of the pavement thus opened to traffic, all joints shall first be sealed, the pavement
cleaned and 4 inches of top soil placed against the pavement edges and all other work performed as
required for the safety of traffic Such opening, however, shall in no mariner relieve the Contractor from
his iesponsibildy for the work.
When High Eaily Strength Concrete, resulting from the use of Type III cement as indicated is used, the
pavement may be opened to all traffic after the concrete is 7 days old or as long thereafter as ordered
by the Engineer. subject to the same provisions governing the .opening after 14 days as above
indicated
Where the Contractor desires to move any equipment not licensed for operation on public streets, on or
across any pavement opened to traffic, he shall protect the pavement from damage by means of 2 ply
360 1)2/19/93 26 Concrete Prsemenl
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timber mats of 2 inch stock or runways of heavier material laid on a layer of earth, all as approved by
the Engineer
(a) Emergency Opening to Traffic
The Engineer may require the opening of pavement to traffic prior to the minimum time specified
above under conditions of emergency which in his opinion require such action in the interest of the
public In no case shall the Engineer order opening of the pavement to traffic within less than 72
hours after the last concrete in the section is placed The Contractor shall remove all obstructing
materials, place earth against pavement edges and perform other work involved in providing for the
safely of traffic as required by the Engineer in ordering emergency opening. Orders for emergency
opening of the pavement to traffic will be issued by the Engineer in writing
360.7 Penalty for Deficit Pavement Thickness or Strength
The adjustment in unit prices provided for in this item will apply only when measurement for payment is by the
square yard.
It is the intent of this specification that the pavement be constructed in strict conformity with the thickness,
strength and typical sections indicated. Where any pavement is found not so constructed, the following rules
relative to adjustment of payment for acceptable pavement and to replacement of faulty pavement shall govern.
(1) Pavement
The pavement will be core drilled after any grinding operations have been completed for surface corrections
prior to final acceptance. Locations of core tests may be selected by the Engineer; however, spacing
interval for core tests, as specified herein, is to be maintained. The thickness of the pavement will be
determined by measurement of the cores in accordance with Texas DOT Test Method Tex - 424 -A.
For the purpose of establishing an adjusted unit price for pavement. units to be considered separately are
defined as 1000 linear feet of pavement in each traffic lane starting at the end o f the pavement bearing the
smaller station number. The last unit in each lane to be 1000 feet plus the fractional part of 1000 feet
remaining. Traffic lane width will be as shown on typical sections and pavement design standards.
For the purpose of establishing an adjusted unit price for ramps. widening, acceleration and deceleration
lanes that are machine placed, isolated pavements of traffic lane width but less than 1000 feet in length and
other areas designated by the Engineer, units to be considered separately are defined as 1000 square yards
of pavement or fraction thereof.
One core will be taken at the location selected by the Engineer or at random in each unit. When the
measurement of the core from any unit is not deficient more than 0 2 inch from the plan thickness, full
payment will be made. When the measurement of the core from any unit is deficient more than 0.2 inch but
not more than 0.75 inch from the plan thickness, 2 additional cores will be taken from the unit and the
average of the 3 cores determined. The 2 additional cores from any 1000 foot unit will be taken at intervals
of not less than 300 feet. The 2 additional cores from any 1000 square yard unit will be taken at locations
such that the pavement in the unit will be well represented. If the average measurement of these 3 cores is
not deficient more than 0.2 inch from the plan thickness, full payment will be made. If the average
thickness of the 3 cores is deficit more than 0.2 inch but not more Than 0 75 inch from the indicated
thickness, an adjusted unit price as provided below will be paid for the areas represented by these cores.
In calculating the average thickness of the pavement, measurements which are in excess of the specified
thickness by more than 0.2 inch will be considered as the specified thickness plus 0.2 inch and
measurements which are less than the specified thickness by more than 0.75 inch will be considered as the
specified thickness less 0.75 inch.
When the measurement of any core is less than the specified thickness by more than 0 75 inch. the actual
thickness of pavement in this area will be determined by taking additional cores at 10 foot intervals parallel
to the center line in each direction from the deficient core until, in each direction, a core is taken which is not
deficient by more than 0.75 inch. Exploratory cores for deficient thickness will not be used in averages for
36it 112/19/)3 27 Cuncictc Palcnicnt
adjusted ill price. Exploratory cores are to be used only to determine the length of pavement in a unit that
is to be left in place without pay and /or removed and replaced as provided herein.
(2) Price Adjustments
After any grinding or milling operations have been completed to meet the surface testing requirement of
this specification. if average thickness of pavement is deficient in thickness by more than 0.2 inch, but
not more than 0 75 inch. payment will be made at an adjusted price as specified in the following table.
360.8 Measurement
Concrete Pavement Deficiency
Deficiency in Thickness Proportional Part
Determined by Cores of Contract Price
Inches Allowed
0.00 to 0.20 100 percent
0.21 to 0.30 80 percent
0.31 to 0.40 72 percent
0.41 to 0.50 68 percent
0.51 to 0.75 57 percent
Any area of pavement found deficient in thickness by more than 0.75 inch but not more than 1 inch or
1/8 of the indicated thickness, whichever is greater, shall be evaluated by the Engineer. If, in the
judgment of the Engineer, the area of such deficiency should not be removed and replaced, there will be
no payment for the area retained. If, in the judgment of the Engineer, the area of such deficiency
warrants removal, the area shall be removed and replaced at the Contractor's entire expense, with
concrete of the thickness indicated.
Any area of paveinent found deficient in thickness by more than 1 inch or more than 1/8 of the indicated
thickness, whichever is greater, shall be removed and replaced, at the Contractor's entire expense, with
concrete of the thickness indicated.
No additional payment over the contract unit price will be made for any pavement of a thickness
exceeding that indicated.
(1) When Indicated. concrete pavement will be measured. by the square
and accepted work. The surface area will be so constructed to also
slab extending beneath the curb. When concrete pavement is to be
monolithic curb Is required, measurements for "Monolithic Curb" will
place.
(2) When indicated, concrete pavement, including monolithic curb when
cubic yard of absolute volume of materials entering the mixture.
yard of surface area of corpleted
include that portion of pavement
measured by the square yard and
be by the linear foot complete in
required, will be measured by the
360.9 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 price bid for "Concrete Pavement ". of the depth Indicated, "Concrete
Pavement (High Early Strength)" of the depth indicated and "Monolithic Curb" of the type indicated (when
pavement is measured by the square yard), as required or adjusted unit price for pavement of deficient thickness
as provided under "Deficient Pavement Thickness ", which price shall be full compensation for shaping and fine
grading the roadbed, including furnishing and applying all water required, for furnishing, loading and unloading,
storing, hauling and handling all concrete ingredients, including all freight and royalty involved, for placing and
adjusting forms, including supporting material or preparing track grade, for mixing, placing, finishing. sawing,
cleaning and sealing joints and cunng all concrete, for furnishing and installing all reinforcing steel, for furnishing
all materials for sealing joints and placing longitudinal, expansion and weakened plane joints. including all steel
dowel caps and load transmission devices required and wire and devices for placing, holding and supporting
361) 112/19/93 28 Concrete Patenient
steel bars, load transmission devices and joint filler material in properposition, for coating steel bars where
complete the work
Excavation required by this item in the preparation of the subgrade and for completion of the parkway will be
measured and paid for in accordance with provisions governing the Items of "Street Excavation" and "Borrow ".
respectively, with provision that yardage to be measured and paid for once only, regardless of manipulations
involved. Measurement of subgrade excavation for payment shall be limited to a total width of that of pavement
plus 1 foot on each side
Sprinkling and rolling required for the compaction of the rough subgrade in advance of fine grading will be
measured and paid for as indicated in the governing items of excavation Maintenance of a moist condition of
the subgrade in advance of fine grading and concrete placing will not be paid for directly but shall be considered
subsidiary work. as provided above.
Payment will be made under one of the following:
Pay Item No 360 -A: In Concrete Pavement - Per Square Yard.
Pay Item No. 360 -AH: In. Concrete Pavement (High Early Strength) - Per Square Yard.
Pay Item No. 360 -AS: In. Concrete Pavement (High Range Water Reducing Admixture) - Per Square Yard
Pay Item No. 360 -8. Monolithic Curb - Per Linear Foot.
Pay Item No. 360 -C: Concrete Pavement Including Monolithic Curb - Per Cubic Yard.
End
Ref: 360, 403, 405, 410
A
360 1)2 /19193 29 Conc re rc Pa. emcnl
403.1 Peecs-iption
This item shall govern quality, storage, handling, proportioning and mixing of materials for
Portland cement concrete construction of buildings, bridges, culverts, slabs, prestressed
concrete and incidental appurtenances.
403.2 Materials
Concrete shall be composed of Portland cement or Portland cement end fly ash, water, aggregates
(fire and coarse), and admixtures proportioned and mixed as hereinafter provided to achieve
specified results.
(1) Cementittous Materials
Itea !b. 4Q3
Concrete for Structures
Portland cement shall conform to ASfM C 150, Type I (General Purpose), Type II
(General Purpose with Moderate Sulfate Resistance) and Type III (Sigh Early
Strength). Type I shall be used when none is specified. Type I and Type 111 mall
not be used when Type II is specified. Type III may be used in lieu of Type I when
the anticipated air temperature for the succeeding 12 hours will not exceed 60 P.
All cement stall be of the same type and from the same source for a monolithic
placement.
Fly ash (denoted by TFX designations Type A and Type B) may replace 20 to 35 percent
of a mix design's Portland cement content by absolute volume. Fly ash stall not be
used in mix designs with less than five (5) sacks of Portland cement per cubic yard'
unless •specifically permitted by the contract plants or project manual. Ply Ash may
be used in all other classes of concrete, except that Type B fly ash shall not be
used with Type II cement. Fly ash shall conform to the requirements of .It® 405,
"Concrete Admixtures."
(2) Mthpdrg'vater
Water for use in concrete and for curing stall be potable water free of oils, acids,
organic matter or other deleterious substances and shall not contain more than 1,000
parts per million of chlorides as Cl or sulfates as SO
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 stall conform to AASIIIO Method T 26 except where such methods are in
conflict with provisions of this specification.
(3) Coarse Aggregate
Coarse aggregate shall consist of durable particles of crushed or uncrushed gravel,
crushed blast furnace slag, crushed stone or combinations thereof; free from frozen
material or injurious =tons 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 lumps, 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 PT Test Method I C -413-A. It shall have ewer of not
more than 40 percept when tested in accordance with S03PF Test Method TEX -410-A.
403 06/28/91 1
Camiete for Structures
lhless otherwise indicated, coarse aggregate shall be subjected to 5 cycles of the
soundness test conforming to BUFF Test Method TEX- 411-A. The loss shell not be
greater than 12 percent when sodium sulfate is used or 18 percent when msagrwsitn
sulfate is used.
Coarse aggregate shall be washed. The loss by Decantation (S03Pr Tent Method
TDC- 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 SOMPT Test Method I-406-A, the percent may 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 shall not exceed 0.85. The coarse aggregate factor may not be less than 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. lhcnnshed gravel, polished
aggregates and clear resilient coatings are not acceptable for exposed aggregate
pedestrian surfaces (i e sidewalks, driveways, medians, islands, etc.). Glade 5
aggregates shall be used for exposed aggregate finishes.
When tested try approved methods, the coarse aggregate including combinations of
aggregates when used, shall conform to the grading requirements shown in Table 1.
Table I Coarse i 1 tf Gradation Chart (I 4014, Percent Retained)
Grade Size 2 1/2" 2" 1 1/2" 1" 3/4" 1/2" 3/8" No. 4 Non. 8
1
2
3
4
5
2 1/2"
1 1/2"
1"
1"
3/4"
0
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) Fie Aggregate
Fine aggregate shall consist of clean, hard, durable and uncoated particles of
natural or mnannfactured 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 shall not contain more than
0.5 percent by weight of clay lumps. When subjected to color test for organic
impurities per SHPT Test Method 1Elt- 408-A, it shall not Shwa 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 canforming to Sir
Test Method TEX- 612,J.
403 06/79/91 2 Concrete for Structures
1
1
1
1
1
1
1
1
1
1
;1
1
1
1
1
1
1
1
When tested by approved methods, the fine aggregate, including ombinatioro of
aggregates, when used, shall conform to the grading requirement, arum in Table 2
Table 2z Pine AggtegateGradaticn Chart (TEK 401-, Percent Retained)
4 I No. 8 I No. 16 I No. 30 I No. 50 I No. 100 I No. 200
0 0-5
1 1 0-20 1 15-50 1 35-75 1 65-90 1 90 -100 1 97 -100
1 1 1 1 1 1 1
Where sand equivalence is greater dam 85, retairege on No. 50 sieve spy be 65 to 94
percent. Where menufactuted sand is used in lieu of natural [rand, the percent
retained on Nb. 200 sieve shall be 94 to 100. Send equivalent per S M Tait Method
1F7C- 203 -F shall not be less thsn 80 nor less than otherwise indicated, whichever is
greeter. The fineness modulus will be determined by addirg 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 stall be between
2.30 and 3.10. For Class B concrete, the fineness modulus shall be between 2.40 and
2.90.
(5) Mineral Filler
.
Mineral filler shall consist of stone dust, clean crushed send, approved fly ash or
other approved inert material.
(6) Mortar (Grout)
Mortar for repair of concrete shall assist of 1 part cement, 2 parts finely graded
sand and enogh eater 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
403.4 Storage of Aggregates
All admixtures stall newly with the requirements of ITEM 405 CCRRIME AEPODUFS.
Calcium chloride -based admixtures shall not be approved.
403.3 Storage of Gaut and Ply Ash
Cerrart and fly ash shall be stored in separate and well ventilated, weatherproof buildirgs or
approved bins which will protect the mterial from dampness or absorption of moisture. Storage
facilities shall be easily accessible and arch shipment of packaged cement shall be kept
separated to provide for identification and inspection. Engineer may permit small quarrtities
of sacked cement to be stored in the open for a eardmm of 48 hours on a raised platform and
under waterproof covering.
Aggregates shall be stockpiled in sizes to facilitate blending. If the ate is not
stockpiled on a hard, man- contaminant base, the bottom 6 inch layer of the stockpile shall not
403 06/22/91 3 Concrete for Structures
be used without recleaning the aggregate. Where space is limited, stockpiles shall be
separated by walls or other appropriate barriers. Aggregate shall be stockpiled and protected
from the weather a minimm of 24 hours prior to use to minimize free moisture content. When
stockpiles are too large to protect from the weather, accurate and continuous means acceptable
to the Engineer shall be provided to monitor aggregate temperature and moisture. Aggregates
shall be stockpiled and handled such that segregation and contamination are minimized.
403 5 Measurement of Materials
Water shall be accurately metered. Fine and coarse aggregates, mineral filler, bulk cement and
fly ash shall be weighed separately. Allowances shall be made in the water volume and
Aggregate weights 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, begs, individually and entire
shipments, may not vary by more than 3 percent from the specified weight of 94 pounds per bag.
The average bag weight of a shipment shall be determined by weighing 50 begs 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 Texas- registered Professional Engineer to conform with requirements contained herein, to ACI
211.1 or SAP Bulletin C-11 (and supplements thereto). Contractor shall perform, at his own
expense, the wort required to substantiate the design, including testing of stregth 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 mist 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 aggregates. Provided that the fineness
modulus did not deviate by more than 0.20 or that the reproportianed 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 an the approval of the mix may be granted by the
Engineer. Updated cement, fly ash, and admixture certifications shall accanpany the
resutuittal.
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 ratading agents shall
be required for hot weather, large mass, and continuos slab placements. Air entraining agents
may be used in all mixes but most be used in the cusses indicated on Table 4. Unless approved
by the Fnginreer, mix designs shall not exceed air contents for extreme exposure conditions as
recommended by ACI 211.1 for the various aggregate grades.
403.7 (basistency and Quality of accrete
Consistency and quality of concrete should allow efficient placement and completion of
finishing operations before initial set. Retenpering shall not be allowed. When field
conditions are such that additional moisture is needed for final concrete surface finishing
40 3 11/22/91
4 Concrete for Structures
operation, required water shall be applied to surface by fag spray only and shall be held to a
minimum. Concrete shall be workable, cohesive, possess satisfactory finishing qualities and of
stiffest consistency that can be placed and vibrated into a homogeneous mass within slump
requirements specified in Table 3. Excessive bleeding shall be avoided and in no case will it
be permissible to expedite finishing and drying by sprinkling the surface with cement powder.
No concrete will be permitted with a slump in excess of the maximums shown unless water
reducing admixtures have been previously approved. Sluff values shall conform to SDHPT Test
Method TER- 4l5-A.
Table 3: S12 Requirements
Skimp, inches
Type of Construction Max. Kin.
Cased Drilled Shafts '4 3
Reinforced Foundation Caissons and Footings 3 1
Reinforced Footings and Substructure Stalls 3 1
Uncased Drilled Shafts 6 5
Thin - Called Sections (9 inches or less) 5 4
Prestressed Concrete Members 5 4
Precast Drainage Structures 6 4
Hall Sections over 9 inches 4 3
Reinforced Building Slabs, Bay, Columns and Halls 4 _1
Bridge Decks 4 - 2
Pavements, Fixed -form 3 1
Pavements, Slip -form 1 1/2 ._1/2
Sidewalks, Driveways and Slabs m ( taped 4 2
Curb & Gutter, Hand- vibrated 3 `,1
Curb & Gutter, Band- tamped or spaded 4 • 2
Curb & Gutter, Slip- form/extrusion mschine 2 1/2
Heavy Mass Construction 2 1
High Strength Concrete 4 3
Riprap and Other Miscellaneous Concrete 6 1
Under Hater or Seal Concrete 6 5
During progress of the work, Engineer or City's testing laboratory shall cast test cylinders
and/or beams as a check on cagressive 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 campanents shall be checked prior to discharging. Eccludirg
mortar material for pee- coating of the mixes drtm [ 403.8(2)] and adjustment for moisture
content of admixtures and aggregates, material campments shall fall within the rage of + 1X
for water, _+ 2% for aggregates, + 3% for cent, -2X for fly ashd and within manufacturer
remme
mded dosage rates for admixtures except that air entrairme nt shall be + 1 -1/2 points of
the mix design requirements.
Unless otherwise specified, concrete mix temperature shall not exceed 90° F swept in mixes
with high range water reducers where a madman mix temperature of 100 P will be allowed.
Cooling an otherwise acceptable mix by addition of water or ice will not be allowed.
403 06/28/91 5 Concrete for Structures
1 Sk Cement
Glass 1 Per CY
Min: 28
Day psi
Min. Beam 1 *Max. W/C
7 Day psi 1 Patio
Coarse
A. No.
it_Ct
1,2,3,4,5
,E a .. 2 4 ,!R 4 j
2,3,4,5
1,2,3,4,5
2,3,4
0
,c
x
A
4
ir
o
A
3,4
2,3,4,5
2,3,4,5
2,3,4,5
Test beams or cylinders be ad for small placements such as manholes, inlets,
culverts, T.invalls, etc. Engineer may vary the number of tests to a minimum of 1 for each 25
cubic yards day period.
Test beans 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 !veneer 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 expanse,
accept 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 cornforming to SD1P1 Test Method TIDF -418 -A or
TF7( 420 If required strength or consistency of class of concrete being produced cannot be
secured with minimum cementitious material specified or without exceeding madam
water /cementitious material ratio, Contractor will be required to furnish different aggregates,
use a water reducing agent, an air entraining agent or increase cmettitiow material content
in order to provide concrete meeting these specifications. Test specimens shall be aced wing
the same methods and under the sane conditions as the concrete represented. Design strength
been and cylinders shall be cured conforming to S[EPr Bulletin C-11 (end supplements thereto).
When control of concrete quality is by 28 day compressive tests, job omtrol 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.
Motes:
Table 4: Classes of Ccn rete
1 Grade 1 coarse aggregate may be used in massive foundations only (except cased
drilled shafts) with 4 inch minims clear spacing between reinforcing steel.
2. When Type II cement is used in (lees C or S concrete, the 7 day beam break
requirement will be 550 psi; with Class A, 460 psi., minion.
3. *The design water - cement ratio shall be appropriately adjusted for mixes with fly ash
per ACI 211.1 or SEPM C-11 (and supplements thereto), as applicable.
403 06/28/91 6 Cc Crete for Structures
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
4. **Maximum air design contents for the five grades of coarse eggreegte, unless
otherwise approved by Engineer, are: 4.5Z for Grade 1, 5.SY for Grade 2, and 6.0%
for Grades 3, 4, and S.
403.8 Mimdng and Mixing Equipment
All equipment, tools and machinery used for hauling materials and performing any part of the
work shall be maintained in s.mh condition to insure completion of the work vithout excessive
delays.
Mixing shall be done in a mixer of approved type and size that vill produce uniform
distribution of material throughout the mass and shall be capable of producing concrete meeting
requirements of ASIM C 94, Reedy -mixed Concrete and these specifications. Mixing equipment
shall be capable of producing sufficient concrete to provide required quantities. Entire
contents of the drum shall be discharged before any materials are placed therein for a
succeeding batch. Improperly mixed concrete shall not be placed in a structure. The mixer may
be batched by either volumetric or %eight sensing equipment and shall be equipped with a
suitable timing device that will lock the discharging monism and signal vixen specified time
of mixing has elapsed.
(1) Proportioning ad !tiring Equipment
For all miscellaneous concrete placements, a mobile, continuous, volumetric mixer or
a volumetric or weight batch mixer of the rotating peddle type my be used.
When approved by Engineer in writing or %her specified for use, these mixers may be
used for other types of concrete construction, including structural concrete, if the
cumber of mixers furnished will supply the amount of concrete required for the
particular operation in question.
These mixers shall be designed to receive all the concrete ingredients, including
admixtures, required by the mix design in a oontinuoss uniform rate and mix them to
the required consistency before diskhatging. 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 hatch and the
proportion of each ingredient will be calculated in the same manner as for a batch
type plant.
Mixing time shall conform to recommendations of manufacturer of mixer unless
otherwise directed by Engineer.
(2) Readyaixed 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 sand and sufficient water) Shall be
added to each batch to coat the mixer drum. Ready concrete, batchirg plant and
mixer truck operation Shall include the following:
(a) A ticket system will be used that includes a copy for the Inspector. Ticket will
have machine stamped time/date of concrete batch, weight of cement, fly ash, sand
403 06/28/91 7 Concrete for Structures
End.
and aggregates; exact nomenclature and written quantities of admixtures and
water. Any it 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 mdudng water required by the mix design to produce the specified
shop rosy be withheld and added at the job site, but oily with permission of
Engineer and under the Inspector's observation. Vhen water is added under these
conditions, it will be thoroughly mixed before any slump or strength samples are
taken. Additional cement shall not be added at the job site to otherwise
unacceptable mixes.
(d) A metal plate(s) shall be attached in a pramineht place cn each truck mires
plainly showing the various uses for which it was designed. The data stall
include the dam's speed of rotation for mixing and for agitating and the
capacity for complete mixing and/or agitating only. A copy of the marnfacturer's
design, showing dimensions of blades, shall be available for inspection at the
plant at all times. Accmtlations of hardened concrete small be removed to the
satisfaction of the Engineer or Owner.
(e) The loading of the transit mixers shall not exceed capacity as sho'n 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 otrwte to delivery will not be acceptable. Consistent
spillage will be cause for disqualification of a supplier.
(f) Excess concrete remaining in the drum after delivery and wash water after
delivery shall not be dumped on the project site unless approval of the dump
location is first- secvrnd from the Engineer or Owner.
(3) lied -hued Concrete
Hard mixing of concrete may be permitted for small placanahts or in case of an
emergency and then only m authorization of the Engineer. Hazel - added batches shall
not exceed a 4 cubic foot batch in volume. Material volume ratios shell not be
leaner than 1 part cement, 2 parts large aggregate, 1 part fine aggregate and enough
water to produce a consistent mix with a slump not to exceed 4 inches. Admixtures
shall not be used unless specifically approved by the Engineer.
403.9 Excavation, Placing of Concrete, Finishing, Cuing and Hadd3ll
Excavation, placing of concrete, finishing, curing and backfill shall conform to It 401,
"Structural Excavation and Backfill", and Item 410, "Concrete Structures.
403 06/28/91 8 Concrete for Structures
2 0.250 0.05 0.167
3 0.375 0.11 0.376
4 0.500 0.20 0.668
5 0.625 0.31 1.043
6 0.750 0.44 1.502
7 0.875 0.60 2.044
8 1.000 0.79 2.670
9 1.128 1.00 3.400
10 1.270 1.27 4.303
11 1.410 1.56 5.313
14 1 693 2.25 7.65
18 2 257 4.00 13.60
Item No. 406
Reinforcing Steel
406.1 Description
This item shall consist of the furnishing and placing of reinforcing steel deformed and smooth, of the size and quantity indicated
and in accordance with these specifications
406.2 Materials
(1) Bars
Bar reinforcement shall be deformed and shall conform to ASTM A 615. A 616. Grades 40. 60 or 75 and shall be
open - hearth. basic oxygen or electric furnace new billet steel. unless otherwise indicated. Large diameter new billet
steel (Nos. 14 and 18). Grade 75. will be permitted for straight bars only.
Where bending of bar sizes No. 14 or No 18 of Grades 40 or 60 is required. bend testing shall be performed on
representative specimens as described for smaller bars in the applicable ASTM specification The required bend
shall be 90 degrees at a minimum temperature of 60 F around a pin having a diameter of 10 times the nominal
diameter of the bar and shall be Tree of cracking.
Spiral reinforcement shall be either smooth or deformed bars or wire of the minimum diameter indicated. Bars for
spiral reinforcement shall comply with ASTM A 675, A 615 or A 617. Wire shall comply with ASTM A 82. The mini-
mum yield strength for spiral reinforcement shall be 40,000 psi.
In cases where the provisions of this item are in conflict with the provisions of the ASTM Designation to which refer-
ence is made, the provisions oI this item shall govem.
Report of chemical analysis showing the percentages of carbon, manganese, phosphorus and sulphur will be re-
quired for all reinforcing steel when it is to be welded, except for drill shafts. No tack welding will be allowed. All
welding shall conform to the requirements of AWS D -1 -72.
•
The nominal size and area and the theoretical weight (lbs.) of reinforcing steel bars covered by these specifications
are as follows:
Bar Size Nominal Nominal Area = Weight per
Number Diameter Inches Square Inches Linear Foot
Smooth bars, larger than No. 4. may be steel conforming to the above or may be furnished in any steel that meets
the physical requirements of ASTM A 36.
Smooth, round bars shall be designated by size number through No. 4. Smooth bars above No 4 shall be desig-
nated by diameter it inches.
r
(2) Welded Wire Fabric
Wire for fabric reinforcement shall be cold -drawn from rods hot-roiled from open- hearth. basic oxygen or electric
furnace billet. Wire shall conform to the requirements of the Standard Specifications for Cold -Drawn Steel Wire for
Concrete Reinforcement, ASTM A 82 or A 496. Wire fabnc, when used as reinforcement. shall conform to ASTM A
185 or A 497.
When wire is ordered by size numbers. the following relation between size number. diameter in inches and area shall
apply unless otherwise indicated
Page 1 04 17 86 406
406 04/17/88
Size W
Number
31
30
28
26
24
22
20
18
16
14
12
10
8
7
6
5.5
5
4.5
4
3.5
3
2.5
2
1.5
1.2
1
0.5
Nominal Nominal
Diameter (Inch) Area square Inches
0.628
0.618
0.597
0.575
0.553
0.529
0.505
0 479
0.451
0.422
0.391
0.357
0.319
0.299
0.276
0.265
0.252
0.239
0.226
0.211
0.195
0.178
0.160
0.138
0.124
0.113
0.080
Where deformed wire is required, the size number shall be preceded by 0 and for smooth wire the prefix W
shall be shown.
(3) Chairs and Supports
Chairs and Supports shall be steel, precast mortar or concrete blocks cast in molds meeting the approval of the
Engineer,Architect of sufficient strength to position the reinforcement as indicated when supporting the dead load of
the reinforcement, the weight of the workers placing concrete and the weight of the concrete bearing on the steel.
Chairs shall be plastic coated when indicated.
Slabs ang grade beams cast on grade.
Page 2
Chair Types and Applicable Uses
Structural or Architectural Elements (columns, beams,
walls, slabs) exposed to weather, not subjected to
sand blasting, water blasting or grinding.
Structural or Architectural Elements exposed to
weather and subject to sand blasting, water blasting
or grinding.
Structural or Architectural Elements not exposed to
weather or corrosive conditions.
0.310
0.300
0.280
0.260
0.240
0.220
0200
0.180
1.160
0.140
0.120
0.100
0.080
0.070
0.060
0.055
0.050
0.045
0.040
0.035
0.030
0.025
0.020
0.015
0.012
0.010
0.005
Galvanized steel or steel
chairs with plastic coated
feet.
Stainless steel chairs.
Uncoated steel chairs
Steel chairs with a base with
9 inch' minimum area or suf-
ficient area to prevent the
chair from sinking into fill or
subgrade. Precast mortar or
concrete blocks meeting the
requirements of this tlem may
be used.
406.3 Bending
The reinforcement shall be bent cold, true to the shapes indicated. Bending shall preferably be done in the shop. Irregularities in
bending shall be cause for rejection.
Unless otherwise indicated, the inside diameter of bar bends, in terns of the nominal bar diameter (d), shall be as follows:
Bends of 90 degrees and greater in stirrups. ties and other secondary bars that enclose another bar in the bend
Bar Number Grade 40 Grade 60
3. 4. 5 3d 4d
6.7. 4d 5d
All bends in main bars and in secondary bars not covered above.
Bar Number Grade 40 Grade 60
3 thru 8 6d 6d
9, 10 8d 8d
11 8d 8d
14.18 10d 10d
406.4 Tolerances
Fabricating tolerances for bars shalt not be greater than shown on Standard 406 -1.
406.5 Storing
Steel reinforcement shall be stored above the surface of the ground upon platforms. skids or other supports and shall be pro-
tected as far as practicable from mechanical injury and surface deterioration caused by exposure to conditions producing rust
When placed in the work, reinforcement shall be free from dirt, paint, grease, oil or other foreign materials. Reinforcement shall
be free from injurious defects such as cracks and laminations. Rust, surface seams, surface irregularities or mill scale will not be
cause for rejection, provided the minimum dimensions, cross sectional area and tensile properties of a hand wire brushed speci-
men meets the physical requirements for the size and grade of steel indicated.
406.6 Splices
No splicing of bars, except when indicated or specified herein, will be permitted without written approval of the Engineer/Architect
No substitution of bars will be allowed without the approval of the Engineer/Architect. Any splicing of substituted bars shall con-
form to Table 1.
Splices not indicated will be permitted in slabs not more than 15 inches in thickness. columns, walls and parapets, but not in-
cluded for measurement, subject to the following:
Splices will not be permitted in bars 30 feet or less in plan length. For bars exceeding 30 feet in plan length, the distance
center to center of splices shall not be less than 30 feet minus 1 splice length, with no more than 1 individual bar length less
than 10 feet. Splices not indicated, but permitted hereby, shall conform to Table 1. The specified concrete cover shall be
maintained at such splices and the bars placed in contact and securely tied together.
Table 1
Minimum Lap Requirements
Bar Number Grade 40 Grade 60
3 1 foot 0 inches 1 toot 0 inches
4 1 foot 2 inches 1 loot 9 inches
5 1 loot 5 inches 2 feet 2 inches
6 1 foot 9 inches 2 feet 7 inches
1 7 2 feet 4 inches 3 feet 5 inches
t46. 3 feet 0 inches 4feet 6 inches
No. 9. 3 feet 10 inches 5 feet 8 inches
No. 10 4 feet 10 inches 7 feet 3 inches
No. 11 5 feet 11 inches 8 feet 11 inches
Grade 75
8d
Spiral steel shall be lapped a minimum of 1 tum. Bar No. 14 and No. 18 may not be lapped.
Welding of reinforcing bars may be used only where indicated or as permitted herein. All welding operations. processes. equip-
ment, materials, workmanship and inspection shall conform to the requirements indicated. All splices shall be of such dimension
and character as to develop the lull strength of the bar being spliced.
End preparation for bum welding reinforcing bars shall be done in the field. except Bar No. 6 and larger shall be done in the shop
Delivered bars shall be of sufficient length to permit this practice.
Page 3 04.17 86 406
For box culvert extensions with less than 1 foot of fill, the existing longitudinal bars shall have a lap with the new bars as shown in
Table 1. For box culvert extensions with more than 1 loot of fill. a minimum lap of 6 inches will be required.
Unless otherwise indicated, dowel bars transferring tensile stresses shall have a minimum embedment equal to the minimum lap
requirements shown in Table 1 Shear transfer dowels shall have a minimum embedment of 12 inches
406.7 Placing
Reinforcement shall be planed as near as possible in the position Indicated. Unless otherwise indicated. dimensions shown for
reinforcement are to the centers of the bars In the plane of the steel parallel to the nearest surface of concrete. bars shall not
vary from plan placement by more than / of the spacing between bars In the plane of the steel perpendicular to the nearest
surface of concrete bars shall not vary from plan placement by more than 'r. inch Cover of concrete to the nearest surface of
steel shall as follows'
End
Minimum Cover, Inches
(a) Concrete cast against and permanently exposed to earth 3
(b) Concrete exposed to earth or weather.
Bar No. 6 through 18 bars 2
Bar No 5. W31 or D31 wire and smaller 11/2
(c) Concrete not exposed to weather or in contact with ground'
Slabs. walls, joists:
Bar No. 14 and 18
Bar No. 11 and smaller
Beams. columns:
Pnmary reinforcement. ties. stirrups, spirals
Shells. folded plate members:
Bar No. 6 and larger
Bar No. 5. W31 or D31 wire. and smaller
1'k
1
Vertical stirrups shall always pass around the main tension members and be attached securely thereto. The reinlorcing steel
shall be spaced its required distance from the form surface by means of approved galvanized metal spacers. metal spacers with
plastic coated tips, stainless steel spacers, plastic spacers or approved precast mortar or concrete blocks. For approval of plastic
spacers on a project. representative samples of the plastic shall show no visible indications of deterioration after immersion in a
5 percent solution of sodium hydroxide for 120 hours.
All reinforcing steel shall be tied at all intersections, except that where spacing is less than 1 toot in each direction, alternate
intersections only need be tied. For reinforcing steel cages for other structural members, the steel shall be tied at enough inter-
sections to provide a rigid cage of steel. Mats of wire fabric shall overlap each other 1 lull space as a minimum to maintain a
uniform strength and shall be tied at the ends and edges.
Where prefabricated deformed wire mats are specified or it the Contractor requests, welded wire fabric may be substituted for a
comparable area of steel reinlorcing bar plan, subject to the approval of the Engineer /Architect.
A suitable tie wire shall be provided in each block, to be used for anchoring to the steel. Except in unusual cases and when
specifically authonzed by the Engineer. the size of the surface to be placed adjacent to the forms shall not exceed 21/2 inches
square or the equivalent thereof in cases where circular or rectangular areas are provided. Blocks shall be cast accurately to the •
thickness required and the surface to be placed adjacent to the forms shall be a true plane. free of surlace imperfections.
Reinforcement shall be supported and tied in such a manner that a sufficiently ngid cage of steel is provided. If the cage is not
adequately supported to resist settlement or floating upward of the steel, overturning of truss bars or movement in any direction
dunng concrete placement. permission to continue concrete placement will be withheld until corrective measures are taken
Sufficient measurements shall be made during concrete placement to insure compliance with the above.
No concrete shall be deposited until the Engineer /Architect has reviewed the placement of the reinlorcing steel and all mortar.
mud, dirt. etc. shall be cleaned from the reinforcement, forms. workers' boots and tools.
Page 4 406
408.1 Description
Thus item shall govern for the furnishing and placing of all longitudinal. contraction and expansion joint material in concrete work
as herein specified in the various items of these specifications as Indicated or as directed by the Engineer
408.2 Material
Preformed Asphalt Board
Preformed asphalt board formed from cane or other suitable tubers of a cellular nature securely bound together and
uniformly impregnated with a suitable asphaltic binder and meeting the requirements of the Standard Specifications
for Preformed Expansion Joint Filter for Concrete Paving and Structural Construction. ASTM D 1751
(2) Preformed Nonbituminous Fiber Material
Preformed nonbituminous fiber material shall meet the requirements of the Standard Specifications for the Pre-
formed Expansion Joint Filler for Concrete Paving and Structural Construction. ASTM 0 1751. except that the re-
quirements pertaining
(
to bitumen content. density and water absorption shall be voided.
Item No. 408
Concrete Joint Materials
(3) Boards
Boards obtained from Redwood timber. of sound heartwood. free from sapwood. knots. clustered brrdseye. checks
and splits Occasional sound or hollow budseye, when not in clusters. will be permitted provided the board is free
from any other defects that will impair its usefulness as a point filler.
(4) Joint Sealer (Concrete Pavement)
This material shall be a one part low modulus silicone especially designed to cure at ambient temperatures by react-
ing with moisture in the air and shall have the following properties.
As Supplied
Color Gray
Flow. MIL- 2 -8802D Sec. 4.8.4 0.2 maximum
Working Time. minutes 10
Tack -Free Time at 77 F -2 F Min MIL- 2 -8802D Sec 4.8 7 60
Cure time. at 77 F (25 C). days 7 - 14
Full Adhesion, days 14 -21
As Cured —after 7 days at 77 F (25 C) and 40% RH
Elongation. percent minimum 1200
Durometer Hardness. Shore A. points ASTM 2240 15
Joint Movement Capability. percent • 1ool -50
Tensile Strength. maximum elongation, psi 100
Peel Strength. psi 25
The pant sealer shall adhere to the sides of the concrete joint or crack and shall be an effective seal against
infiltration of water and incompressibles The material shall not crack or break when exposed to low temperature
(5) Backer Rod
Backer Rod shall be expanded closed cell polyethylene foam compatible with sealant. No bond or reaction shall
occur between rod and sealant. Backer Rod shall be of sufficient width to be in compression alter placement and
shall be used with punt sealer
(6) Joint Sealing Material
Joint Sealing Material for other than pavement use may be a two - component. synthetic polymer or cold-pourable
self leveling type meeting the following requirements:
The material shall adhere to the sides OI the concrete pint or crack and shall form an effective seal against
Infiltration of water and incompressibles The material shall not crack or break when exposed to low tempera -
lures. Curing is to be by polymenzation and not by evaporation of solvent or Iluxing of harder particles 11 shall
cure sufltaently at an average temperature of 77-.3 F so as not to pick up under wheels of traffic in a maxnnum
of 3 hours.
Page 1 04 17 86 408
Performance Requirements:
When tested in accordance with Test Method Tex - 525 -C. the joint sealing matenal shall meet the above curing
times and the requirements as follows:
ft shall be of such consistency that 11 can be mixed and poured or mixed and extruded into joints at
temperatures above 60 F.
Penetration. 77 F
150 gm. Cone 5 sec max - cm 0.90
Bond and Extension 75 %. 0 F. 5 cycles:
Dry Concrete Blocks Pass
Wet Concrete Blocks Pass
Steel Blocks (Primed it specified by manufacturer) Pass
Flow at 200 F None
Water content % by weight. max. 5.0
Resilience:
Onginal sample min. % (cured) 50
Oven -aged at 158 F. min. % 50
For Class 1 -a material only
Cold Flow (10 min.) None
408.3 Construction Methods
The Contractor shall instal "Concrete Joint Materials" which will function as a compatible system. Joint sealer shall not be placed
where a bond braker is present.
Asphalt, Redwood board or other materials used shall extend the full depth of the concrete and shall be perpendicular to the
exposed lace. All joints shall be shaped to conform to the contour of the finished section in which they are installed All material
shall be a minimum of 44 inch thick or as indicated. Wood materials shall be anchored to the adjacent concrete to permanently
hold them in place. Joint sealer shall be installed in accordance with the manufacturer's recommendations.
The material used for sidewalk expansion joints. shall conform to No. 3 above. unless otherwise indicated.
The material used for curb and gutter expansion joints filler shall conform to any of the above. except when placed adjacent 10
concrete pavement, the joint material shall match the pavement joint material.
End
408 04;1786 - - Page2
409.1 Description
This item shall consist of curing concrete pavement. concrete base, pavement, curbs, gutters, retards, sidewalks, driveways,
medians, islands, concrete nprap, cement stabilized nprap, concrete structures and other concrete as indicated, by applying an
impervious liquid membrane forming material.
409.2 Material
The liquid forming membrane curing compound shall comply with the "Standard Specification for Liquid Membrane. forming
Compounds for Curing Concrete ", ASTM C 309, Type 1 -D clear or translucent, with fugitive dye or Type 2 white pigmented. The
matenal shall have a minimum flash point of 80 F when tested by the "Pensky - Martin Closed Tester ", ASTM Designation: D 93.
It shall be of such consistency that it can be satisfactonly applied as a fine mist through an atomizing nozzle by means of ap-
proved pressure spraying equipment at atmosphenc Temperatures above 40 F
It shall be of such nature that it will not produce permanent discoloration of concrete surfaces nor react deleteriously with the
concrete or its components. Type 1 compound shall contain a fugitive dye that will be distinctly visible not less than 4 hours nor
more than 7 days after application.
Type 2 compound shall not settle out excessively or cake in the container and shall be capable of being mixed to a uniform
consistency by moderate stirring and shalt exhibit a daylight reflectance of not less than 60 percent of that of magnesium oxide
when tested as indicated.
The compound shall produce a firm, continuous, uniform, moisture impermeable film, free from pinholes and shall adhere satis-
factorily to the surfaces of damp concrete. When applied to the damp concrete surface at the rate of coverage indicated, the
compound shall dry to the in not more than 4 hours and shall not be tacky or crack oh concrete after 12 hours.
It shall adhere to horizontal and vertical surfaces in a tenacious film and shall not run off or show an appreciable sag, disinte-
grate, check, peel or crack dunng the required curing period.
Under traffic, the compound shall not pick up or peel and shall gradually disintegrate from the surface.
The compound shall be delivered to the lob only in the manufacturer's original containers, which shall be clearly labeled with the
manufacturer's name, the trade name of the matenal and a batch number or symbol with which test samples may be correlated.
The water retention test shall be in accordance with the following: ; y
Percentage loss shall be defined as the water lost after the application of the curing material was applied The permissible
percentage moisture loss (at the rate of coverage specified herein) shall not exceed the following:
24 hours after application
72 hours after application
409.3 Construction Methods
2 percent
4 percent
hem No. 409
Membrane Curing
The membrane curing compound shall be applied after the surface finishing has been completed and immediately after the free
surface moisture has disappeared. The surface shall be sealed with a single uniform coating of the specified type of cunng
compound applied at the rate of coverage recommended by the manufacturer and directed by the Engineer, but not less than
1 gallon per 180 square feet of area. The Contractor shall provide satisfactory means and facilities to properly control and check
the rate of application of the compound.
The compounds shall not be applied before the surface has become dry, but shall be applied lust after free moisture has
disappeared.
The compound shall be thoroughly ag stated during its use and shall be applied by means of approved mechanical power pressure
sprayers for street and bridge applications The sprayers used to apply the membrane to concrete exposed surfaces shall travel at
a uniform speed along the forms and be mechanically driven The equipment shall be of such design that it will insure uniform and
even application of the membrane material The sprayers shall be equipped with satisfactory atomizing nozzles. On small
miscellaneous items or on interim bridge deck curing the Contractor will be permitted to use hand - powered spray equipment. For
all spraying equipment, the Contractor shall provide facilities to prevent loss of the compound between the nozzle and the
concrete surface during the spraying operations.
At locations where the coating shows discontinuities, pinholes or other defects or tl rain falls on the newly coated surface before
the film has dried sufficiently to resist damage, an additional coat of the compound shall be applied immediately at the same rate
of coverage specified herein.
To insure proper coverage, the Engineer shall inspect all treated areas after application of the compound for the period of time
Page 1 t2!03/86 409
designated in the specification for curing. either for membrane curing or for other methods. Dry areas are identifiable because of
the lighter color of dry concrete as compared 10 damp concrete. All suspected areas shall be tested by placing a few drops of
water on the suspected areas. 11 the water stands in rounded beads Or small pools which can be blown along the surface of the
concrete without wetting the surface. the water impervious film is present. II the water wets the surface of the concrete as deter.
mined by obvious darkening of the surface or by visible soaking into the surface. no water - impervious film is present. Should the
foregoing test indicate that any area during the curing penod is not protected by the required waler•impervtous film an additional
coal or coals of the compound shall be applied immediately and the rate of application 01 the membrane compound shall be
increased until all areas are uniformly covered by the required water - impervious film.
The compounds shall not be applied to a dry surface and d the surface of the concrete has become dry. it shall be thoroughly
moistened prior to the application of the membrane Dy logging or mist application Sprinkling or coarse spraying will not De
allowed
When temperatures are such as to warrant prolectton against freezing, curing by this method shall be supplemented with an
approved insulating material capable of protecting the concrete for the specified curing period
11 at any time there i5 reason to believe that this method of curing is unsatisfactory or is detrimental 10 the work. the Contractor.
when notified, shall immediately cease the use of This method and Shall change 10 curing by one of the other methods specified
under this contract.
Curing compounds shall be compatible with the adhesion 01 toppings or overlays where curing has been applied to the concrete
base suracein order to assure adequate bond
When forms are stripped before the 4 minimum cunng days have passed. curing shall continue by an approved method.
End
1
1
, 1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
410.1 Description
This item shall consist of the construction of all types of structures involving the use of structural concrete, except where the
requirements are waived or revised by other goveming specifications.
All concrete structures shall be constructed in accordance with the design requirements and details indicated, in conformity with
the pertinent provisions of the items contracted for, the incidental items referred to and in conformity with the requirements
herein.
410.2 Materials
(1) Concrete
Concrete shall conform to Item No. 403, "Concrete for Structures ".
The class of concrete for each type of structure or unit shall be as indicated or by pertinent governing specifications.
(2) Expansion Joint Material
(a) Preformed Fiber Material
Fiber matenal shall conform to Item No. 408, "Concrete Joint Matenals ".
(b) Joint Sealing Material
Sealants shall conform to Item No. 408, "Concrete Joint Materials ".
(c) Asphalt Board
Asphalt Board shall conform to Item No. 408, "Concrete Joint Materials ".
(d) Rebonded Neoprene Filler
Rebonded neoprene filler shall consist of ground closed cell neoprene particles, rebonded and molded into
sheets of uniform thickness of the dimensions indicated.
Filler matenal shall have the following physical properties and shall meet the requirements of ASTM 0 1752,
Type 1 where applicable:
Property Method Requirements
Color Black
Density ASTM D 1752 Type 1 40 PCG Minimum
Recovery ASTM 0 1752 Type 1 90% Minimum
Compression ASTM 0 1752 Type 1 50 to 500 psi
Extrusion ASTM D 1752 Type 1 0.25 In. Maximum
Tensile strength ASTM D 1752 Type 1 20 psi Minimum
Elongation 75% Minimum
The manufacturer shall furnish the Engineer with certified test results as to the compliance with the above
requirements and a 12 inch x 12 inch x 1 inch sample from the shipment for approval.
(3) Waterstop
Unless otherwise indicated, copper waterstop shall be 16 ounce material conforming to Item No. 720, "Metal for
Structures ". Rubber waterstops or Polyvinyl Chloride (PVC) waterstops shall conform to Item No. 438, "Elastomeric
Matenals ".
(4) Curing Materials
Item No. 410
Concrete Structures
Cunng materials shall conform to Item No. 409, "Membrane Curing ", except curing of bridge decks and the top of
direct traffic culverts shall be cured with Type I (Resin Base) curing compound only.
(5) Admixtures
Retarding, water reducing and air entraining agents shall conform to Item No. 405, "Concrete Admixtures'.
410 Rev. 09130187 - Page 1 Concrete Structures
(6) City of Austin Survey Monuments
The Transportation and Public Services Department shall furnish permanent survey monuments to be cast in con-
crete as indicated or as directed by the Engineer.
410.3 General Requirements
Before starting work. the Contractor shall inform the Engineer fully of the construction methods he proposes to use, the ade-
quacy of which shall be subject to the review by the Engineer. Plans for forms and falsework for piers and superstructure spans
over 20 feet long and for all widening details shall be submitted to the Engineer for review, it requested. Similar plans shall be
submitted for other units of the structure, if requested by the Engineer. The plans shall be prepared on standard 22 inch by 36
inch sheets and shall show all essential details of the proposed forms, falsework and bracing to permit a structural analysis. Four
sets of such plans will be required.
Concurrence on the part of the Engineer in any proposed construction methods, approval of equipment or of form and falsework
plans does not relieve the Contractor of the responsibility for the safety or correctness of his methods and adequacy of his
equipment or from carrying out the work in full accordance with the contract.
Unless otherwise indicated, the requirements in the succeeding paragraphs shall govern the time sequence in which construc-
tion operations may be camed on and for the opening of completed structures to traffic:
Superstructure members, Corms, falsework or erection equipment shall not be placed on the substructure before the con-
crete therein has attained a 500 psi flexural strength.
Storage of materials on completed portions of a structure will not be permitted until all curing requirements for those partic-
ular portions have been met.
No forms shall be erected on concrete footings supported by piling or drilled shafts until the concrete therein has attained a
minimum flexural strength of 400 psi. Such work may begin on spread footings after the concrete therein has aged at least
2 curing days. Concrete may be placed as soon as the forms and reinforcing steel are approved.
The support of tie beam and/or forms by falsework placed on previously placed tie beams is permissible provided such
beams have attained 500 psi flexural strength, curing requirements are completed and the beams are properly supported
to eliminate stresses not provided for in the design.
410.4 Drains
410 Rev. 09/30/87 Page 2
■
Bridges and direct traffic culverts shall not be opened to construction traffic or to the traveling public until authorized by the
Engineer in accordance with the following:
Authorization may be given after the last slab concrete has been in place at least 14 days for light construction traffic
not to exceed a 3 /, ton vehicle.
Authorization to pace embankments to allow normal construction traffic and when necessary to the traveling public,
may be given after the last slab concrete has been in place 30 days or when the minimum compressive strength (fc)
has reached the 28 day strength conforming to Item No. 403, "Concrete for Structures" or as indicated.
Weep holes and roadway drains shall be installed and constructed as indicated.
410.5 Expansion Joints
Joints and devices to provide for expansion and contraction shall be constructed where and as indicated.
The bearing area under the expansion ends of concrete slabs and slab and girder spans shall be given a steel trowel finish and
finished to the exact grades required. The material used to separate expansion surfaces shall be as indicated and placed so that
concrete or mortar cannot be subsequently worked around or under it.
Concrete adjacent to armor joints and finger joints shall be placed carefully to avoid defective anchorage and porous or hon-
eycombed concrete in such areas.
All open joints and joints to be filled with expansion joint material shall be constructed using forms adaptable to loosening or early
removal. To avoid expansion or contraction damage to the adjacent concrete. these forms shall be loosened as soon as possible
after final concrete set to permit free movement of the span without requiring full form removal.
Preformed fiber joint material or other material indicated shall be used in the vertical joints of the roadway slab, curb, median or
sidewalk. The top 1 inch thereof shall be filled with joint sealing material, as specified herein. When different material is indicated
it shall be used.
Concrete Structures
Pnor to placing the sealing matenal, the vertical faces of the joint shall be cleaned of all laitance by sandblasting or by mechan-
ical routing. Cracked or spatted edges shall be repaired. The joint shall be blown clean of all foreign matenal and sealed.
Where preformed fiber joint matenal is used. 1 shall be anchored to the concrete on one side of the joint by light wire or nails to
prevent the matenal from falling out.
Finished joints shall conform to the plan details with the concrete sections completely separated by the specified opening or joint
material. -
Soon after form removal and again where necessary after surface finishing. all projecting concrete shall be removed along ex-
posed edges to secure full effectiveness of the expansion joints.
410.6 Construction Joints
The joint formed by placing plastic concrete in direct contact with concrete that has attained its initial set shall be deemed a
construction joint. The term monolithic placement shall be interpreted to mean that the manner and sequence of concrete placing
shall not create construction joints.
Construction joints shall be of the type and at the locations indicated. Additional joints will not be permitted without written autho-
rization from the Engineer and when authorized, shall have details equivalent to those indicated for joints in similar locations.
Unless otherwise provided, construction joints shall be square and normal to the forms. Bulkheads shall be provided in the forms
for all joints, except when horizontal. All vertical construction joints shall be chamfered. All horizontal construction joints shall be
routed or grooved.
Construction joints requinng the use of joint sealing material shall be as indicated or as directed by the Engineer. The matenal will
be indicated on the plans without reference to joint type.
A concrete placement terminabng at a horizontal construction joint shall have the top surface roughened thoroughly as soon as
practicable after initial set is attained. The surfaces at bulkheads shall be roughened as soon as the forms are removed.
The hardened concrete surface shall be thoroughly cleaned of all loose material, laitance, dirt or foreign matter and saturated
with water so it is moist when placing fresh concrete against it. Forms shall be drawn tight against the existing concrete and the
joint surface flushed with grout just prior to placing the fresh concrete. -
410.7 Foundation
Excavation for foundations shall conform to Item No. 401. "Structural Excavation and Backfill ". •
Concrete for foundation seals, unless otherwise indicated, shall be Class E Concrete and placed in accordance with the require-
ments herein. The top of the completed seal shall not vary from plan grade or the grade established by the Engineer.
Where a concrete seal is indicated, the design will be based on the normal water elevation as indicated. If the foundation con-
crete can be placed in the dry at the time of construction, the seal will not be required. If additional seal is necessary for the
conditions existing during the time of construction, its thickness shall be Increased as deemed necessary by the Contractor and
at his expense. If the conditions existing at the time of construction require a seal for placing the foundation concrete in the dry
and none is indicated, the Contractor shall place an adequate seal at his expense.
The seal shall be allowed to set for at least 36 hours before the caisson or cofferdam is dewatered, after which the top of the seal
shall be cleaned of all laitance or other soft material and all high spots exceeding the above limitation shall be cut off and
removed.
410.8 Falsework
The Contractor is totally responsible for all falsework. He shall design and construct to safely carry the maximum anticipated
loads and to provide the necessary rigidity. Details of talsework construction shall be subject to review by the Engineer, but
Engineer's review shall in no way relieve the Contractor of responsibility of the adequacy and safety of the talsework design.
All timber used in falsework centering shall be sound, in good condition and free from defects which will impair its strength. When
wedges are used to adjust falsework to desired elevations, they shall be used in pairs to insure even bearing.
Sills or grillages shall be large enough to support the superimposed load without settlement and unless founded on solid rock,
shale or other hard materials, precautions shall be taken to prevent yielding of the supporting material.
Falsework which cannot be founded on a satisfactory spread footing shall be placed on piling driven to a bearing capacity suffi-
cient to support the superimposed load without settlement. The safe bearing capacity of piling shall be determined by test loads
or by such other methods that may be required or acceptable to the Engineer.
410 Rev. 09/30187
Page 3 Concrete Structures
In general, each Ialsework bent shall be capped transversely by a member of proper size. A short cap section forting a T -head
may be substituted to permit the removal of portions of the forms without disturbing the falsework. Caps shall be securely fas-
tened to each pile or column in the bent and set at the proper elevation to produce, in conjunction with the use of approved
wedges or jacks. permanent camber indicated, plus a construction camber covering allowance for deformation of the forms ar
falsework. The use of wedges to compensate for incorrectly cut bearing surfaces will not be permitted. Each falsework bent sh
be securely braced to provide the stiffness required with the bracing securely fastened to each pile or column it crosses.
In setting falsework for arches, allowances shall be made for settlement of falsework, deflection of the arch and permanent
camber. Provision shall be made by suitable wedges, sand jacks or other acceptable devices for the controlled lowenng of
falsework when the arch is swung. Falsework may be required to be placed on jacks to provide for settlement correction during
concrete placement.
When the falsework is no longer required, it shall be removed. Falsework piling shall be pulled or cut off not less than 6 inches
below finished ground level. Falsework and piling in a stream, lake or bay shall be completely removed to a point specified by the
Engineer to prevent any obstruction to the waterway.
410.9 Forms
Forms for precast prestressed concrete members and for prestressed piling shall be constructed conforming to Item No 425,
'Prestressed Concrete Structures"
(1) General
Except where otherwise indicated, forms may be of either timber or metal.
Forms for round columns exposed to view shall be of steel, except that other materials will be allowed with written
permission of the Engineer.
Forming plans shall be submitted for approval. Forms shall be designed for the pressure exerted by a liquid weighing
150 pounds per cubic foot. The rate of placing the concrete shall be taken into consideration in determining the depth
of the equivalent liquid. For job fabricated forms an additional live load of 50 pounds per square toot shall be allowed
on horizontal surfaces. The maximum unit stresses shall not exceed 125 percent of the allowable stresses used by
the Owner for the design of structures.
410 Rev. 09130/87
Commercially produced structural units used in form work shall not exceed the manufacturer's maximum allowab
working bad for moment, shear or end reaction. The maximum working load shall Include a live bad o135 pounc
per square foot of horizontal form surface and sufficient details and data shall be submitted for use in checking form
work details for approval.
Forms shall be practically mortar•tight, rigidly braced and strong enough to prevent bulging between supports and
maintained to the proper line and grade during concrete placement. Forms shall be maintained in a manner that will
prevent warping and shrinkage.
Deflections due to cast -In -place slab concrete and railing shown in the dead bad deflection diagram shall be taken
into account in the setting of slab fors.
All fors and footing areas shall be cleaned of any extraneous matter before placing concrete.
Permission to place concrete will not be given until all of such work is complete to the satisfaction of the Engineer.
If. at any stage of the work, the fors show signs of bulging or sagging, the portion of the concrete causing such
condition shall be removed immediately, if necessary and the fors shall be reset and securely braced against fur-
ther movement.
(2) Timber Forms
Lumber for fors shall be property seasoned, 01 good quality and free from imperfections which would affect its
strength or impair the finished surface of the concrete. The lumber used for facing or sheathing shall be finished on
at least 1 side and 2 edges and shall be sized to uniform thickness.
Form lining will be required for all forted surfaces, except for the inside of culvert barrels, inlets, manholes and box
girders, the bottom of bridge decks between beams or girders, surfaces that are subsequently covered by backfill
material or are completely enclosed and any surface formed by a single finished board. Lining will not be required
when plywood fors are used.
Form lining shall be of an approved type such as masonite or plywood. Thin membrane sheeting such as poly
ethylene sheets shall not be used for for lining.
Page 4 Concrete Structures t
Forms may be constructed of plywood riot less than 1/2 inch in thickness. with no form lining required. The grain of the
face plies on plywood forms shall be placed parallel to the span between the supporting studs or joists
Plywood used for forming surfaces which remain exposed shall be equal to that specified as B -8 Plylorm Class 1 or
Class II Extenor of the U.S. Department of Commerce. National Bureau of Standards, U S. Product Standard, latest
edition.
Forms or form lumber to be reused shall be maintained clean and in good condition. Any lumber which is split.
warped, bulged. marred or has defects that will produce inferior work shall not be used and d condemned. shall be
promptly removed from the work.
Studs and joists shall be spaced so that the facing form material remains in true alignment under the imposed toads
Wales shall be spaced close enough to hold forms securely to the designated lines and scabbed at least 4 feet on
each side of joints to provide continuity. A row of wales shall be placed near the bottom of each placement
Facing material shall be placed with parallel and square joints and securely fastened to supporting studs.
Forms for surfaces receiving only an ordinary finish and exposed to view shall be placed with the form panels sym-
metrical, t.e., long dimensions set in the same direction. Horizontal joints shall be continuous.
Molding specified for chamfer strips or other uses shall be made of materials of a grade that will not split when nailed
and which can be maintained to a true line without warping. Wood molding shall be mill cut and dressed on all laces
Unless otherwise indicated, forms shall be filleted at all sharp comers and edges with triangular chamfer strips mea-
suring 34 inch on the sides.
Forms for railings and ornamental work shall be constructed to standards equivalent to first class millwork. All mold-
ings, panel work and bevel strips shall be straight and true with neatly mitered joints designed so the finish work is
true, sharp and clean cut. All forms shall be constructed to permit their removal without marring or damaging the
concrete. The forms may be given a slight draft to permit ease of removal.
Metal form ties of an approved type or a satisfactory substitute shall be used to hold forms in place and shall be of a
type that permits ease of removal of the metal as hereinafter specified.
All metal appliances used inside of forms for alignment purposes shall be removed to a depth of at least 1/2 inch from
the concrete surface. They shall be made so the metal may be removed without :undue chipping or spatting and
when removed, shall leave a smooth opening in the concrete surface. Burning off of rods, bolts or ties will not be
permitted.
Any wire ties used shall be cut back at least '/ inch from the face of the concrete and properly patched.
Devices holding metal ties in place shall be capable of developing the strength of the tie and adjustable to allow for
proper alignment.
Metal and wooden spreaders which are separate from the forms shall be removed entirely as the concrete is being
placed.
Adequate clean -out openings shall be provided for narrow walls and other locations where access to the bottom of
the forms is not readily attainable.
Pnor to placing concrete, the facing of all forms shall be treated with oil or other bond breaking coating of such
composition that it will not discolor or otherwise injuriously affect the concrete surface. Care shall be exercised to
prevent coating of the reinforcing steel.
(3) Metal Forms
The foregoing requirements for timber forms as regards design, mortar - tightness, filleted comers, beveled projec-
tions, bracing, alignment, removal, reuse and wetting shall also apply to metal forms, except that these will not re-
quire lining, unless specifically indicated.
The thickness of form metal shall be as required to maintain the true shape without warping or bulging. All bolt and
nvet heads on the facing sides shall be countersunk. Clamps, pins or other connecting devices shall be designed to
hold the forms rigidly together and to allow removal without injury to the concrete. Metal forms which do not present
a smooth surface or line up properly shall not be used. Metal shall be kept free from rust, grease or other foreign
materials.
(4) Form Supports for Overhang Slabs
Form supports which transmit a honzontat force to a steel girder or beam or to a prestressed concrete beam will be
410 Rev. 09/30(87 Page 5 Concrete Structures
permitted, but shall not be used unless a structural analysis has been made of the affect on the girder or beam and
approval is granted by the Engineer.
When overhang brackets are used on prestressed concrete beams, the following shall apply:
(a) In normal spans or in spans skewed not more than 15 degrees, overhang brackets may be used to
support standard slab overhangs of widths not exceeding 3 feet, 11/2 inches without additional support or
bracing, when Type A, B, C and Type IV beams are used. When the 15 degree skew angle is exceeded,
additional support shall be provided by welding No. 5 reinforcing bars to the stirrups of the exterior beam
and adjacent interior beam. Such bars shall be approximately 1' inches above the bottom of the slab
and spaced not more than 5 feet, center to center.
(b) In normal or skewed spans with standard overhangs not exceeding 3 feet, 11/2 inches, additional support
shalt be provided using No. 5 bars as specified above and in addition, braces or struts, equivalent in size
to a 4 inch x 4 inch timber, shall be wedged between the bottom flanges of the exterior and adjacent
interior beam and spaced not more than 15 feet between struts or struts and permanent diaframs. when
SDHPT Size 48 inch through 72 inch beams are used.
(c) Spans in which the overhang width exceeds 3 feet, 11/2 inches will require additional support for the
outside beams to resist torsion. Details of the Contractor's proposed method of providing additional sup-
port shall be included with the slab forming plans submitted to the Engineer for review and approval.
(d) To counteract torsion effects, diafram concrete shall be placed and cured and the diafram bars tightened
prior to slab placing.
Holes in steel members for support of overhang brackets may be punched or drilled full size or may be torch cut to
inch under size and reamed full size. In no case shall the holes be burned full size. The hole shall be left open unless
Indicated to be filled with a button head bolt. They shall never be filled by welding.
410.10 Placing Reinforcement
•
Reinforcement In concrete structures shall be placed carefully and accurately and rigidly supported as provided in Item No. 406,
"Reinforcing Steer. Reinforcing steel supports shall not be welded to I -beams or girders or stirrups of prestressed concrete
beams.
410.11 Placing Concrete, General
The minimum temperature of all concrete at the time of placement shall not be less than 50 F. The maximum temperature of any
concrete, unless otherwise indicated, shall not exceed 95 F when placed. The maximum temperature of cast•In•place concrete in
bridge superstructures, diaframs, parapets, concrete portions of railing, curbs and sidewalks and direct traffic box culverts shall
not exceed 85 F when placed. Other portions of structures, when Indicated, shall require the temperature control specified.
For continuous placement of the deck on continuous steel units, the initial set of the concrete shall be retarded sufficiently to
insure that it remains plastic in not less than 3 spans immediately preceding the one being placed. For simple spans, retardation
shall be required only ff necessary to complete finishing operations.
The consistency of the concrete as placed should allow the completion of all finishing operations without the addition of water to
the surface. When conditions are such that additional moisture is needed for finishing, the required water shall be applied to the
surface by fog spray only and shall be held to a minimum amount. Fog spray for this purpose may be applied with hand operated
fogging equipment.
The height of tree fall of concrete shall be limited to 3 — 4 feet to prevent segregation.
The maximum time interval between the addition of cement to the batch and the placing of concrete in the forms shall not exceed
the following:
Air or Concrete
Temperature
whichever Is higher
35 F to 79 F
Over 80 F
90 F or above
75 F to 89 F
35 F to 74 F
Nonagltated Concrete
Agitated Concrete
410 Rev. 09/30/87 - Page 6
Maximum Time
30 minutes
15 minutes
45 minutes
60 minutes
90 minutes
Concrete Structures
The use of an approved retarding agent in the concrete will permit the extension of each of the above temperature -time maxi-
mums by 30 minutes for bridge decks, top stabs of direct traffic culverts and cased drilled shahs and 1 hour for all other concrete
except that the maximum time shall not exceed 30 minutes for nonagitated concrete.
From the time of initial stnkeofl until final finish is completed and required interim curing is in place, the unformed surfaces of slab
concrete in bridge decks and top slab of direct traffic culverts and concrete slabs, shall be kept damp, not wet, to offset the effects
of rapid evaporation of mixing water from the concrete due to wind, temperature, low humidity or combinations thereof Fogging
equipment capable of applying water in the form of a fine log mist, not a spray, will be required. Fogging will be applied at the
times and in the manner directed by the Engineer.
Fogging equipment may be either water pumped under high pressure or a combination of air and water, either system in com-
bination with a proper atomizing nozzle. The equipment shall be sufficiently portable for use in the direction of any prevailing
winds. The equipment shall be adapted for intermittent use to prevent excessive wetting of the surfaces.
Upon completion of the final finish, intenm curing will be required for slab concrete in bridge decks and top slabs of direct traffic
culverts as follows:
(1) Required water curing shall begin as soon as it can be done without damaging the concrete finish.
(2) Unless otherwise indicated, Type 1 membrane curing compound (Resin Base Only) shall be applied to the slab
surface.
The Contractor shall give the Engineer sufficient advance notice before placing concrete in any unit of the structure to permrt the
review of forms, reinforcing steel placement and other preparations. Concrete shall not be placed in any unit pnor to the comple-
tion of Corm work and placement of reinforcement therein.
Concrete mixing, placing and finishing shall be done in daylight hours, unless adequate provisions are made to light the entire
placement site.
Concrete placement will not be permitted when impending weather conditions will impair the quality of the finished work. II rainfall
should occur after placing operations are started, the Contractor shall provide ample covenng to protect the work. If conditions of
wind, humidity and temperature are such that concrete cannot be placed without cracking, concrete placement shall be done in
the early morning or at night.
The sequence for placing concrete shall be as indicated or as required herein. The placing shall be regulated so the pressures
caused by the plastic concrete shall not exceed the bads used in the form design.
The method of handling, placing and consolidation of concrete shall minimize segregation anedisplacement of the reinforce-
ment and produce a uniformly dense and compact mass. Concrete shall not have a free fall of more than 4 feet. except in the
case of thin wall sections. Any hardened concrete spatter ahead of the plastic concrete shall be removed.
The method and equipment used to transport concrete to the forms shall be capable of maintaining the rate of placement Con-
crete may be transported by buckets, chutes, buggies, belt conveyors. pumps or other acceptable methods.
When belt conveyors or pumps are used. sampling for testing will be done at the discharge end. Concrete transported by con-
veyors shall be protected from sun and wind, if necessary. to prevent loss of slump and workability. Pipes through which concrete
is pumped shall be shaded and/or wrapped with wet burlap, if necessary, to prevent loss of slump and workability. Concrete shall
not be transported through aluminum pipes, tubes or other aluminum equipment. The coarse aggregate content of the concrete
shall be within the limits specified in Item No. 403, "Concrete for Structures ".
Chutes, troughs, conveyors or pipes shall be arranged and used so that the concrete Ingredients will not be separated. When
steep slopes are necessary, the chutes shall be equipped with baffle boards or made in short lengths that reverse the direction of
movement or the chute ends shall terminate in vertical down- spouts. Open troughs and chutes shall extend. if necessary, down
inside the forms or through holes left in them. All transporting equipment shall be kept clean and free from hardened concrete
coatings. Water used for cleaning shall be discharged clear of the concrete.
Each part of the forms shall be filled by depositing concrete as near its final position as possible. The coarse aggregate shall be
worked back from the face and the concrete forced under and around the reinforcement bars without displacing them. Depositing
large quantities at one point and running or working it along the forms will not be allowed.
Concrete shall be deposited in the forms in layers of suitable depth but not more than 36 inches in thickness, unless otherwise
directed by the Engineer.
The sequence of successive layers or adjacent portions of concrete shall be such that they can be vibrated into a homogeneous
mass with the previously placed concrete without a cold joint. Not more than 1 hour shall elapse between adjacent or successive
placements of concrete. Unauthorized construction joints shall be avoided by placing all concrete between the authonzed joints
in one continuous operation.
410 Rev. 09130187
Page 7 Concrete Structures
An approved retarding agent shall be used to control stress cracks and/or authorized cold joints in mass placements where
differential settlement and/or setting time may induce stress cracking, such as on false work, in deep girder stems, etc.
Openings in forms shall be provided. if needed. for the removal of laitance or foreign matter of any kind.
All forms shall be wetted thoroughly before the concrete is placed therein.
All concrete shall be well consolidated and the mortar flushed to the lone surfaces by continuous working with immersion type
vibrators. Vibrators which operate by attachment to forms or reinforcement will not be permitted. except on steel forms. At least 1
standby'vibrator shall be provided tor emergency use in addition to the ones required for placement. For lightweight concrete.
vibrators of the high frequency type which produce a minimum of 7000 Impulses per minute will be required.
The concrete shall be vibrated immediately after deposition. Prior to the beginning of work. a systematic spacing of the points of
vibration shall be established to insure complete consolidation and thorough working of the concrete around the reinforcement.
embedded fixtures and into the comers and angles of the forms. Immersion type vibrators shall be inserted vertically, at points 18
to 30 inches apart and slowly withdrawn. The vibrator may be inserted in a sloping or honzontal position in shallow slabs. The
entire depth of each lift shall be vibrated. allowing the vibrator 10 penetrate several inches into the preceding lift. Concrete along
construction joints shall be thoroughly consolidated by operating the vibrator along and close to but not against the joint surface
The vibration shall continue until thorough consolidation and complete embedment ol reinforcement and fixtures is produced. but
not long enough to cause segregation. Vibration may be supplemented by hand spading or rodding, t1 necessary. to insure the
flushing of mortar to the surtace of all forms.
•
Holes for anchor bolts in piers. abutments, bents or pedestals may be drilled or formed by the insertion of oiled wooden plugs or
metal sleeves in the plastic concrete. Formed holes shall be Large enough to permit honzontal adjustments of the bolts. The bolls
shall be carefully set in mortar. In lieu of the above, anchor bolts may be set to exact locations when the concrete is placed.
Slab concrete shall be mixed in a plant located oft the structure. Carting or wheeling concrete batches over completed slabs will
not be permitted until they have aged at least 4 full curing days or timber planking, placed on top of the slab for the carts to
traverse along . Carts shall be equipped with pneumatic tires. Cunng operations shall not be interrupted Tor the purpose of wheel.
ing concrete over finished slabs.•
Exposed concrete surfaces. while still plastic, shall be stamped with an impression having the Contractor's name. the month and
year. The stamp shall be ol an approved design
After concrete has taken its initial set. to prevent damage to the concrete at least 1 curing day shall elapse before placing strain
on projecting reinforcement
The stonng of reinforcing or structural steel on completed roadway slabs generally shall be avoided and when permitted. shall be
limited to quantities and distnbution that will not induce excessive stresses.
410.12 Placing Concrete in Cold Weather
(1) General
The Contractor is responsible for the protection of concrete placed under any and all weather conditions and is
responsible for producing concrete equal in quality to that placed under normal conditions. Should concrete placed
under adverse weather conditions prove unsatisfactory, t1 shall be removed and replaced.
(2) Cast -in -Place Concrete
Concrete may be placed when Ine atmosphenC temperature is not less than 35 F Concrete shall not be placed in
contact with any matenal coaled with Trost or having a temperature less than 32 F
Aggregates shall be tree from ice. frost and frozen lumps. When required, in order to produce the minimum specified
concrete temperature. the aggregate and/or the water shall be heated uniformly. in accordance with the lollowmg.
The water temperature shall not exceed 180 F and/or the aggregate temperature shall not exceed 150 F. The
heating apparatus shall heat the mass of aggregate uniformly. The temperature of the mixture of aggregates
and water shall be between 50 F and 85 F before introduction of the cement.
All concrete shall be etectwely protected as follows:
(a) The temperature of slab concrete ol all unformed surfaces shall be maintained at 50 F or above for a
period of 72 hours from time of placement and above 40 F for an additional 72 hours
(b) The temperature at the surface of all concrete in bents, piers. culvert walls, retaining walls, parapets.
wingwalts. bottom of slabs and other similar forms shall be maintained at 40 F or above for a period of 72
hours from time of placement.
410 Rev. 09130187 Page 8 Concrete Structures
(3)
(c) The temperature of all concrete, including the bottom slabs of culverts placed on or in the ground. shall
be maintained above 32 F for a period of 72 hours from time of placement.
Protection shall consist of providing additional covering, insulated forms or other means and if necessary. supple-
menting such covenng with artificial heating. Curing shall be provided during this penod until all requirements for
curing have been satisfied.
When impending weather conditions indicate the possibility of the need for such temperature protection. all neces-
sary heating and covering material shall be on hand ready for use before permission is granted to begin placement,
Sufficient extra test specimens will be made and cured with the placement to ascertain the condition of the concrete
as placed prior to form removal and acceptance.
Precast Concrete
A fabricating plant for precast products which has adequate protection from cold weather in the form of permanent or
portable framework and covenng, which protects the concrete when placed in the forms and is equipped with ap-
proved steam cunng facilities may place concrete under any low temperature conditions provided:
410.14 Placing Concrete In Water
The framework and covering are placed and heat is provided for the concrete and the forms within 1
hour after the concrete is placed. This shall not be construed 16 be 1 hour after the last concrete is
placed, but that no concrete shall remain unprotected longer than 1 hour.
(b) Steam heat shall keep the air surrounding the concrete between 50 F and 85 F for a minimum of 3 hours
prior to beginning the temperature rise which is required for steam curing
(a)
410.13 Placing Concrete In Hot Weather
When the temperature of the air is above 85 F, an approved retarding agent will be required in all exposed concrete, concrete
used in superstructures, top slabs of direct traffic culverts and all cased dnlled shafts regardless of temperatures. The maximum
temperature of all concrete, unless otherwise indicated shall not exceed 95 F.
Concrete shall be deposited in water only when indicated or with written permission of the Engineer. The forms, cofferdams or
caissons shall be sufficiently tight to prevent any water current passing through the space in which the concrete is being depos-
ited. Pumping will not be permitted during the concrete placing nor until it has set for at least 36 hours.
The concrete shall be placed with a tremie, closed bottom -dump bucket or other approved method and shall not be permitted to
fall freely through the water nor shall it be disturbed after it has been placed. Its surface shall be kept approximately level during
placement.
The tremie shall consist of a water -tight tube 14 inches or less in diameter. ft shall be constructed so that the bottom can be
sealed and opened after it is in place and fully charged with concrete. It shall be supported so that it can be easily moved honzon-
tally to cover all the work area and vertically to control the concrete flow.
bottom -dump buckets used for underwater placing shall have a capacity of not less than i cubic yard. It shall be lowered gradu-
ally and carefully until ft rests upon the concrete already placed and raised very slowly during the upward travel: the intent being
to maintain still water at the point of discharge and to avoid agitating the mixture.
The placing operations shall be continuous until the work is complete.
Unless otherwise indicated, all concrete placed under water shall be Class E.
410.15 Placing Concrete In Superstructure
Unless otherwise indicated, simple span roadway slabs shall be placed without transverse construction joints by using a longitu-
dinal screed or a self propelled transverse finishing machine. The screed shall be adequately supported on a header or rail
system sufficiently stable to withstand the longitudinal or Lateral thrust of the equipment. Unless otherwise indicated, temporary
intermediate headers will be permitted for placements exceeding 50 feet in length for the longitudinal screed, provided the rate of
placement is rapid enough to prevent a cold joint and these headers are designed for early removal to permit satisfactory consol-
idation and finish of the concrete at their locations.
Unless otherwise indicated, slabs on continuous units shall be placed in one continuous operation without transverse construc-
tion pints using a longitudinal screed or a self propelled transverse finishing machine. Rails for transverse finishing machines
supported from the beams or girders shall be installed so they may be removed without damage to the slab. Bond between
removable supports and the concrete shall be prevented in a manner acceptable to the Engineer. Rail support parts which re-
main embedded in the slab shall not project above the upper mat of reinforcing steel. Rail or screed supports attached to
I -beams or girders shall be subject to "General Requirements" stated above.
410 Rev. 09130187 Page 9 Concrete Structures
For continuous placements of slab on steel or prestressed members, continuous slab and girder units or continuous slab spans,
the Contractor shall submit his rate of placement schedule. For simple span units, a minimum rate of placement for a particular
unit may be indicated. If not so indicated, the Contractor shall satisfy the Engineer that the equipment furnished is capable of
placing, finishing and curing the slab at an acceptable rate to insure compliance with the specifications.
The profile gradeline may require adjustment. due to variation in beam camber and other factors. to obtain the required cover
over the slab reinforcement. Beams shall be set in a sufficient number of spans so that when adjustment is necessary the profile
gradeline can be adjusted over suitable increments so that the revised gradeline will produce a smooth riding surface.
One or more passes shall be made with the screed over the bridge deck segment prior to the placement of concrete thereon to
insure proper operation and maintenance of grades and clearances.
Slab concrete shall be deposited between the exterior beam and the adjacent beam prior to placing concrete in the overhang
portion of the slab.
For transverse slab finishing, concrete shall be placed In transverse strips, proceeding from the lowest end of the placement.
For longitudinal screeding, concrete shall be placed in longitudinal strips starting at a point in the center of the segment adjacent
to one side, except as provided herein and the strip completed by placing uniformly in both directions toward the ends except that
for spans on a grade of 1.5 percent or more, placing shall start at the lowest end. The width of strips shall be such that the
concrete therein will remain plastic until the adjacent strip is placed. Where monolithic curb construction is specified, the con-
crete shall be placed therein in proper sequence to be monolithic with the adjacent longitudinal strips of the slabs.
Forms for the bottom surface of concrete slabs, girders and overhangs shall be maintained true to the required vertical alignment
during concrete placing. An approved system of checking shall be used to detect any vertical movement of the forms or
falsework. Unless otherwise indicated, girders, slab and curbs of deck girder spans shall be placed monolithically.
The girder stems shall be filled first and the slab concrete placed within the time limits specified in "Placing Concrete, General"
above.
Construction joints when permitted for slab placements on steel and prestressed concrete beams shall be as indicated. Where
plans permit segmental placing, without specifying a particular order of placement, any logical placing sequence which will not
result in the overstressing of any of the supporting members will be permitted subject to the approval of the Engineer.
Any falsework under steel girder or truss spans shall be released and the spans swung free on their permanent supports before
placing any slab concrete thereon.
When the curb forms are filled, the top of curb and sidewalk section shall be brought to the correct camber and alignment and
finished as described in "Treatment and Finishing of Horizontal Surfaces Except Roadway Slabs" and "Ordinary Surface Finish ",
below.
The slab shall be finished as specified In "Finish of Roadway Slabs ", below. When the slab is to receive an additional wearing
surface or level -up (widening), it shall be given a reasonable smooth float or screed finish.
410.16 Placing Concrete In Concrete Arches
Concrete shall be placed in arch rings so the loading is kept symmetrical on the falsework. The arch rings and ribs shall be
placed in one continuous operation unless otherwise indicated or permitted by the Engineer. The spandrel walls or columns and
the beams shall not be placed until the arch Is swung. Floor slab, railing, parapet walls. etc.. shall not be placed until all spandrels
are complete. Slab placement shall be symmetrical about the transverse centerline so the loading of the arch is kept approxi-
mately symmetrical.
The placing sequence shall be as indicated.
410.17 Placing Concrete In Box Culverts
In general, construction joints will be permitted only where indicated.
Where the top slab and walls are placed monolithically in culverts more than 4 feet In clear height, an interval of not less than 1
nor more than 2 hours shall elapse before placing the top slab to allow for shrinkage in the concrete wall.
The base slab shall be trowel finished accurately at the proper time to provide a smooth uniform surface. Top slabs which carry
traffic shall be finished as specified for roadway slabs In "Finish of Roadway Slabs," below. Top slabs of fill type culverts shall be
given a reasonably smooth float finish.
410.18 Placing Concrete in Foundations and Substructure
Concrete shall not be placed in footings until the depth and character of the foundation has been Inspected by the Engineer and
permission has been given to proceed.
410 Rev. 09/30187 Page 10 - Concrete Structures
Placing of concrete footings upon seal courses will be permitted alter the caissons or cofferdams are free from water and the seal
course cleaned. Any necessary pumping or bailing during the concrete placement shall be done from a suitable sump located
outside the forms.
All temporary wales or braces inside cofferdams or caissons shall be constructed or adjusted as the work proceeds to prevent
unauthorized construction joints in footings or shafts.
When footings can be placed in a dry excavation without the use of cofferdams or caissons, forms may be omitted if desired by
the Contractor and approved by the Engineer and the entire excavation filled with concrete to the elevation of the top of footing in
which case measurement for payment will be based on the footing dimensions indicated.
Concrete In columns shall be placed monolithically unless otherwise indicated. Columns and caps and/or tie beams supported
thereon may be placed in the same operation. To allow for shrinkage of the column concrete, it shall be placed to the lower level
of the cap or tie beam and placement delayed for not less than 1 hour nor more than 2 before proceeding.
410.19 Treatment and Finishing of Horizontal Surfaces Except Roadway Slabs
All unformed upper surfaces shall be struck off to grade and finished. The use of mortar topping for surfaces under this classifica-
tion will not be permitted.
After the concrete has been struck off, the surface shall be floated with a suitable float. Bridge sidewalks shall be given a wood
float or broom finish or may be striped with a brush as specified by the Engineer.
The tops of caps and piers between bearing areas shall be sloped slightly from the center toward the edge and the tops of
abutments and transition bents sloped from the backwall to the edge, as directed by the Engineer, so that water will drain from
the surface and shall be given a smooth trowel finish. When indicated, the coating of caps and piers shall be done using Type x
epoxy material. Unless otherwise indicated. the color shall be concrete gray. Bearing areas for steel units shall be constructed in
such a manner to have a full and even bearing upon the concrete When the concrete is placed below grade, beanng areas may
be raised to grade on beds of Portland Cement mortar consisting of 1 part cement, 2 parts sand and a minimum amount of water.
Beanng seat buildups or pedestals for concrete units may be cast Integrally with the cap or with a construction joint as follows:
The construction joint area under the bearing shall have the surface roughened thoroughly as soon as practical after Initial
set Is obtained. The bearing seat buildups shalt be placed using a latex based grout or an epoxy grout, mixed in ac-
cordance with the manufacturer's recommendation. Pedestals shall be placed using Class C concrete, reinforced as
indicated.
Bearing areas under etastomeric pads shall be given a slightly textured wood float finish.
410.20 Finish of Roadway Slabs
In all roadway slab finishing operations, camber for specified vertical curvature and transverse slopes shall be provided.
For concrete slab or concrete girder spans cast in place on falsework, an additional amount of camber shall be provided to offset
the initial and final deflections of the span. The additional amount of camber shall be determined from the dead load deflection
diagram indicated. When dead load deflection is not indicated, the additional amount of camber shall be a inch per 10 foot of
span length but not to exceed inch. For pan girder spans the additional camber for initial and final deflections shall be approxi-
mately'h inch for 30 foot spans and 3'/4 inch for 40 foot spans.
Roadway slabs supported on prestressed concrete beams, steel beams or girders shall receive no additional camber, except
that for slabs without vertical curvature, the longitudinal camber shall be approximately V. inch.
Work bridges or other suitable facilities shall be provided from which to perform all finishing operations and check measurements
for slab thickness and reinforcement cover.
As soon as the concrete has been placed and vibrated in a section of sufficient width to permit working, the surface shall be
struck off, leveled and screeded, carrying a slight excess of concrete ahead of the screed to insure filling of all low spots. The
screed shall be designed rigid enough to hold true to shape and shall have sufficient adjustments to provide for the required
camber. A vibrating screed shall be used in all slabs more than 20 feet in width. A vibrating screed may be used it heavy enough
to prevent undue distortion. The screeds shall be provided with a metal edge.
Longitudinal screeds shall be moved across the concrete with a sawlike motion while their ends rest on headers or templates set
true to the roadway grade or on the adjacent finished slab.
The surface of the concrete shall be screed a sufficient number of times and at such intervals to produce a uniform surface, true
to grade and free of voids. If necessary, the screed surface shall be worked to a smooth finish with a long handled wood or metal
float of the proper size or hand floated from bndges over the slab.
410 Rev. 09130187 Page 11 Concrete Structures
The Contractor shall perform sufficient checks with a long handled 10 foot straightedge on the plastic concrete to insure that the
final surface will be within the tolerances specified below. The check shall be made with the straightedge parallel to and perpen-
dicular to the centerine. Each pass thereof shall lap half of the preceding pass. All high spots shall be removed and all depres-
sions over Via inch in depth shall be filled with fresh concrete and floated. The checking and floating shall be continued until the
surface is true to grade and Tree of depressions, high spots, voids or rough spots.
Rail support holes shall be filled wnh concrete and finished to match the top of the slab.
A broom finish shall be applied with longitudinal screeding A broom or burlap drag finish shall be applied with transverse
screeding.
Unless otherwise indicated, the burlap drag shall consist of 4 or more layers of 10 ounce burlap fabric, Tree of seams, dirt or
hardened concrete; it shall•be kept wet when in use and it shall be drawn over the surface in as many passes as required to
produce the desired texture depth. Broom finishes shall be applied with stiff bnstled brooms. The Contractor shall have on hand
at all times brooms for the purpose of providing the desired texture depth when surface conditions are such that the burlap drag
will not provide It.
Upon completion of the floating and/or straightedging and before the disappearance of the moisture sheen, the surface shall be
given a broom or burlap drag finish. The grooves of these finishes shall be parallel to the structure centerline. tt is the intent that
the average texture depth resulting from the number of tests directed by the Engineer be not less than 0.035 inch with a minimum
texture depth of 0.030 inch for any one test when tested in accordance with SDHPT Test Method Tex- 436-A. Should the texture
depth fall below that intended, the finishing procedures shall be revised to produce the desired texture.
At the option of the Contractor or when indicated, the surface shall be given its final texture by saw grooving to meet the above
requirements. Saw grooving may be done a minimum of 4 days after the slab concrete has been placed. If saw grooving is done
prior to the completion of curing, the curing shall be continued after sawing to provide the minimum curing time required.
When the plans require that a concrete overlay be placed on the slab (new construction) or on prestressed concrete box beams,
the slab or top surface of shear key and diafram concrete shall be given a metal tine finish of approximately 0.050 inch.
When the plans indicate an asphaltic tack coat and overlay be placed on the slab (new construction) or on prestressed concrete
box beams, the slab or the top surface of shear key and diafram concrete shall be given a lightly textured broom finish, similar to
a sidewalk finish having an average texture depth of approximately 0.025 inch.
Alter the concrete has attained its final set, the roadway surface shall be tested with a standard 10 foot straightedge. The
straightedge shall be placed parallel to and perpendicular to the centerline of roadway to bridge any depressions and touch high
spots. Ordinates of irregularities measured from the face of the straightedge to the surface of the slab shall not exceed 'h inch,
making proper allowances for camber, vertical curvature and surface texture. Occasional variations, not exceeding Via inch will
be acceptable. if in the opinion of the Engineer it will not affect the riding qualities.
Irregularities exceeding the above requirements shall be corrected. Areas which are corrected to produce satisfactory nding
qualities shall be provided with an acceptable surface texture in a manner approved by the Engineer.
410.21 Placing Survey Monuments
The Contractor shall obtain City Survey Monuments, for a fee of $10.00, from the Transportation and Public Services Department,
Construction Inspection. Monuments shall be Imbedded In freshly poured concrete at locations Indicated and accessible to sur
vey equipment at the completion of the project. The monuments shall be installed flush with the adjacent concrete In a workman
like manner.
410.22 Curing Concrete
The Contractor shall inform the Engineer fully of the methods and procedures proposed for curing, shall provide the proper
equipment and material in adequate amounts and shall have the proposed method, equipment and material approved prior to
placing concrete.
Inadequate curing and/or facilities therefor shall be cause for the Engineer to notify the Contractor, in writing, that the work Is
unsatisfactory and the concrete will have to be removed and replaced.
All concrete shall be cured for a period of 4 curing days except as noted herein.
Exceptions to 4 Day Curing
410 Rev. 09 /30/87
Description
Upper Surfaces of Bridge Slabs and Top Slabs
of Direct Traffic Culverts.
Concrete Piling (nonprestressed)
Required Curing
8 curing days (Type 1 or III cement)
10 curing days (Type II cement)
6 curing days
Page 12 Concrete Structures
When the air temperature is expected to drop below 35 F. the wafer curing mats shall be covered with polyethylene sheeting,
burlap - polyethylene blankets or other material to provide the protection required by "Placing Concrete in Cold Weather'. below
A curing day Is defined as a calendar day when the temperature, taken in the shade away from artificial heat, is above 50 F for at
least 19 hours.(or colder days if satisfactory provisions are made to maintain the temperature at all surfaces of the concrete
above 40 F for the enure 24 hours). The required curing period shall begin when all concrete therein has attained Its Initial set
The following methods are permitted for curing concrete subject to the restrictions of Table 1. below and the following require-
ments for each method of curing.
(1) Form Curing
(2) Water Curing
All exposed surfaces of the concrete shall be kept wet continuously for the required cunng time. The water used for
curing shall meet the requirements for concrete mixing water as Indicated in Item No. 403, "Concrete for Structures ".
Sea water will not be permitted. Water which stains or leaves an unsightly residue shall not be used.
(a) Wet Mat
(3)
410 Rev. 09130187
When forms are left in contact with the concrete. other curing methods will not be required except for cold weather
protection.
When forms are striped before the 4 day minimum curing time has elapsed, curing shall continue by an approved
method.
Polyethylene sheeting or burlap- polyethylene blankets placed in direct contact with the slab will be required
when the air.temperature is expected to drop below 40 F during the first 72 hours of the cunng period. Wet
mats placed in direct contact with the slab will be required when the air temperature is expected to remain
above 40 F for the first 72 hours of the cunng penod. Damp burlap blankets made from 9 ounce stock may be
placed on the damp concrete surface for temporary protection prior to the application of the cotton mats which
may be placed dry and wetted down after placement.
The mats shall be weighted down adequately to provide continuous contactwith all concrete surfaces where
possible. The surfaces of the concrete shall be kept wet for the required curing time. Surfaces which cannot be
cured by contact shall be enclosed with mats, anchored positively to the forms or to the ground, so that outside
air cannot enter the enclosure. Sufficient moisture shall be provided inside the enclosure to keep all surfaces
of the concrete wet.
(b) Water Spray
This method shall consist of overlapping sprays or sprinklers that keep all unformed surfaces continuously
wet
(c) Ponding
This method requires the covering of the surfaces with a minimum of 2 inches of clean granular material, kept
wet at all times or a minimum of 1 inch depth of water. Satisfactory provisions shall be made to provide a dam
to retain the water or saturated sand.
Membrane Curing
Unless otherwise indicated, either Type 1 -0 or Type 2 membrane curing compound may be used where permitted
except that Type 1 -D (Resin Base Only) will be permitted for slab concrete In bridge decks and top slabs of direct
traffic culverts.
TABLE 1
REQUIRED PERMITTED
Water Membrane Water Membrane
STRUCTURE UNIT for Complete for Interim for Complete for Complete
DESCRIPTION Curing Curing Curing Curing
1. Upper surfaces of Bridge Roadway. X X
Median and Sidewalk Slabs, Top Slabs of (resin base)
Direct Traffic Culverts.
Page 13 Concrete Structures
STRUCTURE UNIT
DESCRIPTION
2. Top Surface of any Concrete Unit upon
which Concrete is to be placed and
bonded at a later interval (Stub Walls.
Risers, etc.). Other Superstructure Con-
crete (Curbs, Wingwalls, Parapet Walls,
etc.).
3. Top Surface of Precast and/or Pre- X X
stressed Piling.
4. All Substructure Concrete Culverts, *X *X
Box Sewers. Inlets, Manholes, Retaining
Walls, Riprap.
*Polyethylene Sheeting, Burlap- Polyethylene Mats or Laminated Mats in close intimate contact with the
concrete surfaces, will be considered equivalent to water or membrane curing for items under 4.
For substructure concrete, only one Type of curing compound will be permitted on any one structure. Material requirements and
construction methods shall conform to Item No. 409, "Membrane Curing ", except as changed herein. The membrane shall be
applied In a single, uniform coating at the rate of coverage recommended by the manufacturer and as approved by the Engineer.
but not less than 1 gallon per 180 square feet of area. Tests for acceptance shall be at this specified rate.
Membrane curing shall not be applied to dry surfaces, but shall be applied Just after free moisture has disappeared. Formed
surfaces and surfaces which have been given a first rub shall be dampened and shall be moist at the time of application of the
membrane.
When membrane is used for complete curing, the film shall remain unbroken for the minimum cunng period specified. Membrane
which is damaged shall be corrected immediately by reapplication of membrane. Unless otherwise indicated, the choice of mem-
brane type shall be at the option of the Contractor, except that the Engineer may require the same curing method for like portions
of a single structure.
410.23 Removal of Forms and Falsework
TABLE 1 (continued)
REQUIRED PERMITTED
Water Membrane Water Membrane
for Complete for Interim for Complete for Complete
Curing Curing Curing Curing
x
*x *x
Except as herein provided, forms for vertical surfaces may be removed when the concrete has aged not less than 1 day when
Type I or Type II cement is used and not less than day when Type III cement is used, provided it can be done without damage
to the concrete.
Forms for inside curb faces may be removed in approximately 3 hours provided it can be done without damage to the curb.
Weight supporting forms and falsework for structures, bridge components and culvert slabs shall remain in place a minimum of 4
curing days after which they may be removed If the concrete has attained a flexural strength 01500 psl as evidenced by strength
tests using specimens made from the same concrete and cured under the same conditions as the portion of the structure in-
volved. Forms for other structural components may be removed as specified by the Engineer.
Inside forms (walls and top slabs) for inlets, box culverts and sewers may be removed after the concrete has aged not less than 3
days and has acquired a flexural strength of not Tess than 300 psi, provided an overhead support system, approved by the
Engineer, is used to transfer the weight of the top slab to the walls of the box culvert or sewer before the support provided by the
forms is removed.
If all test beams made for the purpose of form removal have been broken without attaining the required strength, forms shall
remain in place for a total of 14 curing days.
Formwork supporting weight of concrete, such as beam soffits. joints and other structural elements, may not be removed in less
than 14 days and until concrete has attained design minimum compressive strength at 28 days. Determine potential com-
pressive strength of in place concrete by testing field cured specimens representative of concrete location of members.
The above provisions relative to form removal shall apply only to forms or parts thereof which are constructed to permit removal
without disturbing forms or falsework required to be left in place for a longer period on other portions of the structure.
Backfilling against walls of Type I or Type II cement shall not take place for a minimum of 7 days. Backfilling against walls of Type
III cement shall not take place until the flexural beam strength has reached 500 psi or the wall has cured for 5 days.
410 Rev. 09 /30187
Page 14 Concrete Structures
410.24 Defective Work
Any defective work discovered alter the forms have been removed shall be repaired as soon as possible in accordance with
"Finishing Exposed Surfaces." below.
If the surface of the concrete is bulged. uneven or shows excess honeycombing or form marks, which in the opinion of the
Engineer, cannot be repaired satisfactorily, the entire section shall be removed and replaced at the expense of the Contractor.
410.25 Finishing Exposed Surfaces
(1) Ordinary Surface Finish
An Ordinary Surface Finish shall be applied to all concrete surfaces either as a final finish or preparatory to a higher
grade or class of finish. Higher grades and classes of finish shall conform to Item No. 411. "Surface Finishes for
Concrete". Where neither a grade or class of finish is specified, an Ordinary Surface Finish only, will be required.
410 Rev. 09130/87
Ordinary Surface Finish shall be provided as follows:
After form removal, all porous or honeycombed areas and spelled areas shall be corrected by chipping away
all loose or broken matenal to sound concrete.
Feather edges shall be eliminated by cutting a face perpendicular to the surface. Shallow cavities shall be
repaired using adhesive grout or epoxy grout. If judged repairable by the Engineer, large defective areas shall
be corrected using concrete or other material approved by the Engineer.
Holes and spells caused by removal of metal ties, etc.. as required by "Forms ", above, shall be cleaned and
filled with adhesive grout or epoxy grout. Exposed parts of metal chairs on surfaces to be finished by rubbing,
shall be chipped out to a depth of '/ inch and the surface repaired.
All fins. runs, drips or mortar shall be removed from surfaces which remain exposed. Form marks and chamfer
edges shall be smoothed by grinding and/or dry rubbing.
Grease, oil, dirt, curing compound, etc., shall be removed from surfaces requinng a higher grade of finish.
Disco!orations resulting from spillage or splashing of asphalt, paint or other similar material shall be removed.
Repairs shall be dense, well bonded and properly cured and when made ori`.surfaces which remain exposed
and do not require a higher finish, shall be finished to blend with the surrounding concrete.
Unless otherwise indicated Ordinary Surface Finish shall be the final finish for the following exposed surfaces: inlets,
manholes, sewer appurtenances, inside of culvert barrels, bottom of bridge decks between beams or girders, ver-
tical and bottom surfaces of interior concrete beams or girders.
(2) Rubbed Finish
In general, the following areas shall require a rubbed finish and shall receive a first and second rubbing:
(a) The top, exterior and roadway facia of curbs and parapet walls.
(b) All concrete surfaces of railing.
(c) The exterior vertical facia of slab spans. rigid frames, arches and box girders.
(d) The outside and bottom surfaces of facia beams or girders (except precast concrete beams).
(e) The underside of overhanging slabs to the point of juncture of the supporting beams.
(f) All vertical surfaces of piers, columns. bent caps, abutments, wingwalls and retaining walls which are
exposed to view after all backfill and embankments is placed.
(g) Exposed formed surfaces of inlet and outlet structures on culverts, transition structures, headwalls and
inlets.
(h) Such other surfaces specified elsewhere to receive a rubbed finish and such additional surfaces re-
quired by the Engineer to receive a rubbed finish.
After removal of forms and as soon as the mortar used In pointing has set sufficiently, surfaces to be rubbed shall be
wet with a brush and given a first surface rubbing with a medium coarse carborundum stone. This rubbing shall be
done before the concrete has cured more than 48 hours.
Page 15 Concrete Structures
End
The second rubbing shall present a cleaned uniform appearance free from dnp marks and discobration. It shall be
given with a No.30 carborundum stone or an abrasive of equal quality.
If the Contractor elects to use an epoxy paint in lieu of the second rubbing, he may do so upon approval of the
Engineer.
(3) Special Surface Finishes
Striated, exposed aggregate and other special surface finishes shall conform to Item No. 411, "Surface Finishes foi
Concrete' and/or with the requirements indicated.
Ref: 401, 403, 405, 406, 408, 409, 411, 425, 438, 720
410 Rev. 09/30/87 Page 16
Concrete Structures
430.2 Materials
Item No. 430
Concrete Curb and Gutter
430.1 Description
This item shall consist of Portland Cement concrete curb or curb and gutter with reinforcing steel as required, constructed on an
approved subgrade and base in accordance with This specification and in conformity with the lines, grades, section and details
indicated or as established by the Engineer.
(1) Concrete
Concrete shall conform to Class A Concrete as indicated in Item No 403, "Concrete for Structures" or Item No. 360,
"Concrete Pavement" when the curb and gutter is placed integral with the pavement.
(2) Reinforcing Steel
Reinforcing steel shall conform to Item No. 406, "Reinforcing Steel ".
(3) Expansion Joint Materials
Expansion joint materials shall conform to Item No. 408, "Expansion Joint Materials ".
(4) Membrane Curing Compound
Membrane curing compound shall conform to Item No. 409, "Membrane Curing ".
(5) Flexible Base
Aggregate shall conform to Item No. 210. "Flexible Base ".
430.3 Construction Methods
Subgrade for curb and gutter shall be excavated and prepared to required depth and width including a minimum of 12 inches
behind the curb, unless a greater width is indicated, to construct the work to grades and dimensions indicated. A minimum of 4
inches of flexible base shall be spread, wetted and thoroughly compacted under curb and gutter as specified in Item No. 210,
"Flexible Base ". If dry, the base shall be sprinkled with water lightly before concrete is deposited thereon.
Forms shall be of metal or well seasoned wood. The length of the forms shall be not less than 10 feet. Flexible or curved forms
shall be used for curves of 100 foot radius or less. Wood forms for straight sections shall be not less than 2 inches in thickness.
Forms shall be clean, straight, free from warp and oiled with a light form oil All forms shall be securely staked to line and grade
and maintained in a true position during the depositing of concrete.
The reinforcing steel shall be placed in position as shown on the typical section. Care shall be exercised to keep all steel in its
proper location.
Expansion joint material, 3/4 inch in thickness, shall be provided at intervals not to exceed 40 feet and shall extend the full width
and depth of the concrete. Weakened plane joints shall be made V inch deep at 10 foot intervals. All joint headers shall be
braced perpendicular and at right angles to the curb.
Two round smooth dowel bars, '/ inch in diameter and 24 inches in length, shall be installed at each expansion joint. Sixteen
inches of one end of each dowel shall be thoroughly coated with hot oil, asphalt or red lead, so that it will not bond to the con-
crete. The dowels shall be installed with a dowel sleeve on the coated end as indicated or equivalent as directed by the Engineer.
Concrete shall be placed in the forms, rodded and tamped to exclude all air and honeycomb. Not more than 1 hour after the
concrete has been placed, a thin coating not more than h inch nor less than 'A inch thick of finish mortar, composed of 1 part
Portland Cement to 2 parts fine aggregate, shall be worked into the exposed laces of the curb and gutter by means of a "mule ".
Aker the concrete has become sufficiently set, the exposed edges shall be rounded by the use of an edging tool to the radii
indicated. The entire exposed surface of the curb and gutter shall be floated to a uniform smooth surface, then finished with a
camel hair brush to a gritty texture. The forms shall remain in place a minimum of 24 hours unless approved otherwise by the
Engineer. After removal of the forms, any minor honeycombed surfaces shall be plastered with a mortar mix as described above.
Excessively honeycombed curb and gutter, as determined by the Engineer, shall be completely removed and replaced when
directed.
The finished concrete, while still plastic, shall be stamped with an impression having the Contractor's name and the month and
year. The stamp shall be of approved design and impressions shall be made on the face of the curb at or near street intersections
and not exceeding 350 feet apart or as directed by the Engineer.
Page 1 04)17/86 430
Immediately after finishing the curb. concrete shall be protected by a membrane curing conforming to Item No. 409, "Membrane
Curing ".
After a minimum of 3 days curing and before placing the final course base, the curb shall be backfilled to the full height of the
concrete, tamped and sloped as directed by the Engineer. The top 4 inches of backfill shall be of clean topsoil, free of stones and
debris conforming to Item No. 604, "Seeding for Erosion Control" when turf is to be established.
430.4 Measurement
Accepted work as prescribed by this item will be measured by the linear foot of concrete curb and gutter, complete in place
430.5 Payment
The work performed as prescribed by this item will be paid for at the unit price bid per linear foot for "Concrete Curb and Gutter ",
which price shall be lull compensation for all work as set forth and described under payment Method A, 0, C or D.
Method A (Pay Item No. 430 -A)
This payment method includes all the work performed for "Concrete Curb and Gutter ", complete, at the unit price bid,
which price shall be full compensation for excavation, preparing the subgrade, for furnishing and placing all base material,
reinforcing steel, dowels, expansion joint material, curing material, backfilling and for all other materials, manipulations,
labor, tools, equipment and incidentals necessary to complete the work
Method B (Pay Item No. 430 -B)
This payment method includes all the work performed for "Concrete Curb and Gutter ", complete, at the unit price bid,
which price shall be full compensation for fine grading, for fumishing and placing reinforcing steel, dowels, expansion joint
material, curing material, backfilling and for all other materials, manipulations, labor, tools, equipment and incidentals nec-
essary to complete the work.
Method C (Pay Item No. 430 -C)
This payment method includes all the work performed for "Concrete Curb ", complete, at the unit price bid, which price shall
be full compensation for fine grading, for furnishing and placing reinforcing steel, dowels, expansion joint material, curing
material, backfilling and for all other materials, manipulations, labor, tools, equipment and incidentals necessary to com-
plete the work.
Method D (Pay Item No. 430 -D)
This payment method includes all the work performed for "Concrete Curb ", complete, at the unit price bid, which price shall
be full compensation for excavation, preparing the subgrade, for finishing placing all base material, reinforcing steel,
dowels, expansion joint material, curing material, backfilling and for other materials, manipulations, labor, tools, equipment
and incidentals necessary to complete the work.
Payment will be made under one of the following.
Pay Item No. 430 -A: Concrete Curb and Gutter — Per Linear Foot.
Pay Item No. 430 -B: Concrete Curb and Gutter — Per Linear Foot.
Pay Item No. 430-C: Concrete Curb — Per Linear Foot.
Pay Item No. 430 -D: Concrete Curb — Per Linear Foot.
End
430 04/17/86 Page 2
Item No. 4.32
Concrete Sidewalks
432.1 Description
This item shall consist of concrete sidewalks composed of Portland Cement concrete, constructed as herein specified on an
approved subgrade, in conformity to the lines, grades and details indicated or as established by the Engineer. All sidewalks and
accessible routes shall conform to the State Standards, Number 411.
432.2 Materials
(1) Concrete
Concrete shall be Class A Concrete conforming to Item No. 403. "Concrete for Structures'
(2) Reinforcing Steel and Welded Wire Fabric
Reinforcing steel shall conform to Item No. 406, "Reinforcing Steel ".
(3) Expansion Joint Materials
Expansion joint materials shall conform to Item No. 408, "Expansion Joint Materials ".
(4) Membrane Curing Compound
Membrane curing compound shall conform to Item No. 409, "Membrane Curing ".
432.3 Construction Methods
The subgrade shall be excavated and shaped to the lines, grades and cross section as indicated or as directed by the Engineer
and shall be thoroughly compacted. A cushion 2 inches minimum thickness of crusher screenings, gravel and sand, crushed rock
or coarse sand shall be spread, wetted thoroughly, tamped and leveled. The sand cushion shall be moist at the time the concrete
is placed.
If the subgrade is undercut by more than 4 inches or the natural ground is below "top of subgrade'; by more than 4 inches then
necessary backfill shall be made with an approved material and compacted with a mechanical tamper. Hand tamping will not be
permitted.
Where the subgrade is rock or gravel, 70 percent of which is rock, the 2 inch cushion need not be used. The Engineer will
determine if the subgrade meets the above requirements.
Forms shall be of metal or well seasoned wood not less than 2 inches in thickness, of a section satisfactory to the Engineer;
clean, straight, free from warp and of a depth equal to the thickness of the linished work. All forms shall be securely staked to line
and grade and maintained in a true position during the depositing of concrete. Before concrete is placed. forms shall be thor-
oughly oiled with a light form oil.
Expansion joint material 4. inch thick, shall be provided where the new construction abuts an existing structure. sidewalk or
dnveway. Similar expansion material shall be placed around all obstructions protruding through the sidewalk. The expansion joint
material shall be placed vertically and shall extend the full depth of the concrete. Maximum spacing of expansion joints shall be
40 feet as indicated or as directed by the Engineer. Weakened plane joints shall be spaced at 5 feet on center. Normal dimen-
sions of the weakened plane joints shall be V. inch wide and V. inch deep. All joints shall be 90 degrees to centerline of walk and
shall match any previously placed concrete joints.
Reinforcement for sidewalks shall consist of 1 layer of 6 x 6 — W 1.4 x W 1.4 wire fabric or #3 bars, placed not more than 18
inches on center both directions. All reinforcement shall be placed equidistant from the lop and bottom of the concrete. Care
shall be exercised to keep all steel in its proper position during the depositing of concrete. Splices in wire fabric shall overlap
sufficiently to allow two pairs of transverse wires to be lied together and no splice of less than 6 inches will be permitted. Splices
in the #3 bars shall have a minimum lap 0112 inches.
Where driveways cross sidewalks, additional reinforcing shall be placed in the sidewalk as indicated.
Concrete shall be placed in the forms and spaded, tamped and thoroughly consolidated until it entirely covers the surface and
has a monolithic finish. The top surface shall be floated and troweled to a uniform smooth surface. then finished with a camel hair
brush or wood float to a gntty texture unless otherwise indicated. The outer edges and joints shall be rounded with approved
tools to a V. inch radius. Care will be exercised to prevent loss of dummy joints or rounded edges when applying the brush finish.
The finished concrete. while still plastic, shall be stamped with an impression having the Contractors name, month and year. The
stamp shall be of approved design and Impressions shall be made at or near street intersections and not exceeding 350 feet
apart or as directed by the Engineer
432 Rev. 09130187
Page 1 Concrete Sidewalks
At the proper time after finishing, the surface shall be protected by a membrane compound curing agent or by wetting cotton or
burlap mats, conforming to Item No. 409, "Membrane Curing ". The sides of the concrete shall be cured in the forms. If the fonts
are removed during the curing process, the curing shall be continued by the placement of fill against the row concrete or other
procedures conforming to Item No. 410, "Concrete Structures ". The top 4 inches of fill shall be clean topsoil conforming to Item
No. 604, "Seeding for Erosion Control".
All necessary excavation, filling and grading of the slopes adjacent to the completed concrete sidewalks will be considered inci-
dental work pertaining to this item and will not be paid for directly. The adjacent excavation and grading of the slopes shall be
done in a manner acceptable to the Engineer.
End
Ref: 403, 406, 408, 409, 410, 432, 604
432 Rev. 09/30/87 Page 2 Concrete Sidewalks
436.1 Description
436.2 Materials
(1) Concrete
Concrete shall be Class A conforming to Item No 403, "Concrete for Structures ".
(2) Reinforcing Steel
Reinforcing steel and welded wire fabric shall conform to Item No. 406, "Reinforcing Steel"
(3) Expansion Joint Materials
Expansion joint materials shall conform to Item No. 408, "Expansion Joint Materials ".
(4) Membrane Curing Compound
Membrane curing compound shall conform to Item No. 409, "Membrane Curing ".
436.3 Construction Methods
End.
Item No. 436
Concrete Valley Gutters
This item shall consist of concrete valley gutters, composed of Portland Cement concrete, constructed as herein specified on an
approved subgrade in conformity to the lines, grades and details indicated or as established by the Engineer.
All forms and forming, placement of reinforcement, placement of concrete, form removal, finishing and curing shall conform to
Item No. 410, "Concrete Structures ".
Where stabilized subbase is not provided, the subgrade shall be excavated as required, all unstable or otherwise objectionable
material removed and all holes, ruts and depressions filled with approved material.
Rolling shall be performed when and to the extent directed and the roadbed shall be completed to the plane of the typical sec-
tions indicated and the lines and /or grades established by the Engineer All work shall conform to Item No 201, "Subgrade
Preparation ".
Forms shall be of metal or well - seasoned wood not less than 2 inches nominal thickness, of a section satisfactory to the Engi-
neer; clean, straight, free from warp and of a depth equal to the thickness of the finished work. All forms shall be securely staked
to line and grade and maintained in a true position during the depositing of concrete. Before concrete is placed, forms shall be
thoroughly oiled with a light form oil. If the subgrade is dry the area shall be sprinkled lightly immediately before the concrete is
placed.
Expansion joint material 1 inch thick shall be provided as indicated or as directed by the Engineer. The expansion joint material
shall be placed vertically and shall extend the full depth of the concrete. Dummy joints shall be provided on 10 foot centers or as
directed by the Engineer. Normal dimensions of the dummy groove shall be I/4 inch wide and 3 /. inch deep.
Reinforcement for concrete valley gutters shall conform to the details indicated or as directed by the Engineer. Care shall be
exercised to keep the reinforcement In Its proper position during the depositing of concrete.
Concrete shall be placed in the forms and spaded, tamped or vibrated until thoroughly compacted and until it entirely covers the
surface and has a monolithic finish The top surface shall be screeded and floated to a uniform smooth surface, then finished
with a wood float to a gritty texture. The outer edges shall be rounded with approved tools to a' /4 inch radius.
At the proper time after finishing, the surface shall be protected by a membrane - curing compound or by wetting cotton or burlap
mats Either method shall be subject to approval by the Engineer. Traffic shall be securely barricaded from using the concrete
valley gutter for a minimum of 4 days after initial placing and may be opened to traffic only with the approval of the Engineer.
Unless otherwise specified, all necessary excavation, filling and grading of the subgrade will be considered incidental work per-
taining to this item, and will not be paid for directly.
Page 1 04 86 436 "
508.1 Description
This item to consist of the construction of miscellaneous structures and
appurtenances complete in place or to the stage detailed indicated and the
materials used herein, including the excavation, installation, backfilling,
placement of the concrete and when required, the furnishing and
installation of frames, grates, rings, covers, safety end treatment and any
concrete curb and gutter indicated.
508.2 Types
The various types of structures and appurtenances such as inlets,
headwalls, energy dissipators, etc., are designated on the plans by letter
or by number for the particular design of structure to be constructed in
accordance with the details indicated. Unless otherwise indicated, the
Contractor may have the option of furnishing cast in place or precast
structures.
508.3 Materials
(1) Concrete
Cast in Place Concrete
Precast Concrete
(2) Mortar
(3)
Item No. 508
Miscellaneous Structures and Appurtenances
Concrete shall conform to Item No. 403, "Concrete for Structures ",
with the following classes:
Class A
Class N
Mortar shall be composed of 1 part Portland Cement and 2 parts
clean, sharp mortar sand suitably graded for the purpose by
conforming in other respects to the provisions of Item No. 403,
"Concrete for Structures" for fine aggregate. 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.
Reinforcement and Steel
Reinforcing Steel shall conform to Item No. 406, "Reinforcing
Steel ".
Structural Steel shall conform to Item No. 720, "Metal for
Structures ".
(4) Frames, Grates, Rings and Covers
Frames, grates, rings and covers shall conform to Item No. 503,
Miscellaneous Structures
508 06/08/88 Page 1 and Appurtenances
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"Frames, Grates, Rings and Covers ".
(5) Safety End Treatment for Structures
(a) Bolts and Nuts
All bolts, nuts and associated hardware shall meet the
specifications of ASTM A 307.
(b) Plates and Angles
All plates and similar angles and brackets shall meet the
specifications of ASTM A 36.
(c) Pipe Runners
508.4 Construction Methods
Pipe Runners shall conform to the requirements of ASTM A53,
Grade B.
(d) Galvanizing
All concrete work shall be performed in accordance with Item No. 410,
"Concrete Structures ". Forms will be required for all cast in place
concrete walls, except where the nature of the surrounding material is such
that it can be trimmed to a smooth vertical face (the outside form for
concrete bases). Where cast in place concrete is used in wall construction
of storm sewers, the steps shall be cast into the wall when the concrete is
placed.
The construction inlets shall be done as soon as is practicable after sewer
lines into the inlet are complete. All sewers shall be cut neatly at the
inside face of the walls of the inlet and pointed up with mortar.
Bases for cast in place inlets may be placed prior to or at the
Contractor's option after the sever is constructed.
Bases for box sewers shall be cast as an integral part of the sewer. The
manholes may be constructed prior to backfilling or if the Contractor so
elects, the manhole opening may be covered temporarily with a steel plate
to facilitate the compaction of backfill for the sewer as a whole.
Miscellaneous Structures
508 06/08/88 Page 2 and Appurtenances
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All hardware including nuts, .bolts and .plates .listed above. -_...-
shall be galvanized conforming to ASTM A 123 or A 153. ,
"', °ter (6) Miscellan ous Items'', ''-`� -._ =r-c:
Cast iron for supports, steps and inlet units shall conform
the shape and dimensions indicated. The casting shall be clean
and perfect, free from sand or blow holes or other defects. Cast
iron castings shall meet the requirements of ASTM A 48, Class 30.
Steel for temporary_ when_ used with -Stage Construction ,shall_._. _ . --
be adequate for the loads imposed. ,
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Thereafter, required excavation for the inlet shall be made and the inlet
constructed and backfilled.
The inverts passing out or through an inlet shall be shaped and grouted
across the floor of the inlet as indicated. This shaping may be
accomplished by adding shaping mortar or concrete after the base is cast or
by placing the required additional material with the base.
All miscellaneous structures shall be completed in accordance with the
details indicated. Backfilling to original ground elevation shall be in
accordance with the provisions of the appropriate items and as directed by
the Engineer.
508.5 Measurement
All miscellaneous structures and safety end treatments satisfactorily
completed as indicated will•be measured as completed units per each.
Concrete removed, excavation and backfill, riprap, pipe, headwalls,
wingvalls, collars and apron slabs will not be measured under this item but
will be considered subsidiary to the other items.
Frames, grates, rings, covers, safety end treatment and any concrete curb
and gutter indicated will not be measured and paid for but shall be
considered subsidiary to one of the pay items set in the bid.
508.6 Payment
End.
(1) Inlets
Payment for Inlets of the type indicated in place in accordance
with these specifications and measured as prescribed above will be
made at the unit price bid for each Inlet, of the type specified.
(2) Energy Dissipators and Headwalls
Payment for special complete structures will be made at the unit
price bid per each.
(3) Safety End Treatment
Payment for Safety End Treatment, complete in place, will be made
at the unit price bid for each unit of the type Indicated.
Payment will be made under one of the following:
Pay Item No. 508 -E: Energy Dissipators, _ In. Dia. - Per Each.
Pay Item No. 508 -H: Headwalls, Type In. Dia. Pipe - Per
Each.
Pay Item No. 508 -IA: Inlet, Area - Per Each
Pay Item No. 508 - IG: Inlet, Grated - Per Each.
Miscellaneous Structures
508 06/08/88 Page 3 and Appurtenances
510.1 DESCRIPTION
This item shall consist of furnishing and installing corrugated metal pipe for
culverts and reinforced concrete pipe.
510.2 MATERIALS
(1) Corrugated Metal Pipe (CMP)
Pipe shall be corrugated continuous lock or welded seam,
helically corrugated pipe. CMP may be galvanized steel,
aluminized steel, or aluminum conforming to the following:
Galvanized Steel
Aluminized Steel
Aluminum
U.S. Standard Gage for uncoated metal shall be 16 gage. Damaged
coatings shall be repaired in accordance with the manufacturer's
recommendations. The following information shall be clearly
marked on each section of pipe:
Thickness and corrugations
Trade Mark of the manufacturer
Specification compliance
a. Fabrication
Steel pipe shall be arch pipe conforming to AASHTO M 36,
Type I.
Aluminum pipe shall conform to AASHTO M 196, Type-II.
b. Joint Material
Coupling bands and other hardware shall conform to AASHTO M
36 for steel pipe and AASHTO M 196 for aluminum pipe.
Coupling bands shall be of the same base metal and coating
as the pipe and shall lap equally on each pipe section to
form a tightly closed joint.
(2) Pipe Bedding Material
Pipe bedding material shall be clean sand, clean gravel, crushed
gravel or crushed limestone, free of mud, clay, vegetation or
other debris, conforming to ASTM C 33 for quality and size.
(3) Backfill Material
This material shall consist of borrow or suitable excavated
material with a plasticity index of less than 20, a moisture
content within 2 percent of optimum (TXDOT Test Method Tex - 114 -E)
and shall be free of rocks over 8 inches.
Page 1
AASHTO M 218
AASHTO M 274
AASHTO M 197
Item No. 510
Pipe
510.3 CONSTRUCTION METHODS
510.4 MEASUREMENT AND PAYMENT
End.
Beginning at the downstream end, pipe shall be laid, bedded and
backfilled in accordance with the manufacturers recommendations.
Damaged pipe shall not be used. Backfill material shall be placed
along both sides of the pipe equally in uniform layers not exceeding 6
inches loose depth, sprinkled if required and compacted to 95 percent
of maximum density (Tex- 114 -E). Above the 3/4 point of the pipe, the
backfill shall be placed uniformly on each side of the pipe in loose
layers not exceeding 12 inches and compacted to 95 percent density.
Provision for drainage and traffic shall be made by the contractor
during construction.
Additional requirements of the Texas Department of Transportation
(formerly SDHPT) shall be complied with.
Pipe shall be measured by the linear foot along the flowline of the
pipe, and payment shall be made at the unit price bid per linear foot.
The bid price shall include all materials, excavation, backfill,
coatings, cleanup and related work.
Pay Item: 510 -AC: Pipe, 17" x 13" Corrugated Metal Arch Pipe
for culvert, including excavation and backfill,
per linear foot, complete in place.
Page 2
591.1 Description
This item shall consist of excavation of all materials encountered for placing nprap, disposal of excess material and backfilling
around the completed nprap to the grade indicated. The work shall include all pumping and bailing, furnishing and placing nprap
of rock or concrete in accordance with the details and to the dimensions indicated.
591.2 Materials
(1) Rock
Rock for nprap shall consist of field rock or rough, unhewn quarry rock as nearly uniform in section as is practicable.
The rock shall be dense, resistant to the action of air and water and suitable in all respects for the purpose intended
(2) Broken Concrete
(5)
Reinforcement
Reinforcement shall conform to Item No. 406, "Reinforcing Steel ".
(6) Joints
Premolded expansion joint material shall conform to Item No. 408, "Concrete Joint Material ".
(7) Tie Backs and Anchors
Galvanized tie backs and anchors shall be as indicated.
(8) Filter Fabric
Filter Fabric shall conform to Item No. 620, "Filter Fabric ".
591.3 Construction Methods
591 Rev 09130/87
Item No. 591
Riprap for Slope Protection
The rock used for mortar riprap may consist of broken concrete removed under the contract or obtained from other
approved sources. Broken concrete shall be as nearly uniform in section as practicable and of the sizes indicated
below.
(3) Concrete
Cast in place concrete shall be Class A Concrete and shall conform to Item No. 403, "Concrete for Structures ".
(4) Grout and Mortar
Grout and mortar shall consist of 1 part Portland Cement and 3 parts sand, thoroughly mixed with water. Mortar shall
have a consistency such that it can be easily handled and spread by trowel. Grout shall have a consistency such that
it will flow into and completely fill all joints.
Prior to commencing this work, all erosion control and tree protection measures required shall be in place and utilities located
and protected as set forth in "General Conditions of Agreement': Construction equipment shall not be operated within the drip
line of trees unless indicated. Construction materials shall not be placed under the canopies of trees. No excavation or embank.
ment shall be placed within the drip line of trees until tree wells are constructed.
Spells and small stones used to fill open joints and voids in rock riprap shall be rocked and wedged to provide a tight fit.
Unsuitable excavated materials or excavation in excess of that needed for construction shall be known as "Waste" and shall
become the property of the Contractor and it shall become his sole responsibility to dispose of this material off the limits of the
right of way in an environmentally sound manner at a permitted disposal site.
All blasting shall conform to "General Conditions of Agreement': In all cases, a Blasting Permit must be obtained in advance
from the appropriate City agency.
591.4 Dry Riprap
Unless otherwise indicated, all rocks used in these types of riprap shall weigh between 50 and 150 pounds each and at least 60
percent of the rocks shall weigh more than 100 pounds each. The rocks shall be placed in a single layer with close joints. The
upright axis of the rocks shall make an angle of approximately 90 degrees with the embankment slope. The courses shall be
Page 1 Riprap for Slope Protection
placed from the bottom of the embankment upward, with the larger rocks being placed on the lower courses. Open joints shall be
Tilled with spells. Rocks of greater dimension than the required riprap thickness shall be embedded in the embankment to
present a uniform finished top surface such that the variation between tops of adjacent rocks shall not exceed 3 inches. Rocks
that project more than the allowable amount in the finished work shall be replaced, embedded deeper or chipped. Dry Riprap
may have a toe wall of concrete with dimensions and reinforcement indicated
591.5 Mortared Rock Riprap
Rock for this purpose, as far as practicable, shall be selected as to size and shape in order to secure fairly large, flat - surfaced
rock which may be laid with a true and even surface and a minimum of voids. Fifty percent of the mass rock shall be broad flat
rocks, weighing between 100 and 150 pounds each, placed with the flat surface uppermost and parallel to the slope. The largest
rock shall be placed near the base of the slope. The spaces between the larger rocks shall be filled with rocks of suitable size,
leaving the surface smooth, reasonably tight and conforming to the contour required. In general, the rocks shall be placed with a
degree of care that will insure for plane surfaces a minimum of variation from the true plane of not more than 3 inches in 4 feet.
Warped and curved surfaces shall have the same general degree of accuracy as indicated for plane surfaces.
Before placing mortar, the rocks shall be wetted thoroughly and as each of the larger rocks is placed, it shall be surrounded by
fresh mortar and adjacent rocks shall be shoved into contact. After the larger rocks are in place, all of the spaces or opening(s)
between them shall be filled with mortar and the smaller rocks then placed by shoving them into position, forcing excess mortar
to the surface and insuring that each rock is carefully and firmly embedded laterally. After the work has been completed as
described above, all excess mortar forced up shall be spread uniformly to completely fill all surface voids. All surface joints then
shall be pointed up roughly, either with flush joints or with shallow, smooth raked joints.
591.6 Concrete Riprap
Concrete for riprap shall be placed as indicated or as established by the Engineer. Unless otherwise indicated, concrete riprap
shall be reinforced using wire or bar reinforcement.
Concrete shall be Class A or as indicated and shall conform to Item No. 403, "Concrete for Structures ".
When welded wire reinforcement is indicated, it shall be a minimum of 6 x 6 W1.4 x W1.4 with a minimum lap of 6 inches at all
splices. At the edge of the riprap, the wire fabric shall not be less than 1 inch nor more than 3 inches from the edge of the
concrete and shall have no wires projecting beyond the last member parallel to the edge of the concrete.
When bar reinforcement is used, the sectional area of steel in each direction shall not be less than the sectional area of the wire
fabric described above. The spacing of bar reinforcement shall not exceed 18 inches in each direction and the distance from the
edge of concrete to the first parallel bar shall not exceed 6 inches.
Reinforcement shall be supported properly throughout the placement to maintain its position approximately equidistant from the
top and bottom surface of the slab.
Unless otherwise indicated, expansion joints of the size and type indicated shall be provided at intervals not to exceed 40 feet
and shall extend the full width and depth of the concrete. Marked joints shall be made 3'e inch deep at 10 foot intervals. All joints
shall be perpendicular and at right angles to the forms unless otherwise indicated.
Slopes and bottom of the trench for toe walls shall be compacted and the entire area sprinkled before the concrete is placed.
After the concrete has been placed, consolidated and shaped to conform to the dimensions indicated and set sufficiently to avoid
slumping, the surface shall be finished with a wooden float to secure a reasonably smooth surface.
Immediately following the finishing operation, the riprap shall be cured conforming to Item No. 410, "Concrete Structures ".
591.7 Pneumatically Placed Concrete Riprap, Type! and Type II
Pneumatically placed concrete for riprap shall be placed as indicated or as established by the Engineer. Pneumatically placed
concrete shall conform to Item No. 404, "Pneumatically Placed Concrete ". Reinforcement shall conform to the details indicated
and Item No. 406, "Reinforcing Steel ". Reinforcement shall be supported properly throughout placement of concrete. All sub -
gradesurfaces shall be moist when concrete is placed.
The surface shall be given a wood float finish or a gun finish as indicated.
The strength and design of Pneumatically Placed Concrete Riprap shall be Type I or if indicated, Type II conforming to Item
No. 404, "Pneumatically Placed Concrete ".
Immediately following the finishing operation, the riprap shall be cured conforming to Item No. 410, "Concrete Structures ".
End.
591 Rev 09130187
Page 2 Riprap for Slope Protection
601.1 Description
This item shall consist of removing and salvaging clean, friable topsoil consisting of loam, sandy loam or clay loam free of roots
and rocks larger than 2 inches and debris and placing where indicated. -
601.2 Construction Methods
Item No. 601
Salvaging and Placing Topsoil
The existing topsoil shall be removed from the area indicated, stockpiled in a windrow along the right of way or at designated
locations or spread over an area that is ready for topsoil application in accordance with the plans or as directed by the Engineer
Trash, wood, brush, stumps, rocks over 2 inches in size and other objectionable material encountered shall be removed and
disposed of as directed by the Engineer prior to beginning of work required by this item. Grass and other herbaceous plant
materials may remain. Large clumps shall be broken up.
After the grading has been completed to the required alignment, grades and cross-sections and prior to the spreading of the
salvaged topsoil, any clay or tight soil surfaces shall be scarified by plowing furrows approximately 4 inches deep along horizon-
tal slope lines at 2 toot vertical intervals. The spreading of the salvaged topsoil shall be undertaken as soon as the grading has
been completed. The topsoil shall be spread so as to form a cover of uniform thickness indicated. Atter the topsoil has been
placed and shaped, it shall be sprinkled and rolled to provide a suitable seed bed.
601.3 Measurement and Payment
Salvaging and /or placing topsoil shall not be measured for payment, but shall be subsidiary to other items of work.
End
{
Page 1 04/17/86 601
602.1 Description
602.2 Materials
Item No. 602
Sodding for Erosion Control
This item shall consist of providing fertilizer and planting Bermuda Grass or other acceptable sod indicated, along or across such
areas as are indicated and in accordance with specification requirements herein outlined.
(1) Sod
The sod shall consist of live, growing Bermuda Grass or other acceptable sod indicated secured from sources where
the soil is fertile. St. Augustine and Bermuda sod shall have a healthy, virile root system of dense, thickly matted
roots throughout the soil of the sod for a minimum thickness of 1 inch. The thickness measure does not include
grass. The sod shall be cut in rectangular pieces with its shortest side not less than 12 inches. The Contractor shall
not use sod from areas where the grass is thinned out nor where the grass roots have been dried out by exposure to
the air and sun to such an extent as to damage its ability to grow when transplanted. The sod shall be free from
noxious weeds or other grasses and shall not contain any matter deleterious to its growth or which might affect its
subsistence or hardiness when transplanted. Unless the area has been closely pastured, It shall be closely mowed
and raked to remove all weeds and long standing stems. Sources from which sod is to be secured shall be approved
by the Engineer /Architect.
Care shall be taken at all times to retain the native soil of the roots of the sod during the process of excavating,
hauling and planting. Sod material shall be kept most from the time it is dug until planted. When so directed by the
Engineer, the sod existing at the source shall be watered to the extent required prior to excavating.
(2) Fertilizer
Fertilizer and the rate of application shall conform to Item No. 606, "Fertilizer ".
(3) Mulch
Straw mulch shall be oat, wheat or rice straw. Hay mulch may be substituted for straw mulch and shall be Prairie
Grass, Bermuda Grass or other hay approved by the Engineer. The hay shall be free of Johnson Grass or other
noxious weeds and foreign materials. It shall be kept in a dry condition and shall not be molded or rotted.
(4) Water
Water shall be clean and free of industrial wastes and other substances harmful to the growth of sod or to the area
irrigated.
602.3 Planting Season
All planting shall be done between April and November except as specifically authorized in writing by the Engineer /Architect.
602.4 Construction Methods
After the designated areas have been completed to the lines, grade and cross sections indicated, the surface shall be worked to
a depth of not less than 4 inches with a disc, tiller or other equipment approved by the Engineer /Architect. Fertilizer nutrients
shall be applied and tilled. Areas that become crusted shall be reworked to an acceptable condition before sodding. Sodding of
the type specified shall conform to the requirements hereinafter described. The Contractor shall give continuous care to the
sodded area until the sod is accepted.
(1) Placing
The sod shall be placed on the prepared surface with the edges in close contact and alternate courses staggered. In
ditches the sod shall be placed with the longer dimension perpendicular to the flow of water in the ditch. On slopes,
starting at the bottom of the slope, the sod shall be placed with the longer dimension parallel to the contours of the
ground. The exposed edges of sod shall be buried flush with the adjacent soil On slopes exceeding 3:1 or where the
sod may be displaced, the sod shall be pegged with not less than 4 stakes per square yard with at least 1 stake for
each piece of sod.
Pegs shall be of wood lath or similar material, pointed and driven with the flat side against the slope, 6 inches into the
ground, leaving approximately Y inch of the top above the ground.
Page 1 04/17/86 602
End
(2) Watering
602.5 Block Sodding
602.8 Payment
Immediately after the area is sodded, it shall be watered with a minimum of 5 gallons of water per square yard or at
10 day intervals as needed and as directed by the Engineer /Architect. Water shall be applied at a minimum rate of 3
gallons per square yard as required or as directed by the Engineer until final acceptance by the City or until the grass
uniformly reaches 21/2 inches in height.
Availability of water from Water and Waste Water Utility will be limited as stated under the Emergency Water Conser-
vation Plan, Stages II, III and IV, City Ordinance No. 85- 0207 -8, effective May 1, 1985. The Ordinance provides for
special permits, variances and compliance agreements to meet special watering requirements. For more information
call the Water - Saver's Hotline.
(3) Finishing
Where applicable, the shoulders, slopes and ditches shall be smoothed after planting has been completed and
shaped to conform to the desired cross sections. Any excess dirt from planting operations shall be spread uniformly
over adjacent areas or disposed of as directed by the Engineer so that the completed surfaces will present a neat
appearance. All areas sodded shall be rolled, when sufficiently dry alter the initial watering application.
At locations indicated or where directed, sod blocks shall be carefully placed on the prepared areas. The fertilizer shall then be
applied in accordance with the applicable provisions of Item No. 606, "Fertilizer" and thoroughly watered. When sufficiently dry,
the sodded area shall be rolled or tamped to form a thoroughly compacted, solid mat. Any voids left in the block sodding shall be
filled with additional sod and tamped. Surfaces of block sod which, in the opinion of the Engineer, may slide due 10 the height and
slope of the surface or nature of the soil, shall be pegged with wooden pegs driven through the sod blocks into firm earth suffi-
ciently close to hold the block sod firmly in place. Edges along curbs and drives, walkways, etc., shall be carefully trimmed and
maintained until accepted.
602.6 Mulch Sodding
The sod source shall be disked in 2 directions cutting the sod thoroughly to a depth of not less than 4 inches. Sod matenal shall
be excavated to a depth of not less than 4 inches or more than 10 inches, being careful to avoid having soil containing no grass
roots. The disked sod may be windrowed or otherwise handled in a manner satisfactory to the Engineer /Architect. The material
may be rejected if not kept in a moist condition.
Prior to placing mulch sod, the slopes shall be scarified by plowing furrows 4 inches to 6 inches deep along horizontal slope lines
at 2 foot intervals measured along the slope. Excavated material from the furrows shall not protrude more than 3 inches above
the original surface of the cut. Fertilizer shall be distributed uniformly over the area in accordance with the applicable provisions
of Item No. 606, "Fertilizer'. The sod shall then be dumped upon the prepared area and spread uniformly to the thickness
indicated.
Any section not true to lines and cross sections shall be remedied by the addition of sod material or by reshaping the material to
meet the requirements of "Finishing ", above. After the sod material has been spread and shaped, It shall be compacted with a
corrugated roller of the "Cultipacker type. All rolling of slope areas shall be on the contour.
602.7 Measurement
Work and acceptable material for "Sodding for Erosion Control" will be measured by the square yard complete in place with a
minimum of 95 percent growth with a 21/2 inch stand of grass.
The work performed and materials furnished and measured as provided under "Measurement" will be paid for at the unit price
bid for Bermuda Block Sodding ", "St. Augustine Block Sodding" or "Bermuda Mulch Sodding" as the case may be, which prices
shall each be full compensation for completing the work including all water, rolling, pegging and fertilizer as indicated.
Payment will be made under one of the following:
Pay Item No. 602 -A: Bermuda Block Sodding — Per Square Yard.
Pay Item No. 602 -B: St. Augustine Block Sodding — Per Square Yard.
Pay Item No 602 -C: Bermuda Mulch Sodding — Per Square Yard
602 04/17/86 Page 2
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Item No. 604
Seeding for Erosion Control
604.1 Description
This item shall consist of preparing a seed bed to the lines and grades indicated, sowing of seeds, fertilizing, mulching with straw,
asphalt, cellulose fiber, wood fiber and other management practices along and across such areas as are indicated or as directed
by the Engineer /Architect /Landscape Architect.
604.2 Materials
(1) Seeds
All seed must meet the requirements of the Texas Seed Law including the labeling requirements for showing pure
live seed (PLS), name and type of seed. Seed fumished shall be of the previous season's crop and the date of
analysis shown on each bag shall be within nine months of the time of delivery to the project. Each variety of seed
shall be furnished and delivered in separate bags or containers. A sample of each variety of seed shall be furnished
for analysis and testing when directed by the Engineer /Architect. The amount of seed planted per acre shall be of the
type specified below.
(2) Water
Water shall be clean and free of industrial wastes and other substances harmful to the growth of grass or the area
irrigated.
(3) Top Soil
Top soil shall conform to Item No. 130, "Borrow ".
(4) Fertilizer
Fertilizer shall conform to Item No. 606, "Fertilizer". The fertilizer used shall have an analysis of 15- 15 -15, homoge-
neous 13 -13 -13 or the analysis indicated.
(5) Straw Mulch
Straw Mulch shall be oat, wheat or rice straw, Prairie Grass, Bermuda Grass, other straw:or hay approved by the • u
Engineer /Architect. The straw or hay shall be free 01 Johnson Grass or other noxious weeds and foreign materials. It
shall be kept in a dry condition and shall not be molded or rotted.
(6) Asphalt Emulsion
Asphalt Emulsion shall be SS -1 or CSS -1 asphalt emulsion or as indicated and shall conform to Item No. 301, "As-
phalt, Oils and Emulsions ".
(7) Cellulose Fiber Mulch (Natural Wood)
Cellulose Fiber Mulch shall be natural cellulose fiber mulch produced from grinding clean whole wood chips. The
mulch shall be designed for use in conventional mechanical planting, hydraulic planting of seed or hydraulic mulch-
ing of grass seed, either alone or with fertilizers and other additives. The mulch shall be such, that when applied, the
material shall form a strong, moisture - retaining mat without the need of an asphalt binder.
Wood Fiber Mulch (Newsprint)
Wood Fiber Mulch shall be produced from ground newsprint with a labeled ash content not to exceed 7 percent.
The mulch shall be designed for use in conventional mechanical planting, hydraulic planting of seed or hydraulic
mulching of grass seed, either alone or with fertilizers and other additives. The mulch shall be such, that when ap-
plied, the material shall form a strong, moisture - retaining mat without the need of an asphalt binder.
604.3 Construction Methods
(1) Preparing Seed Bed
After the designated areas have been rough graded to the lines, grades and typical sections indicated or as provided
for in other items of this contract and any other soil area disturbed by the construction, a suitable seed bed shall be
prepared. The seed bed shall consist of either 4 inches of approved topsoil or 4 inches of approved salvaged topsoil
cultivated and rolled sufficiently to a state of good tilth which could prevent the seed from being covered too deep for
optimum germination. The optimum depth for seeding shall be r/. inch. Water shall be applied as required to prepare
the seed bed. Seeding shall be performed in accordance with the requirements hereinafter described.
(2) Watering
All watering shall comply with City Ordinances.
Broadcast and asphalt mulch seeded areas shall immediately be watered with a minimum of 5 gallons of water per
square yard or as needed and in the manner and quantity as directed by the Engineer /Architect.
(8)
604 Rev. 03/30187
Page 1 Seeding for Erosion Control
Watering applications shall constantly maintain the seed bed in a wet condition favorable for the growth of grass.
Watering can be postponed immediately atter a rainfall on the site of '/l inch or greater, but shall be resumed before
the soil dries out. Watering shall continue until the grass is uniformly 11/2 inches in height and accepted by the Owner.
Hydraulic seeded areas shall be watered commencing after the tackifier has dried with a minimum of 5 gallons of
water per square yard or as needed to keep the seed bed in a wet condition favorable for the growth of grass. Watering
can be postponed immediately after a rainfall on the site of '/= inch or greater, but shall be resumed before the soil
dries out. Watering shall continue until the grass is uniformly 11/2 inches in height and accepted by Owner.
Native grass seeded areas shall be watered commencing after the tackifier has dried with a minimum of 5 gallons
of water per square yard or as needed to keep the seed bed in a wet condition favorable for the growth of grass.
Watering can be postponed immediately after a rainfall on the site of '/: inch or greater, but shall be resumed before
the soil dries out. Watering shall continue until the grass is uniformly 1% inches in height and accepted by Owner.
604.4 Nonnative Seeding
(1) Method A — Broadcast Seeding
The seed or seed mixture in the quantity specified shall be uniformly distributed over the prepared seed bed areas
indicated or where directed. If the sowing of seed is by hand, rather than by mechanical methods. the seed shall be
sown in two directions at right angles to each other. If mechanical equipment is used, all varieties of seed, as well as
fertilizer, may be distributed at the same time, provided that each component is uniformly applied at the specified
rate. After planting, the planted area shall be rolled with a corrugated roller of the "Cultipacker" type. All rolling of the
slope areas shall be on the contour.
Seed Mixture and Rate of Application for Broadcast Seeding: From September 15 to March 1. seeding shall be with
a combination of unhulled Bermuda Grass at a rate o12 pounds per 1000 square feet and winter rye at a rate of 7
pounds per 1000 square feet that has a PLS = 0.83. From March 1 to September 15. seeding shall be with hulled
Bermuda Grass at a rate of 2 pounds per 1000 square feet with a PLS = 0.83. Fertilizer shall be applied and shall
conform to Item No. 606, "Fertilizer ".
604.5 Mulch
(2) Method B — Hydraulic Planting
The seed bed shall be prepared as specified above and hydraulic planting equipment, which is capable of placing all
materials in a single operation. shall be used. -
March 1 to September 15 l
Hydraulic planting mixture and minimum rate of application per 1000 square feet:
Hulled Bermuda Water Soluble Fiber Mulch Soil
Seed (PLS = 0.83) Fertilizer Cellulose Wood Tackifier
1 l 15 lbs. 45.9 lbs. 1.4 lbs.
57.4 lbs. 15lbs.
September 15 to March 1
(1) Mulch — Asphalt Mulch
Add 7 pounds per 1000 square feet of winter rye with a PLS = 0.83 to above mixture. Fertilizer shall
conform to Item No. 606, "Fertilizer ".
The cultivated area or seed bed shall have a relatively smooth surface without ruts or tracks Water shall be applied
to the seed bed until a minimum depth of 4 inches is uniformly moistened. The water shall be applied in such a
manner as not to erode the smooth surface
Atter the watering, when the surface of the seed bed has become sufficiently dry to permit planting. the seed mixture
and lertilizer application specified above shall then be planted at the rate required and the application shall be uni-
form. If the sowing of seed is by hand, rather than mechanical methods, the seed shall be sown in two directions at
right angles to each other. Seed and lertilizer may be distributed at the same time provided the specified uniform rate
of application for both is obtained When seed and fertilizer are to be distributed as a water slurry. the mixture shall
be applied to the area to be seeded within 30 minutes after all components are placed in the equipment. Upon the
completion of the sowing of the seed, the application of the asphalt emulsion shall follow as rapidly as possible.
Immediately prior to the application of the asphalt emulsion, the planted area shall be watered sufficiently to assure
uniform moisture Irom the surface 10 a minimum of 4 inches in depth.
Application of the asphalt emulsion shall be at the rare of approximately 0.3 gallon per square yard. It shall be ap-
plied to the area in such a manner that a complete film is obtained and the finished surface shall be comparatively
smooth.
604 Rev. 09/30187 Page 2 Seeding for Erosion Control
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(2) Asphalt Coated Straw Mulch
Straw mulch shall be spread uniformly over the area indicated or as designated by the Engineer.'Architect at the rate
Of 2 to 21/2 tons of straw per acre. The actual rate of application will be designated by the Engineer,Architect. A
mulching machine, approved by the Engineer :Architect, shall be equipped to inject asphalt emulsion material into
the straw uniformly as it leaves the equipment at a rate of 0 05 to 0.10 gallons of asphalt per square yard of mulched
area If the straw and asphalt emulsion are placed by hand, the rate of application for asphalt emulsion shall be
approximately 0.15 gallons per square yard
(3) Shredded Brush Mulch
Small brush or tree limbs, except Juniper, which have been shredded may be used for mulching Native Grass
seeding.
(4) Straw Mulch
(5) Fiber Mulch
Cellulose and wood fiber mulch shall be spread uniformly over the area indicated or as designated by the En-
gineer /Architect at the rate of 45 to 80 lbs. per 1000 square feet.
604.6 Native Grass Seeding
The seed bed shall be prepared as specified above. The seed mixture and the rate of application shall be as follows:
Total Seeding Rate 1.0 Ibs /1000 sq. ft.
Species substitution as necessary due to availability shall be approved by the Engineer /Architect. Watering and fertilizer applica-
tion shall follow procedures outlined above or as otherwise specified.
Seed shall be applied by broadcast or drill method and shall be distributed evenly over the topsoiled areas. M ulching shall imme-
diately follow seed application.
604.7 Measurement
Straw mulch shall be spread uniformly over the area indicated or as designated by the Engineer /Architect at the rate
of 2 to 21/2 tons of straw per acre. The actual rate of application will be designated by the Engineer /Architect. Straw
may be hand or machine placed and adequately secured. '
Alamo Switchgrass
Lometa Indiangrass
Premier Sidecats grama
Green spangletop
Buffalo Grass
Bermuda Grass
0.1 Ibs /1000 sq ft.
0.1lbs/1000 sq ft.
0.2 Ibs /1000 sq. ft.
0.1 Ibs /1000 sq. ft.
0.2 lbs/1000 sq. ft.
0.2 Ibs/1000 sq. ft.
Work and acceptable material for "Seeding for Erosion Control" will be measured by the square yard or by the acre, complete in
place, with a minimum of 95 percent coverage with no bare areas exceeding 16 square feet and a 1' inch stand of grass. Bare
areas shall be reprepared and reseeded as required to develop an acceptable stand of grass.
604.8 Payment
The work performed and materials furnished and measured will be paid for at the unit price bid for "Seeding for Erosion Control"
of the method specified, "Asphalt Mulch ", "Asphalt Coated Straw Mulch" or "Shredded Brush Mulch ", as the case may be, which
price shall be full compensation for furnishing all materials, including all topsoil, water, seed, tackifier, fertilizer or mulch and
for performing all operations necessary to complete the work.
All fertilizer will be measured and paid for conforming to Item No. 606, "Fertilizer ".
Payment will be made under one of the following:
Pay Item No. 604 -A: Seeding for Erosion Control — Method Mulch — Per Square Yard.
Pay Item No. 604 -B: Seeding for Erosion Control — Method Mulch — Per Acre.
Pay Item No. 604 - M: Mulch, — Per Square Yard.
Pay Item No. 604 - N: Native Grass Seeding — Per Square Yard.
End
Ref: 130, 606
604 Rev. 09/30/87 Page 3 Seeding for Erosion Control
606.1 Description
This item shall consist of providing and diStnbuting fertilizer over such areas as indicated and in accordance with these
specifications.
606.2 Materials
All fertilizer used shall be delivered in bags or containers clearly labeled showing the analysis. The fertilizer is subject to testing
by the State Chemist in accordance with the Texas Fertilizer Law. A pelleted or granulated fertilizer shall be used with an analysis
indicated below. The figures in the analysis represent the percent of nitrogen, phosphoric acid and potash nutrients, respectively,
as determined by the methods of the Association of Official Agricultural Chemists. Fifty percent or greater of the Nitrogen re-
quired shall be in the tom of Nitrate Nitrogen (NO,). The remaining Nitrogen required may be in the form of Urea Nitrogen
(CO(NH,),)
In the event it is necessary to substitute a fertilizer of a different analysis, it shall be a pelleted or granulated fertilizer with a lower
concentration. The total amount of nutrients furnished and applied per acre shall equal or exceed that specified for each nutrient.
606.3 Construction Methods
Pelleted or granulated fertilizer shall be applied uniformly over the area specified to be fertilized and in the manner directed for
the particular item of work. The fertilizer shall be dry and in good physical condition. Fertilizer that is powdered or caked will be
rejected. Distribution of fertilizer for the particular item of work shall meet the approval of the Engineer.
Unless otherwise indicated, fertilizer shall be applied uniformly at the following rate:
NEW CONSTRUCTION FERTILIZER ANALYSIS
USE TYPE POUND PER ACRE NEW PLANTING MAINTENANCE
Broadcast Seeding Any 400 15 -15 -15 15 -10 -5
Hydraulic Planting Water Soluble 653 15 -15 -15 15 -10 -5
Sodding Any 300 15 -15 -15 15 -10 -5
Trees Any — 16-8-0 15 -15 -15
Damaged Trees Any — 16-8-0 15-15-15
Shrubs and Plants Any — 16.8.0 15 -15 -15
Maintenance fertilizing shall be applied every 6 months after the new sod or grass is placed or until the work is accepted by the
City.
606.4 Measurement
FERTILIZER APPLICATION
Item No. 606
Fertilizer
Work and acceptable material for "Fertilizer' will be measured by the ton of 2,000 pounds or by the 100 pounds as determined by
approved scales or guaranteed weight of sacks shown by the manufacturer.
606.5 Payment
The work performed and materials furnished and measured as provided under "Measurement" will be considered subsidiary to
other items in the contract unless shown in the Bid as a Pay Item, in which case it will be paid for at the unit price bid for "Fertil-
izer" of the analysis specified, which price shall be full compensation for furnishing all materials and performing all operations
necessary to complete the work.
Payment, when specified, will be made under one of the following:
Pay Item No. 606-A: Fertilizer — Per Ton.
Pay Item No. 606-B: Fertilizer — Per 100 Pounds.
No separate payment will be made. Should be subsidiary to Item 604.
End.
Page 1 04/17/86 606
Item No. 608
Planting
608.1 Description
This item shall consist of digging, preparing plant holes. furnishing, transplanting, initial planting, maintenance of plantings, any
replacement of trees, plants and ground cover which are damaged, diseased or otherwise in an unhealthy state during the war-
ranty period or as directed by the Engineer/Architect. -
Planting Season
All planting shall be done between November 15 and March 15, except as otherwise indicated or as specifically permitted
by written order of the Engineer /Architect.
608.2 Materials
Plant material shall be first class grade, true to name and of the size indicated. All plants shall be nursery grown unless otherwise
indicated. When the Engineer is furnished sufficient evidence that a specified plant cannot practically be obtained, the Engineer/
Architect may approve in writing the use of collected native material. Plant material having any of the following features will be
rejected:
a. Undue abrasions of the bark.
b. Dried root system.
c. Dried top wood of deciduous plants or dried foliage of evergreens.
d. Prematurely opened buds or with buds stripped off.
e. Diseased or insect infested plants.
f. Balled and burlapped plants which have dry, loose, broken and/or undersized balls which do not conform to
sizes indicated.
g. Showing evidence of heating, molding or freezing.
h. Plants in containers that are overgrown or rootbound.
i. Plants with bench balls.
j. Plant ball encased in plastic or other impervious material.
(1) Standard Nomenclature
Botanical names as specified in "Standardized Plant Names" by the American Joint Committee on Horticultural No-
menclature or other referenced text including the "Manual of the Vascula Plants of Texas for Native Flora ".
(2) Delivery
Material shall not be delivered to the project until ordered in wnting by the Engineer /Architect and when so ordered,
the Engineer shall be notified of a proposed delivery of plant material at least 24 hours prior to its arrival at the
project. Each shipment shall be accompanied by an invoice showing the number, size and name of each of the
several kinds of plant material included with each kind of plant adequately identified by tags. The entire plant shall be
properly protected from sun and air damage from the time of digging until delivery on the project. Upon arrival, the
Engineer /Architect shall make an immediate inspection and shall accept for planting or heeling -in all plants comply-
ing with these specifications and any plants rejected under the same shall be immediately removed from the project.
Unless plants are placed in predug holes and planted as specified herein, they shall be heeled -in and inspected
again prior to planting. If delivered to predug planting holes, balled and burlapped plants shall be planted within 1 to 6
hours depending upon the drying effect of the wind and sun. No bare rooted plants shall be placed in predug holes
from the delivery truck unless actual planting occurs immediately after removal from its moist packing.
(3) Receipt of Plants
No shipment of plant material shall be accepted, planted and /or heeled -in by the Contractor until such material has
been inspected and accepted by the Engineer /Architect. The Contractor shall assist the Engineer in the inspection of
material.
(4) Size
The caliper for trees shall be taken 1 foot above original ground line and trees larger in size than indicated may be
used with the approval of the Engineer /Architect, but such use shall not increase the contract price. Plant measure-
ment for height shall be measured from the ground line to the top of the canopy. Plants having a spreading or semi -
spreading habit shall be measured by the average diameter of the spread. Size of special plant classes like roses,
vines and groundcovers, will be measured as indicated. Container -grown plants which are well established in ade-
quate size containers and are of equal quality and size to the specified balled plants may be accepted in lieu of
balled plants; likewise, balled plants of equal quality and size may be substituted for container -grown plants when
permitted by the Engineer /Architect. Soil shall be approximately V. depth of container and contained roots of the
plant throughout the soil.
Page 1 04/17/86 608
The ball size for a balled and burlapped plant shall be firm natural balls equal to or in excess of the ball sizes indi-
cated. Collected plant material substituted for a nursery-grown plant shall have a ball or root system greater in
diameter and in depth than the nursery-grown plant for which it is substituted. The ball size shall be the average of
the diameters taken at 90 degrees.
(5) Mulch
Mulch material shall consist of loose organic residue derived from plants or other granular material approved by the
Engineer/Architect and shall be of such nature that adequate protection is provided against sun baking and quick
drying out of the soil; will not impede aeration or water penetration nor deplete the soil of nitrogen. Mitch material
shall be free of excess amounts of large leaves and sticks that would prevent proper dressing of the mulched sur-
face, free of harmful chemicals and free of detrimental amounts of soil or other foreign matter that would promote
early compaction, matting or deterioration of the mulch. Peat Moss shall be of sphagnum origin of commercial
quality.
(6) Fertilizer
Fertilizer shall be applied uniformly conforming to Item No. 606, "Fertilizer" at the rate indicated.
(7) Water
Water shall be clean and free of industrial wastes and other substances harmful to the growth of plants and the areas
Irrigated.
(8) Planting Soil Mixture
Materials shall be a soil mixture of x/a fine sandy loam, Ye peat moss and 1/2 leaf mold. The sandy loam shall be taken
from a well drained, arable site. It shall be free of subsoil, stones, clay, roots, weeds, grass or other objectionable
debris, matter or toxic wastes.
(9) Stakes and Guys
Stakes shall be 2 x 2 x 18 inch sound hardwood or treated pine with tapered point and chamfered tops. Guys shall
be 2 strand 12 ga. galvanized steel wire with I/2 inch diameter reinforced plastic or rubber hose trunk bushings and
yellow plastic flagging.
(10) Bracing
Bracing shall be 2 x 4 inch hardwood or metal fence posts, 6 ft. long with guys and bushings.
(11) Pesticides
Pesticides shall be selected for the species planted and applied in accordance with the manufacturers recommen-
dations upon approval of the Engineer /Architect.
(12) Trunk Wrapping
Trunk wrapping shall be 4 inch wide commercial trees wrapping paper with asphalt core.
608.3 Construction Methods
Immediately following delivery and acceptance at the job, all plants shall be planted or in adequate moist material. All
plants heeled -in shall be properly maintained by the Contractor until planted. In handling plants, the utmost care shall be exer-
cised to prevent injuries to the plants. The solidity of the ball or balled and burlapped plants shall be carefully preserved and such
plants shall not be handled by the stems.
Plants with exposed roots shall be protected from drying out during the time the plants are removed from the heeling -In bed and
until actually planted. -
(1) Preparation of Planting Holes
Planting holes may be dug by hand or by mechanical means. Trimming of the sides or bottom of the hole to uniform
shape will not be required. Planting holes shall have a minimum horizontal dimension of 2 times the specified diame-
ter of the ball or balled and burlapped plants or the average root spread of bare - rooted plants. Planting holes shall be
excavated to a depth of at least 4 inches but not more than 8 inches greater than the depth of the ball or balled and
burlapped plants or the depth of the root system of bare - rooted plants. Holes dug to excess depths shall be back -
filled with topsoil and tamped to bring the holes to the specified depth. The depth of holes on slopes shall be mea-
sured at the lower side. Special sized holes shall be shown on plans Where holes are dug with an augur and the
sides of the holes become plastered or glazed. this plastered or glazed surface shall be scarified.
608 04/17/86 Page 2
(2) Pruning Roots
Root pruning shall be limited to the amount necessary to prune away broken and badly damaged roots
Pruning of Tops
Plants shall not be pruned before delivery to the lob, except by written permission of the Engineer Architect.
Pruning of plants shall conform to the best horticultural practice and shall be appropriate to the various types of
plants and the special requirements of each. Deciduous (nonevergreen) shrubs and trees with heavy tops shall have
about 1/2 to Vz of the top growth removed. Plants otherwise acceptable, but with broken or badly bruised branches,
shall have such branches removed with a clean cut. All cut surfaces over 1 inch in diameter shall be painted with a
tree pruning compound.
(4) Planting and Backfilling
(a) Depth of Transplanting
In general, plants shall be installed and covered with top soil approximately 1 inch above the top of the root ball
or container soil surface.
(3)
Topsoil from the planting hole may be used for backfilling provided it is kept separate from subsoil and rendered
loose and friable Additional topsoil required to backfill the holes shall be furnished in the amount directed and from a
source approved by the Engineer.'Architect.
(b) Bare Root Plants
After the sod in the bottom of the hole has been firmed and the plant placed in the proper position, loose friable
topsoil (or loam) shall be worked about the roots and thoroughly settled with water as the backfill is made.
Care should be taken to avoid bruising or breaking the roots. No sticks, sods, clods or other material which
would tend to form large air pockets in the soil shall be included in the backfill.
(c) Balled and Burlapped Plants
Plants of this type shall not be handled by the stems nor in such manner that the soil of the ball will be
loosened A saddle around the ball shall be used for lifting. The burlap shall not be removed from the ball. After
the soil in the bottom of the hole has been firmed and the plant placed in the proper position, loose friable soil
shall be worked about the ball until the hole is 35 full. The hole then shall be filled with water and the backfilling
completed, working the soil and water well to prevent any air pockets.
(d) Container -Grown Plants
At the time of planting container -grown plants, the root ball and plant shall be removed from the container with
a minimum damage to the root ball. If in the opinion of the Engineer /Architect a sufficient amount of soil has
fallen off or the ball has been broken to such an extent as to reduce the chances of the plant to grow, the plant
will be rejected. Container -grown plants shall be acclimated to outside growing conditions. Container -grown
plants shall be planted in the same manner as balled and burlapped plants.
(e) Finishing Surface after Backf'ding
A basin, 8 to 10 inches deep, shall be formed by constructing a neat levee around the planting hole. The inside
measurement of the basin shall be not less than the minimum specified diameter of the planting hole, unless
indicated. On slopes, the soil on the lower side shall be graded in such a manner that an adequate basin will
be provided.
Material excavated from the planting holes which is unsuitable for backfilling may be used to form a basin
around the plant. Excess excavated material may be scattered thinly and leveled off provided it is of such
consistency and character that it can be readily scattered in an acceptable manner. In case the scattering of
material will interfere with drainage, mowing or otherwise be detrimental, all such material shall be removed
and disposed of as directed by the Engineer /Architect.
(5) Bracing Trees
All trees 11/4 inches and over in caliper shall be adequately braced immediately after the plants have settled. Unless
otherwise indicated, trees 11/4 to 2 inches in diameter shall be braced with 1 brace of sawed lumber, 2 x 2 inches
(nominal size), firmly fastened to the tree at a point 5 to 6 feet above ground or as directed by the Engineer /Architect.
Fastening shall not be by nails, staples, wire or other materials that may damage the tree Braces shall be of suffi-
cient length to provide bracing when firmly driven into the ground. The tree trunk shall be adequately padded with a
section of flexible hose at the point of attachment with a figure 8 tie. Trees 2 inches to 4 inches in diameter shall be
Page 3 04/17/86 608
braced with wires at a height of 6 to 8 feet that are firmly attached to 3 equally spaced concentric stakes which are
firmly driven Into the ground. The trunk of the tree shall be adequately and securely padded with rubber at the point
of attachment of the wire to prevent damage. Wire shall be number 16 gauge galvanized.
Trees larger than 4 inches in diameter shall be braced in accordance with notes on plans. The Contractor shall repair
braces as often as required until acceptance of the project for "Plant Establishment ".
(6) Tree Trunk Protection
For protection of the tree trunk, all trees indicated to be protected shall be neatly and securely wrapped. The tree
wrapping is to begin at the base of the trunk and extend upward with a 50 percent overlap to the first major branch.
Secure the tree wrapping paper at the top of wrap with soft twine or weatherproof type tape or any suitable method,
approved by the Engineer /Architect.
(7) Mulching
All plants shall receive mulching to a minimum depth of 2 inches within the planting basin unless otherwise indicated.
A small amount of soil shall be sprinkled on top of organic mulch to hold it in place if directed by the Engineer/
Architect. If hay is used, the depth shall be 4 inches loose measurement.
(8)
Maintenance and Initial Plant Replacement
The Contractor shall water the plants as often as necessary, cut the weeds and grass around the planted area
including the plant basin and bracing, prune the plants, treat the plants in accordance with approved methods of
horticultural practice where insects or disease affect the plants after planting and repair or replace the bracing as
may be required or as ordered by the Engineer /Architect until the planting project has been accepted for "Plant
Establishment".
If the Contractor completes the initial planting prior to March 1, he will be required to replant all material found to be
missing, damaged or dead during this time. This replanting shall be done between March 1 and March 15 or as
directed by the Engineer /Architect. In the event that the planting project is not completed by March 15 and no further
planting is permitted until the following "Planting Season', the partial planting will be cared for as prescribed under
"Plant Establishment ".
608.4 Plant Establishment -
"Plant Establishment" commences with notice of substantial completion and extends to the following November 15. For the work
of "Plant Establishment ", all possible means shall be employed to preserve the plants in a healthy and vigorous growing condi-
tion to insure their successful establishment. Such work shall consist of watering the plants, cutting weeds and grass around the
planted area including the plant basin and bracing, pruning the plants and repair or replacement of bracing as may be required or
as ordered by the Engineer /Architect. Where insects or disease affect the plants after planting, the plants shall be treated in
accordance with approved methods of horticultural practices. Plants that die during the period of "Plant Establishment" shall be
removed from the project and replaced during the prescribed planting season.
608.5 Acceptability of Plants
Between June 1 and June 10 following the initial planting and initial plant replacement, the Engineer /Architect will make an
inspection of the project to determine the acceptability of the plant material. At this time, an inventory of missing, dead or rejected
plant matenal will be made and the Contractor notified that the plants on the inventory are to be replanted the following planting
season between November 15 and December 15 or as specifically permitted by the Engineer /Architect. Plant material for the
replacement planting shall meet all the requirements specified for the original plant material and shall be planted in accordance
with the planting instructions listed under "Construction Methods ", except that no further plant replacement will be required.
Working days stated in the Contract shall apply to the' initial construction period only and will not include the time necessary for
replanting. A final inspection shall be made within 10 days after the replacement planting is completed.
608.6 Measurement
Work and accepted material as prescribed for this item including "Plant Establishment" will be measured as each plant in place.
608.7 Payment
Work performed and accepted material as prescribed by this item, measured as provided under "Measurement ", will be paid for
at the unit price bid for each plant of the various plants specified in place, which price shall be full compensation for all items
necessary to complete the work.
Payment will be made under:
Pay Item No. 608: Planting, — Per Each.
End
608 04/17/86 Page 4
639.1 Description
Item No. 639
Rock Berm
This item shall consist of a temporary berm constructed of open graded rock installed at the toe of a slope on the perimeter of a
developing area The purpose of a rock berm is to intercept sediment laden water from unprotected areas, retain the sediment
and release the water in sheet flow. This item shall include removal of the "Rock Berm" and revegetation of the area.
639.2 Design Criteria
A rock berm is constructed near the perimeter of a disturbed site within the developing area.
A detailed design is not required for the installation of a rock berm: however. the following criteria shall be observed:
Drainage area — less than 5 acres.
Height — 18 inches minimum height, measured vertically from the lop of the existing ground at the upslope toe to
the top of the berm.
Top width — 2 feet minimum.
Side slopes — 2.1 or flatter.
Grade — Berms will be built along a contour at 0 percent grade or as near possible.
639.3 Materials
Surplus rock excavated from utility trenches or from other excavations may be used for construction of these berms. In general,
stones shall be sound with a minimum of 3 inches in smallest dimension and shall weigh between 10 and 30 pounds each.
Seeding for revegetation shall conform to Item No. 604. "Seeding for Erosion Control".
Use only open - graded rock. with most of the fines removed
639.4 Construction Methods
All trees, brush, stumps, objectional material shall be removed and disposed of so as not to interfere with the construction of the
berm. -
A trench shall be excavated to place the rock as indicated The rocks shall be placed in layers with close joints starting at the
base. Open joints shall be filled with spells as required to stabilize the berm
The rock berm shall be inspected after each rain and the stone shall be replaced when the structure ceases to function as
intended due to silt accumulation among the rocks, washout. construction traffic damage, etc.
When the site is completely stabilized, the berm will be removed and disposed of in an approved manner.
The area will be revegetated as required by Item No. 604, "Seeding for Erosion Control".
The area upstream from the rock berm shall be maintained in a condition which will allow sediment to be removed following the
runoff of a rainfall event. Inspection, atter each rainfall oI 1 inch or more, will be made by the Contractor, and when the silt
reaches a depth equal to .3 the height of the berm or 1 foot. whichever is less, the Contractor will remove the accumulated silt
and dispose of it at an approved site in a manner that will not contribute to additional siltation. The berm will be reshaped as
needed during construction. The rock berm shall be left in place until all upstream areas are stabilized and then removed and the
area revegetated
639.5 Measurement
Acceptable work performed and prescribed in this item will be measured by the linear foot along the centerline of top of berm.
639.6 Payment
Work performed and material furnished to construct this item will be paid for at the unit price bid per linear foot. This work shall
also include seeding, inspection, silt removal, rock replacement, removal of rock berm and reseeding.
Payment will be made under:
Pay Item No. 639: Rock Berm — Per Linear Foot.
End
Page 1 04/17/86 639
640.1 Description
This item shall consist of furnishing stone, mortar and other related materials to construct walls, including the excavation, re-
moval of any old structure encountered or portions thereof and disposal of surplus excavated material and backfilling around the
completed Mortared Rock Walls as indicated or as directed by the Engineer.
640.2 Materials
End
Item No. 640
Mortared Rock Wall
(1) Rock: All types used shall be durable white limestone suitable for horizontal coarse type construction The size of
rock to be used for construction shall be as indicated, but may vary as approved by the Engineer.
(2) Portland Cement: ASTM C 150, Type I
(3) Masonry Cement: ASTM C 91
(4) Sand: ASTM C 144, Natural
(5) Water: Free from matter that could impair suitability for use in mortar
(6) Hydrated Lime: ASTM C 207, Type S
(7) Mortar: Mortar shall be composed of 1 part Portland Cement, 1 part hydrated lime and 6 parts sand, by volume and
water. Mortar shall have a consistency such that it can be easily spread by trowel. An alternate mix com-
posed of 1 part masonry cement and 3 parts sand may be used. Sand shall be measured damp and loose.
Materials shall be mixed mechanically for not less than 5 minutes after all ingredients are in the mixer Mor-
tar that has begun to set or that has been mixed for more than 2 hours shall not be used.
640.3 Construction Methods
Stone shall be laid plumb, level or true to a line. All stone shall be laid in a full bed of mortar with head Joints and edge joints
completely filled. The face shall be aligned or exposed as indicated. Exterior Joints that will remain exposed shall be finished in a
manner approved by the Engineer. In hot weather, stone work shall be kept moist until the mortar has set. No mortar work will be
done when the temperature Is below 40 F in the shade and all work may be suspended during freezing or undesirable weather.
Spalls may be used In partially filling the large voids, provided they are keyed in properly and are well coated with mortar. All
finished rock work shall be protected from damage Chipped rock work that will remain exposed shall be satisfactorily repaired or
replaced.
Mortared rock walls shall consist of courses or layers of rock with the spaces between them filled with mortar and shall be con-
structed at such places as indicated or as designated by the Engineer, in accordance with these specifications and in conformity
with the lines, grades, depth and other details shown on the pertinent typical sections.
Excavation and concrete footings for mortared rock walls shall not be paid for directly, but shall be considered subsidiary to
mortared rock wall construction.
Prior to placing any material, the footings shall have been placed by the Contractor as part of this contract to the approved line
and grade and allowed at least 36 hours curing time. The rock shall then be thoroughly wet and bedded in 1 inch of mortar placed
on the footings, one against the other, with the resulting voids being completely filled with mortar. The finished surface shall be
even and level.
Page 1 04/17!86 640
1
642.1 Description
Item 642 05/01/90
It No. 642
Silt Fence
This item shall consist of providing and placing a filter fabric faze including maintenance of
the fence, removal of accumulated silt and removal of the fence upon completion of the project.
642.2 Materials
(1) Fabric
(a) General: The filter fabric shall be of nonwoven polypropylene, polyethylene or
polyamide thermoplastic fibers with non ravelling edges. The fabric shall be
tmbiodegradable, inert to most soil Chemicals, ultraviolet resistant,
unaffected by moisture or other weather conditions, and permeable to eater while
retaining sediment. The filter fabric shall be supplied in rolls a minimum of
36 inches wide.
(b) Physical Requirements: The fabric shall meet the following requirements When
sampled and tested in accordance with the methods indicated.
Physical Properties Method Requirements
Fabric Weight: (oz /sy) TDI -616 1 4.5 minimum
Water Flow Rate: (gal/sq. ft/ 11X- 616 -J 40 madam
minute)
Equivalent Opening Size: US CW-02215, US Arny 40 to 100
Standard sieve. (number) Corps of Engineers,
Mullen Burst Strength: (psi) ASIM D 3786 300 minimum
Ultraviolet Resistance; ASIM D 1682 70 minimum
Strength retention: (2)
(2) Posts: Posts than be painted or galvanized steel Tee or Y -posts with anchor plates,
•not less than 5 feet in length with a minimm weight of 1.3 pounds per foot with
a minimum Brinell Hardness of 143. Hangers shall be adequate to secure fence
and fabric to posts. Posts and anchor plates shall conform -to ASIM A 702.
(3) Wire Peace: Wire farce shall be welded wire fabric 2x4 -Wl. OxW1.0 and shall conform
to T1FM NO. 406 AMU = STEEL.
642.3 Construction Methods
The silt fence fabric shall be securely attached to the posts and the wire support fence with
the bottom 12 inches of the filter material buried in a trend: a minimum of 6 inches deep and 6
inches wide to prevent sediment from passing under the fence. When the silt fence is
instructed on impervious material, a 12 inch flap of fabric shall be extended upstream from
Page 1 Silt Fence
the bottom of the silt faze and weighted to limit particulate loss. No horizontal joints will
be allowed in the filter fabric. Vertical joints shall be overlapped a minimm of 12 inches
with the ads sewn or otherwise securely tied.
The silt fence shall be a ml:imrn of 24 inches high. Posts shall be embedded a minimum of 12
inches in the ground, placed a ma:dmm of 8 feet apart and set on a slight angle toward the
anticipated runoff source. When directed by the Engineer, pasts shall be set at specified
intervals to support concentrated loads.
The silt fence shall be repaired, replaced, and/or relocated when necessary or as directed by
the pgineer. Accum]ated silt shall be removed when it reaches a depth of 6 inches.
642.4 Measurement
The work performed and the materials furnished under this it will be measured by the linear
foot of "Silt Faze ", complete in place.
642.5 Payment
The work performed and materials furnished and measured as provided under "Mama will be
paid for at the unit price bid per linear foot of "Silt Face ". The price shall be full
compensation for furnishing, hauling and placing all materials, labor, tools, equipment and
incidentals necessary to complete the work including inspecting, repairing, replacing and
relocating the fame, mural of silt and remval and disposal of all materiaLs at the
completion of construction in and revegetaticn of disturbed areas.
Payment will be node under: -
Pay It No. 642: Silt Fence for Erosion Control - Per Linear Foot.
Applicable Re6aexes:
Standard Specifications Manual: Item No. 406
Environmental Manual: Section 1, Water Quality Kanagement, 1.4.2G Silt Fence
Item 642 05/01/90 Page 2
Silt Fence
803.2 Materials
803.4 Maintenance
803 Rev. 09/30187
Item No. 803
Barricades, Signs and Traffic Handling
803.1 Description
This item shall consist of providing, installing, moving, replacing, maintaining, cleaning and removing temporary or permanent
street closure barricades, signs or other devices required to handle the traffic in conformance with the current edition of the Texas
Manual of Uniform Traffic Control Devices for Street and Highways and as indicated or directed by the Engineer. Construction
Detours, if required, shall conform to Item No. 801, "Construction Detours ". Capital Improvement Project signs shall conform to
Item No. 802, "Capital Improvement Project Signs ".
All materials used in barricades, signs and traffic handling shall conform to the following:
(1) Signs
Sign Plates — .080 in thickness alodine finished Federal Specification 6061 — T6 aluminum
Sign Posts —1.25 ounce /square foot hot dipped galvanized welded steel tubing ASTM A 513, O.D. 2.375
inches, wall thickness .065 inch, 1.60 pounds per foot.
Hardware — Aluminum alloy ASTM A 444 sign hardware for clamp casting or stainless steel with galvanized
or electroplated cold rolled steel U bolts, bolts, washers and nuts.
(2) Sign Plate Message and Size
Sign Designation Size
OM — 4R 18 inch x 18 inch
W14 — 1 30 inch x30 inch
(3) Lumber
Rails shall be new unweathered S4S grade #2 fir or yellow pine, of the size indicated.
Posts, of the size indicated, shall be pressure treated with pentachlorophenol.
(4) Concrete
Concrete shall be Class A Concrete conforming to Item No. 403, "Concrete for Structures ".
(5) Retro-Reflective Sheeting
Red and white strips shall conform to Table I CIE Chromaticity Coordinates, ASTM Designation D 523, ASTM 397,
SDHPT Test Method Tex 842•B, ASTM D-987-48%, Atlas Twin ARC Weathering ASTM E 42.69, Type E conforming to
ASTM D 822.60X which requires the ASTM E 42 Type E Atlas XW data L•2300B dated January 7, 1970.
(6) Paint
Exterior 011 base paint, colors as indicated.
803.3 Construction Methods
Prior to commencing construction, suitable "Barricades, Signs and Traffic Handling" devices shall be installed to protect the
workers and the public.
The Contractor shall be responsible for installing all markers, signs and barricades conforming to the Manual on Uniform Traffic
Control Devices and /or as indicated. If, in the opinion of the Engineer, additional markers, signs or barricades are needed in the
interest of safety, the Contractor will install such as are required or as directed by the Engineer.
It shall be the Contractor's responsibility to maintain, clean, move and replace if necessary, barricades, signs and traffic handling
devices during the time required for construction of the project. Permanent barricades shall be constructed as required after the
completion of the street by drilling holes to place the posts and concrete foundations. Foundation concrete shall be cured before
the rails are attached. When no longer needed all temporary Barricades, Signs and Traffic Handling Devices shall be removed
and the area restored to its original condition or as directed by the Engineer.
End.
Page 1 Barricades, Signs and Traffic Handling
824.1 Description
Item No. 824
Traffic Signs
This item shall consist of the furnishing and placing of Traffic Signs including excavation and backfill, concrete, reinforcement,
posts, hardware and signs.
824.2 Materials _
(1) Concrete
Concrete for sign post foundations shall be Class A concrete conforming to Item No. 403, "Concrete for Structures ".
(2) Reinforcing Steel
Reinforcing steel shall conform to Item No. 406, "Reinforcing Steel ". The sizes and dimensions shall be as indicated.
(3) Posts
Post tubing shall be in lengths 0110, 11, 12 and 13 feet as indicated. Diameter and size: Outside diameter (O.D.)
shall be 2.375 inches (2' /e inches); wall thickness shall be 0.065 inch; weight shall be 1.60 pounds per foot. Post shall
be constructed of welded steel tubing conforming to ASTM A 513 or ASA 6036T6 -Mil, ASA 25995 schedule 10
seamless aluminum.
Steel post tubing shall be hot dipped galvanized to obtain a weight of 1.25 oz /square foot of sheet meeting Federal
Specification A -G -90. Welded steel shall be hot dipped galvanized both inside and outside of tubing. Post tubing
shall have up to 11 each % inch holes punched or drilled as indicated. All sharp edges shall be removed from ends of
tubing to eliminate burrs, etc.
All posts shall be prepared and painted with a 2.5 mil thickness of Federal yellow enamel. Applied coating shall show
no damage by the following chemicals: gasoline, motor oil, alcohol, 30 percent sodium hydroxide, 30 percent hydro-
chloric acid, 30 percent nitric acid or 30 percent sulfuric acid.
(4) Hardware
The mounting clamp shall be able to be attached on a 23/4 inches outside diameter post by a U -bolt s /�e inch diameter
with 1 inch of threads on each end and shall meet the details indicated.
Hardware shall slide freely on pipe when properly loosened.
Clamp shall stand a torque of 15 ft: lbs. when tightening nuts on U -bolts or sign blanks to clamp.
U -bolt made from cold rolled steel shall stand a minimum of 20 ft: lbs. torque when tightened around sign post.
Pipe clamp casting shall be aluminum alloy A 444.0 or 356.0 -F and all sign mounting clamp parts not made from
aluminum shall be cold rolled steel, stainless steel or galvanized steel.
The Contractor shall submit a sample of all types of mounting clamps they propose to use for approval prior to order-
ing materials. The Contractor shall furnish the results of any State or Federal tests performed upon their product with
the approved submittal.
(5) Sign Blanks
Sign blanks shall be 0.080 inch thickness, alodine finished 6061 -T6 aluminum of the dimensions indicated.
(6) Sign Faces (Reflective Sheeting)
The reflective material shall consist of spherical enclosed lens elements embedded' within a transparent plastic
having a smooth, flat outer surface. The surface shall be compatible with recommended process inks needed to
produce sign faces.
Sheeting, decals and/or sign faces shall be furnished in the size, shape and quantity indicated.
Sheeting, decals and/or sign faces shall be free from ragged edges, cracks, tears, pits, blisters, similar defects,
foreign matter or other surface imperfections which would make it unsuitable for the intended usage.
Complete sign faces or 20 square feet sections of sheeting shall appear uniform in color and retroreflectivity when
viewed under normal day or night lighting conditions from a distance of 50 feet.
Page 1 04/17/86 824
All sheeting and each sign face shall have attached to the adhesive face a liner that will prevent contact between the
message faces and adhesive. This protective liner shall be capable of being removed by peeling without soaking in
any type of solvent and shall be easily removed after storage for 4 hours at 160 F under weight of 3.0 pounds per
square inch.
The diffuse day color shall comply with the specified color requirements. Color requirements are defined by an en-
closed area formed by using the following CIE Chromaticity Coordinates as corner points and the listed Y reflective
Omits
The sheeting's face and all areas of the face of sign faces shall have an 85 F gloss meter rating of not less than 40
conforming to ASTM D 523.
The diffuse day color of the reflective sheeting shall be determined in accordance with ASTM Designation' E 97, "45-
degree, 0- degree Directional Reflectance Factor of Opaque Specimens by Broad -Band Filter Reflectometry". (Geo-
metric characteristics must be confined to illumination incident within 10 degrees of and centered about a direction of
45 degrees from the perpendicular to the test surface; viewing is within 15 degrees of and centered about, the per-
pendicular to the test surface. Conditions of illumination and observation must not be interchanged.) The standard to
be used for reference shall be the Munsell Papers. Papers must be recently calibrated on a spectrophotometer.
Reflective sheeting, decals and each sign face shall meet all the retrodirective reflectivity requirements for its respec-
tive type and color listed in the following table. Values are expressed in units of candlepower per foot candle per
square foot. Specific intensities shall be determined according to SDHPT Test Method Tex - 842 -B.
Decal or sign faces after 48 hours of conditioning, shall have a minimum tensile strength of sheeting of 5 pounds per
inch width when tested in accordance with ASTM Designation: D 828.
The sheeting, decals or sign faces; applied according to the manufacturers recommendations to a clean etched
0.020 inch by 2 inch by 8 inch (0.51 mm by 50.8 mm by 203 mm) aluminum panel of Alloy 6061 -T6 conditioned a
minimum of 48 hours and tested at 72 F (23 C) and 50 percent relative humidity shall be sufficiently flexible to show
no cracking when bent around a 3/4 inch (18 mm) mandrel.
The sheeting or sign faces shall permit cutting, application and color processing at any combination of the following
temperatures and relative humidity: Temperature 60 to 100 F, relative humidity to 20 to 80 percent. Sheeting and sign
faces will permit heat curing and unapplied sheeting at temperatures up to 150 F and up to 200 F for applied sheeting
and sign faces.
Sheeting or sign faces after 48 hours of conditioning at 80 to 100 F, shall show no effect when exposed for 15 min-
utes to the following chemicals according to Federal Test Method 8801: mineral spirits, zylol, turpentine or methanol.
Thickness of sheeting without adhesive and screen ink shall be 4.5 to 5 mils.
Sheeting or sign faces applied (according to the manufacturer's specifications) to clean, smooth, paintable and
weatherproof surfaces, shall adhere so securely at temperatures of –20 to 175 F, that peeling, pulling or scraping of
material from adhering surfaces in pieces containing areas greater than 3 square inches will be impossible. Adhe-
sion test to be run not less than 48 hours after application.
The reflective sheeting or sign faces shall include a precoated tack free adhesive which will adhere to prescribed
surfaces only when activated by heat (175 to 200 F). The precoated adhesive shall not require additional adhesive
coats on the reflective material or the application surface.
Processed and applied on recommended procedures, the reflective material shall be weather resistant and following
cleaning, shall show no appreciable discoloration, cracking, blistering or dimensional change and shall not have less
than 50 percent of the specified (wet or dry) minimum reflective intensity values when exposed to 1000 hours Atlat
Twin ARC weathering (ASTM Designation: G 23) in accordance with ASTM Designation: D 822. The following data is
required to assure correlation with other laboratories:
a. Type and model, of exposure device —ASTM Designation: G 23 Type E Atlas XW.
b. Type of light source — Sunshine carbon arc.
c. Age of filters —' of filters changed every 400 hours.
d. Flux density at sample location.
e. Spectural irradiance at sample location, 100, 360 micro - watts per square CM.
f. Elapsed exposure time — 1,000 hours.
g. Light/dark — water - humidity cycle employed — 102 minutes of light followed by 18 minutes of light with
spray, 5 days per week — 48 hours per week without light or spray.
Process colors (inks) —A minimum of 96 hours after processing, as well as after the weatherometer exposure, no
process ink will be removed when tested as follows:
824 04/17/86 Page 2
a. Immerse in distilled water for 24 hours.
b Remove from water and wipe dry with soft cloths.
c. Condition the panels for 8 hours at room temperature and humidity
d. Make 2 parallel scratches, 1 inch apart, through to the metal.
e. Apply a 1 inch wide strip of "Scotch" Brand Masking Tape #250 and roll across the tape with 41/2 pound
rubber roller, 8 times
I Quickly remove the tape with 1 motion and examine for damage to the inner coat or surface adhesion
•
Unless otherwise indicated, the reflective sheeting for emblems. decals, cut out numbers and letters for vehicle
marking and identification shall meet the performance criteria set out in these specifications with the following excep-
tions: The above materials shall be precoated with a positionable pressure sensitive adhesive backing meeting the
requirements set out above.
The message shall be as indicated
824.3 Construction Methods
Excavation required shall be done through whatever substances encountered and to the dimensions and elevation indicated or
required by the site conditions as directed by the Engineer. This excavation shall be done in accordance with Item No. 401,
"Structural Excavation and Backlitling ", except that it will not be measured for payment and will be considered subsidiary to the
respective sign supports.
Reinforcing steel shall be positioned as indicated and shall conform to Item No. 406, "Reinforcing Steel ", except that d will not be
measured for payment but will be considered subsidiary to the respective sign supports
Foundations for all pipe posts shall conform to Item No. 410, "Concrete Structures ".
Any posts to be imbedded in drilled shaft foundations shall be set carefully in the foundation holes and if directed by the Engineer,
shall be held in place by an approved template before the concrete for the foundation is placed The forms and templates, if used,
shall not be removed until the concrete has aged a minimum of 24 hours Springing or raking of posts to secure proper alignment
will not be permitted
Electrical conduit where required and anchor bolts of the size, length and number as indicated, shall be positioned before the
concrete is placed. Anchor bolt groups shall be set and maintained in position with a template during the placement of that
portion of concrete into which anchor bolts are embedded. Care shall be taken to obtain the orientation of the anchor bolts and
spacing of the anchor bolt groups as indicated.
Parts of the concrete foundations extending above the natural or finished ground line shall be given an ordinary surface finish
conforming to Item No. 410, "Concrete Structures ". If a higher type finish is indicated, n shall conform to Item No. 411, "Surface
Finishes for Concrete ".
No structure or post shall be erected on a concrete finish nor shall any traffic sign be attached to a sign post embedded in
concrete until the concrete has aged at least 7 curing days or until otherwise directed by the Engineer.
The length of each post for each traffic sign indicated shall be verified by the Contractor in order to meet the existing field condi-
tions and to conform with sign mounting heights indicated. Should it be necessary to field cut a steel post to shorten it, the cut end
shall be placed in the concrete foundation
Pipe sign supports shall be built up as indicated. Any part of the pipe which has bare metal exposed or from which the galvaniz-
ing has been knocked or chipped off down to bare metal in fabrication, transit or erection shall be repaired, in accordance with the
manufacturer's recommendations, by application of galvanizing repair compounds meeting Federal Specification O -G -93 (stick
only) or zinc dust -zinc oxide meeting Federal Specification TT -P -641 b.
The sign supports shall be located as indicated, except that the Engineer may shift a sign support where necessary to secure a
more desirable location. The Engineer will stake all sign support locations.
Sign supports shall be erected at the direction of the Engineer so that the sign faces will normally be vertical and, if necessary,
angled sufficiently away from perpendicular to the roadway when attached to the supports in order to prevent specular glare. If
specular glare is apparent on the mounted signs under nighttime inspection, corrective adjustments in the sign orientation shall
be made at the direction of the Engineer.
The multisection pipe post supports may, at the Contractor's option, be cast in the concrete foundation with or without the upper
post section attached. However, if installation is made with the upper post section attached, the support shall not be exposed to
traffic until the sign is properly affixed.
The pipe stub post shall be set carefully in the foundation holes and if directed by the Engineer, shall be held in place by an
approved form or template before the concrete for the foundation is placed. The forms and templates, if used, shall not be re-
moved until the concrete has aged at least 24 hours. No sign shall be attached to the posts until the concrete has aged at least 7
curing days or untilotherwise directed by the Engineer. A curing day shall be as defined in Item No. 410, "Concrete Structures ".
Page 3 04/17/86 824
Springing or raking of posts to secure proper alignment will not be permitted.
The Contractor shall be responsible for the correctness of shop fit and field connections Post lengths shall be approved by the
Engineer prior to the fabrication of any support.
Backfilling shall conform to Item No. 401, "Structural Excavation and Backfilling" and the additional requirements herein
All backfilling shall be completed prior to the erection of any sign on the structure.
Where riprap, embankment protection or surfacing is removed for placing foundations for traffic signs, it shall be replaced with
like material as directed by the Engineer.
The message as indicated shall be screened on the reflective sheeting in accordance with the sheeting producer's recommended
practices utilizing screen inks approved by the Department. Screen inks shall conform to SDHPT Departmental Specification
D -9 -8300, "Flat Surface Reflective Sheeting ". Before application, the surface must be prepared to the satisfaction of the Engineer
in accordance with the manufacturer's instructions. Whenever the sign is applied over expansion joints, deep cracks or seams, 1
is to be slit to avoid tearing or lifting. Any applied sign that has wrinkles, air pockets, ragged edges, tears or bends shall be
removed and replaced at the sole cost of the Contractor.
Signs will be installed as indicated or as directed by the Engineer. The installation as a whole shall be carried out in conformance
with requirements herein stated and with details and dimensions indicated. Upon completion, the work shall present a neat and
workmanlike appearance.
824.4 Measurement
Traffic signs shall be measured as each complete sign constructed and placed as indicated.
824.5 Payment
The work performed and materials furnished as prescribed by this item will be paid for at the unit price bid for "Traffic Signs" per
each complete in place, which price shall be full compensation for furnishing all materials, excavation, setting posts in concrete
and for all labor, tools, equipment and incidentals necessary to complete the work.
Payment will be made under:
Pay Item No. 824: Traffic Signs — Per Each.
End
824 04/17/86 Page 4
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843.1 Description
This item shall consist of furnishing all materials for constructing ducts for Traffic Control projects, including all applicable work
such as clearing, excavating, bedding, jointing, backfilling materials and tests, prescribed under this item. The ducts shall be
of the sizes, types, class and dimensions indicated and shall include all joints or connections to new or existing ducts, pullboxes
or other structures, as may be required to complete the work in accordance with details indicated, specifications and standard
published practices of the trade associations for the material specified and to the lines and grades indicated. This item shall
include any pumping, bailing and drainage and all sheeting and bracing of trench walls. Unless otherwise indicated, this item
shall consist of the removal and disposition of trees, stumps and other obstructions, old structures or portions thereof.
843.2 Materials
(1) Concrete
Concrete shall conform to Class A concrete, Item No. 403, "Concrete for Structures". The maximum size of aggregate
should not exceed 1 inch.
(2) Coarse Aggregate
Coarse aggregate shall conform to Item No. 403, "Concrete for Structures" or Item No. 210, "Flexible Base".
(3) Fine Aggregate
(a) Concrete and Mortar Sand
Fine aggregate shall be Grade 1 and shall conform to Item No. 403, "Concrete for Structures".
(b) Bedding Sand
Sand for use in duct 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 SDHPT
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 ohm /cm 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:
(4) Select Basktlll or Borrow
GRADATION TABLE
SIEVE SIZE PERCENT RETAINED BY WEIGHT
114" 0
460 75.100
#100 95-100
Item No. 843
Ducts
This material shall consist of borrow or suitable material excavated from the trench with a plasticity index less than
20, a moisture content which does not exceed ±2 percent from optimum as determined in accordance with SDHPT
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 embank-
ments, If applicable. All unsuitable materials should be dried or modified to make them suitable for use, as required.
(5) Duct Pipe
Polyvinyl Chloride (PVC) Pipe and fittings used for ducts shall be ASTM D 1785 PVC Pipe, Schedule 40.
(6) Joints
Joints shall be sealed with a solvent meeting the requirements of ASTM D 2564 to assure leak proof joints. Ends
of ducts shall be projected into pullboxes and grouted and sealed as indicated.
843.3 Construction Methods
(1) General
Prior to commencing this work, all erosion control and tree protection measures required shall be in place and all
843 09/30/87 Page 1 Ducts
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 require-
ments of "General Conditions of Agreement" and Item No 601, "Salvaging and Placing Topsoil':
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
When rainfall or runoff is occurring or is forecast by the NOWA 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 conforming to "General Conditions of Agreerent':
When called for in the Bid, boring, jacking and tunneling shall conform to Item No 501, 'Jacking or Boring" or Item
No 502, 'Tunneling" and shall be paid for under the same.
(2) 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 they shall be removed 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 with bedding sand. 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.
(3) Trench Conditions
Trenches shall be opened the complete length or sufficient distance such that if any obstructions are encountered,
proper provisions can be made to avoid them before duct is installed.
Before attempting to lay ducts, all trash, debris, loose material and water encountered in the trench must be pumped
or bailed out and the trench kept clean and dry while the duct is laid, bedded and backfilled. Where needed, sump
pits shall be dug adjoining the trench and pumped as necessary to keep the excavation dewatered.
(4) Trench Depth and Depth of Cover
Unless otherwise indicated, ducts shall be installed so that the tops of all ducts are at least 18 inches below the
finished grade. The depth of cover shall be measured from the established finish grade, natural ground surface, sub -
grade for staged construction, street or other permanent surface to the top or uppermost projection of the duct.
(5) Width of ltench
Trenches for single duct lines shall be not less than 6 inches nor more than 12 inches wide and the trench for two
or more ducts installed at the same level shall be proportionately wider.
(6) Spacing of Ducts
When two or more ducts are installed in the same trench, they shall be spaced not less than 2 inches apart, measured
from outside wall to outside wall in a horizontal direction and not less than 6 inches apart in a vertical direction.
(7) Lines and Grades
Grades, lines and levels shall conform to Section 00341, "Grades, Unes and Levels' Any damage to the above by
the Contractor shall be re- estabtilshed at the Contractors expense.
(8) Duct Bedding
Where not otherwise provided, all duct shall be installed in a continuous envelope of bedding sand. The bedding
matenal shall extend from 3 inches below to 4 inches above the outer parts of the pipe, fittings and accessories for ducts.
(9) Laying Duct
No duct shall be installed in the trench until excavation has been completed, the bottom of the trench compacted
and the trench completed as indicated.
All duct shall be stringed for easy pull through of cable after construction is completed. A continuous line of string
843 09/30/87 Page 2 Ducts
843.4 Measurement
843.5 Payment
Payment will be made under.
End
Ref: 102, 210, 403, 501, 502, 601
shall extend through the pipe and be mechanically tied at each end outside the pipe. The string shall be No. 36 nylon
string with a tensile strength of at least 300 pounds. Ends of ducts shall be projected into pullboxes and grouted
and sealed as indicated.
(10) Backfilling
(a) General
After the pipe has been bedded, laid, jointed, approved and a sand bedding envelope placed and compacted,
backfilling shall be done immediately in accordance with the details indicated, with approved material.
During backfilling operations, no heavy equipment which might damage the pipe will be allowed until a mini-
mum cover of 12 inches above the top of pipe is obtained.
During the backfilling operations, special emphasis is placed upon the need for obtaining uniform backfill ma-
terial and uniform compacted density throughout the length and depth of the structure. Extreme care is to be
taken to insure proper backfill over the pipe. The maximum lift of backfill shall be determined by the equipment
selected and in no case shall it exceed 18 inches, loose measurement. Backfill shall be thoroughly tamped
and compacted to at least the density of the surrounding undisturbed soil.
All backfill 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.
(11) 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 drive-
ways. Trenching, backfill and cleanup shall be coordinated as directed by the Engineer. The Engineer shall 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 slte 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 exca-
vations as provided elsewhere and shall immediately clean up and remove all unused soli, waste and debris and re-
store 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 reestablish all damaged or disturbed turf or other vegetation and otherwise make every effort to en-
courage the retum of the entire surface and all improvements to a pleasant appearance and useful condition ap-
propriate and complementary to the surroundings and equal or similar to that before construction began. Grassed
areas shall be seeded.
Duct will be measured by the linear foot along the centerline of the duct for the various sizes and classes of duct in place, con-
forming to these specifications, complete and accepted by the Engineer, including excavation and backfill.
Payment for duct, measured as prescribed above, will be made at the unit price bid per linear foot, complete In place, for the
various sizes of pipe, of the materials and class indicated, unless unstable material is encountered.
Payment shall be full compensation for all work, excavation, fumishing, hauling and placing of ducts and subsidiary materials;
preparing, shaping, dewatering and storing of trenches; hauling, placing and preparing bedding; connecting to new or existing
systems or structures; hauling, moving, placing and compacting backfill materials; seeding and for all other incidentals neces-
sary to complete the duct installation as indicated.
Pay Item No. 843: PVC Ducts, Ea In — Per Linear Foot.
843 09130/87 Page 3 Ducts
860.1 Description
This item shall consist of the installation of reflectorized paint pavement marking. The width of the line shall be 4 inches and the
color as indicated.
860.2 Materials
(1) Traffic Stripe Reflective Glass Spheres
(a) The glass spheres shall not contain more than 30 percent (by weight) irregular shaped particles when tested
by ASTM Designation: D 1155. Spheres shall be essentially free of sharp angular particles and particles show-
ing milkiness or surface scamng or scratching. Spheres shall be water white in color.
(b) The glass spheres shall meet the following gradation requirements when tested:
Openings U.S. Std. Sieves Percent Passing
#20 Sieve 100
#30 Sieve 80 -100
#50 Sieve 18 -35
#100 Sieve 0-4
860 Rev. 09130/87
(c) The spheres, when tested by the liquid immersion method at 25 C, stall show an index of refraction within the
range of 1.50 to 1.98.
(d) The spheres shall be capable of being readily wet with water when tested according to SDHPT Test Method
Tex-826-B.
(e) The spheres shall show no tendency toward decomposition, surface etching, change in retroreflective charac-
teristics or change in color after 24 hours exposure (according to SDHPT Test Method Tex- 833-B) to weak
acids, weak alkali or 100 hours of weather-o-meter exposure.
(f) Spheres shall contain less than Y of 1 percent moisture by weight.
(g) Spheres shall be manufactured from glass.
(h) Spheres shall be tree of trash, dirt. etc.
(i) Spheres shall show no evidence of objectionable static electricity when flowing through a regular traffic bead
dispenser.
(j) The recommended application rate shall be 6 pounds per gallon of paint.
(k) Sampling and Testing shall be In accordance with the latest applicable SDHPT Manual on Testing Procedures.
Applicable test methods are, but are not limited to the following:
Tex -822 -B
Tex -826 -B
Tex -830 -B
Tex-831-8
Tex -832 -B
Tex -833 -B
Item No. 860
Pavement Marking Paint
(2) Pavement Marking Paint
(a) Functional Requirements
1. All materials required to meet Federal, ASTM or SDHPT specifications must meet the specification as
shown.
ASTM Designation: D 476, Type II
Federal Spec. TT- P -463A, Type I (March 3, 1961)
National Bureau of Standards — Chromatic Standard No. Sch: 30
Federal Spec. TT- P-403a
Federal MIL -C -4290, Type I (March 6, 1969)
ASTM D 362
Page 1 Pavement Marking Paint
860 Rev. 09/30/87
ASTM D 740 (Reapproved 1974)
ASTM D 600
SDHPT Test Method Tex -806 -B
SOHPT Test Method Tex -811.8
SOHPT Test Method Tex -814 -B
2. The paint shall be homogenous. well ground to a uniform and smooth consistency and shall not skin nor
settle badly nor cake, liver, thicken, curdle or gel in the container
3 The paint. when applied to a bituminous pavement surface under normal field conditions at the required
rate of .015 inch wet film thickness, shall have a maximum no pickup drying time of 15 minutes to
prevent displacement or discoloration under traffic.
4. In preparation of the paint, the pigments shall be dispersed in the vehicle by appropriate methods so that
a fineness reading of not less than 4 is obtained with a Hegman grind gauge.
5. Consistency viscosity as determined by the Stromer Viscosimeter at 25 C shall be from 85 to 100 K.U.
6. A thin film of paint spread on a glass plate and allowed to dry thoroughly shall not darken or show any
discoloration when subjected to ultraviolet rays for a period of 5 minutes.
(b) Matenal Requirements
1. Raw Matenals
a. The exact brands and types of raw materials used in the wet standards are listed for the purpose
of facilitating the selection of parallel materials equal, not only in quality and composition but also
in physical and chemical behavior after aging in the finished product.
b. 11 shall be the responsibility of the Contractor to utilize materials that not only meet the individ-
ual raw material specification, but that also produce a coating that meets the specific formula
requirements.
c. Materials required to meet Federal and ASTM specifications must meet the specification as
indicated. (
i,
2. Pigments
a. White
(1) Lead free zinc oxide: shall meet Federal specification TT- P -463A. Type I, March 3. 1961.
(2) Pure Titanium Dioxide, Rutile, Nonchalking: shall meet ASTM D 476, Type 11.
b. Medium Chrome Yellow
(1) The luminescent factors of the pigment shall be within the limits listed below when tested
before and after exposure.
Minimum Maximum
Initial 53 59.0
Final 45
In addition. the allowable change between the initial and final luminescent factors shall be
no more than 9 units.
The initial x, y chromaticity color coordinates of the pigments shall be within the rectangle
defined by the sets of coordinates shown below.
x y
0.490
0.511
0.514
0.535
0.455
0.433
0.480
0.458
The pigments shall be tested according to SDHPT Test Method Tex - 810 -B.
Page 2 Pavement Marking Paint
860 Rev. 09 /30/87
The color standard shall conform to the National Bureau of Standards Chromatic Standard
No. Sch -30.
The formulation of the test enamel using the pigments to be tested is as follows
Material
Medium Chrome Yellow
Long Oil Alkyd Resin (1)
4% Calcium Drier
6% Cobalt Drier
Anti - Levering Agent
Anti-Skinning Agent
Mineral Spints (2)
Parts by Weight
54.0
31.5
0.6
03
0.1
0.2
13.3 (3)
(2) Alkyd Resin Solution meeting Federal specification TT -R -2660, Type I, Class A, November
17, 1971.
(3) Mineral Spirits shall conform to ASTM D 235, Type IV.
(4) The amount of mineral spints may be varied slightly to produce the desired gnnding
consistency.
Two coats of pigments shall be required.
3. Inert
a. Talc, paint -grade magnesium silicate shall meet ASTM 0 605.
b. Calcium Carbonate shall conform to the following:
CaCO, Maximum 97.0 percent
R,O Maximum 0.4 percent
Specific Gravity 2.63 -2.73
Weight retained on #325 Screen Maximum 0.75 percent
Color shall be equal to matenal listed in standard formula. Substitution in standard formula shall
not result in a viscosity venation greater than 4 K.U.
4. Resins
a. Chlorinated Paraffin shall conform to Federal Specification MIL- C -429C, Type I, May 6, 1969.
b. Chlorinated Rubber shall have a viscosity @ 15 C (20% solution with Toluene)' 4-6 cps.
Toluene shall meet ASTM D 362
c. Traffic paint alkyd resin solution shall conform to the following:
(1) General
Type:. Pure, drying alkyd
Length: Medium
Type oil: Soya, linseed or tall. No mixture of 2 or more oils will be permitted.
Type Solvent: Toluene, ASTM 0 362
Compatibility: A solution of 1 part 75 percent traffic alkyd and 5 parts toluene shall be
Gear.
A solution containing the equivalent of 150 grams of 5 cps. chlorinated rubber, 130 grams of
75% traffic alkyd, 200 grams of methyl ethyl ketone shall be clear, transparent and show no
separation after 24 hours of storage in a 3/4 full test tube at 80 degrees -5 F. This rubber -
alkyd- solvent solution shall produce a clear film upon drying.
Page 3 Pavement Marking Paint
5. Thinners
(2) Said Resin Basis
Percent Phthalic Andydrides
Percent Oil Acids
Acid number, maximum
Ash residue, maximum
Unsaponifiable, maximum
Iodine number of fatty acids. minimum
Retractive Index of fatty acids, minimum
(Tall oil alkyds), maximum
(3) 45 Percent Solids Basis'
Color: Gardner 1953 Standard -9 maximum.
Drying Time: A wet film 3 mils thick shall set to touch in not more than 90 minutes.
(Driers: Based on the resin solids present, add the equivalent of 0.06 percent Cobalt (metal)
and 1.0 percent lead metal)
'Toluene shall be used to reduce the resin solution to 45 percent solids and shall meet ASTM D
362.
(4) In addition to the above requirements, the traffic alkyd resin shall meet the following percent
transmittance requirements when tested according to SDHPT Test Method Tex - 814 -B, uti-
lizing menthyl isobutyl ketone as primary solvent and methyl alcohol as precipitating agent.
Percent
Transmittance Minimum Maximum
T,
T,
b. Aromatic Naphtha
Appearance
Color
Boiling Range
Kauri Butanol Value
Specific Gravity, 25 C
Flash Point F (TCC)
6. Additives and Chemicals
10%
70%
Calculate volume in milliliters of precipitating agent as follows:
V, =91X
Where: V, = volume of precipitating agent required for T,
X = grams of alkyd resin solids and V = 1.398 V,
Where: V, = additional volume of precipitating agent required for T.
a. Methyl Ethyl Ketone shall conform to ASTM D 740
clean, free of sediment
water, white
360 F — 415 F
88 minimum
0.884 — 0.894
140 minimum
33to37
48 10 55
8.0
0.10 percent
2.0 percent
115
1.4660
1.0
a. Driers shall conform to ASTM 0 600.
b. The additives below must be supplied by the manufacturer, as listed:
(1) Thermolite813
Available from: M & T Chemicals, Inc.
530 Exchange Bank & Trust Tower
Dallas, Texas 75235
(2) Treated Bentonite Clay
A. Bentone 34, N.L. Industries
8. Claytone 40, Southern Clay Products
1
1
1
1
1
1
1
1
1
i
1
1
1
1
1
1
1
1
1
860 Rev. 09/30/87 Page 4 Pavement Marking Paint 1
860.3 Construction Methods
860 Rev. 09/30187
Formula: White Traffic Paint
Traffic Alkyd, 75 Percent Solids 130
Chlorinated Rubber, 5 cps., Hercules, parbn S -5 150
Chbnnated Paraffin, Type I, Hercules, Chlorafin 40 75
Treated Bentonite Clay 5
Titanium Dioxide, Rutile, DuPont, R- 900 200
Lead Free Zinc Oxide. ASARCO, A2O-33 50
Talc, Nytal 300 225
Calcium Carbonate, T.W. Snowflake White 250
24% Lead Drier 3
6% Cobalt Drier 2
Thermolite 813, M & T Chemicals, Inc. 0.75
Aromatic Naphtha. SC -150 5
Methyl Ethyl Ketone 245
1,340.75
Grind particles: 4 minimum 8 maximum (SDHPT Test Method Tex 806-8)
Gallon Weight 0.05 lbs. of theoretical gallon weight
Consistency: 85 to 100 K.U.
Skinning: No skinning within 48 hours
(SDHPT Test Method Tex - 811 -B)
Formula: Yellow Traffic Paint
Pounds
Pounds
Traffic Alkyd, 75 Percent Solids 130
Chlorinated Rubber, 5 cps., I.C.I. Atbprene X -5 150
Chlorinated Paraffin, Type 1, I.C.I., Cerecbr 42 75
Treated Bentonite Clay 5
Titanium Dioxide, Rutile, Du Pont, R -900 25
Lead Free Zlnc Oxide, ASARCO, A20-33 50
Medium Chrome Yellow, Du Pont, Y -469 -D 157
Calcium Carbonate, T.W., Snowflake White 250
Talc, Nyta1300 250
24% Lead Drier 3
6% Cobalt Drier 2
Thermolite 813, M & T Chemicals, Inc. 0.75
Aromatic Naphtha, SC-150 5
Methyl Ethyl Ketone 250
1.370.75
Grind Particles: 4 minimum, 8 maximum (SDHPT Test Method Tex-806-B)
Galion Weight: ± 0.05 lbs. of theoretical gallon weight
Consistency: 80 to 100 K.U.
Skinning: No skinning within 48 hours (SDHPT Test Method Tex - 811 -B)
The Contractor shall use a crew experienced in the work of installing pavement markings and in the necessary traffic control for
such operations on the roadway surface and shall supply all the equipment, personnel, traffic control and materials necessary for
the placement of the pavement markings as indicated or as directed by the Engineer. All work shall conform to the current edition
of the Texas Manual of Uniform Traffic Control Devices (MUTCD)
The pavement surface to receive the pavement markings shall be thoroughly cleaned of all dirt, organic growth or other matenal
that will prevent adhesion of the palm to the roadway surface.
The pavement markings shall be placed in the proper alignment with guides established on the roadway. Deviation from the
alignment established shall not exceed 2 inches and in addition, the deviation in alignment of the markings being placed shall not
exceed 1 inch per 200 feet of roadway nor shall any deviation be abrupt.
When deemed necessary by the Engineer, the Contractor, at his expense. shall place any additional pilot markings required to
facilitate the placement of the permanent markings In the alignment specified. Any and all additional markings placed on the
roadway for alignment purposes shall be temporary in nature and shall not establish a permanent marking on the roadway.
Materials used for pilot markings and equipment used to place such markings shall be approved by the Engineer.
Page 5 Pavement Marking Paint
Paint markings on the roadway that are not in alignment or sequence as indicated shall be totally and completely removed by any
effective method approved by the Engineer, except that grinding will not be permitted.
Paint shall be applied at a rate of not less than 15 gallons nor more than 20 gallons per mile of solid 4 inch stripe. Application rate
for solid 8 inch stripe shall be between 30 and 40 gallons per mile. (These rates yield wet film thickness from 1510 20 mils.)
Beads shall be applied to the paint markings at a uniform rate sufficient to achieve the retroreflective characteristics specified
when observed conforming to SDHPT Test Method Tex- 828-B. All markings placed shall have uniform and distinctive retroreflec•
live characteristics. Under no circumstances shall the bead application rate be less than 6 pounds of beads per gallon of paint
applied to the road surface
Applied markings shall be protected from traffic until they have dried sufficiently so as not to be damaged or tracked by normal
traffic movements.
860.4 Equipment
Paint striping equipment used to place 4 inch solid or broken lines shall have the capability of placing a minimum of 60,000 linear
feet of marking per working day. Equipment used for placing markings in widths other than 4 inches shall have capabilities similar
to 4 inch marking equipment and shall be capable of placing linear markings up to 8 inches in width in 1 pass.
The equipment shall be maintained in satisfactory operating condition. Four inch marking equipment will be considered as un-
satisfactonly maintained if it fails to have an average hourly placement rate of 7000 linear feet in any 5 consecutive working days
of 7 hours or more.
The equipment shall be equipped so that one 4 inch broken line and either 1 or 2 solid lines can be placed at the same time in
alignment and spacing as indicated.
The equipment shall be equipped with an automatic cutoff device (with manual operating capabilities) to provide clean, square
marking ends and to provide a method of applying broken line in a stripe to gap ratio of 15 to 25. The length of the stripe shall not
be less than 15 feet nor longer than 15.5 feet. The total length of the stripe -gap cycle shall not be less than 39.5 feet nor longer
Than 40.5 feet in vanance from one cycle to the next nor shall the average total length of a cycle for a road mile of broken line
exceed 40.5 feet or be less than 39.5 feet.
The equipment shall be capable of placing lines of all widths with clean edges and of uniform cross section. Four inch lines shall
be 4 inches plus or minus '/e inch. Eight inch lines shall be 8 inches minimum and 8 inches maximum in width.
The equipment shall be equipped with an outrigger or outriggers as required to place edgelines as called for in the plans.
The equipment shall be equipped with bead dispensers, 1 for each paint spray gun, placed on the equipment so that beads are
applied to the paint almost instantly as the marking is being placed on the roadway surface. The bead dispensers shall be de-
signed and aligned so that beads are applied uniformly to the entire surface of the marking. The bead dispensers shall be
equipped with automatic cutoff controls, synchronized with the cutoff of the marking equipment. Paint pots or tanks shall be
equipped with an agitator that will keep the paint thoroughly mixed and may be either a pressurized or nonpressurized type.
End
860 Rev. 09130187 Page 6 Pavement Marking Paint
900.1 DESCRIPTION
900.2 MATERIALS AND CONSTRUCTION METHODS
900.3 MEASUREMENT AND PAYMENT
End.
Item No. 900
Restoration
This item shall consist of the restoration, complete in place, to City
standards of all improvements damaged during construction of this project
which are not included as a separate contract pay item.
The applicable items contained within this manual and the City of Austin
Standard Specifications as adopted and amended by the City of Round Rock shall
govern improvements to be restored.
Restoration, complete in place, of improvements, which are not included as a
separate contract pay item, damaged during construction of this project shall
be considered subsidiary to the contract and no measurement for additional
payment shall be made.
1
901.1 DESCRIPTION
Item No. 901
Relocating Appurtenances
This item shall consist of the relocation of each item called for on the plans
in a manner which will result in no damage to the appurtenance or to its
function.
901.2 MATERIALS AND CONSTRUCTION METHODS
It is the intent that the existing materials shall be used where practical.
The Contractor shall supply any new materials required. If existing materials
are found to be defective or inoperable, the Contractor shall notify the
Engineer prior to removal.
901.3 MEASUREMENT AND PAYMENT
Relocation of specified items, complete and operable, in the new location
shall be paid for at the contract price bid.
End.