HomeMy WebLinkAboutContract - Vol 1
CITY OF RENTON
RENTON, WASHINGTON
Contract Provisions
for the
NE 31st St Bridge Replacement Project
Federal Aid Number:BROS‐1070(009)
City Project Number:TED4003843
City Contract Number:CAG‐18‐001
February 2018
City of Renton
1055 South Grady Way
Renton, WA 98057
NE 31st St Bridge Replacement Project Table of Contents
TED4003843 Page 1 of 2 2018
CITY OF RENTON
NE 31st St Bridge Replacement Project
Table of Contents
VOLUME I
I. CALL FOR BIDS
II. INFORMATION FOR BIDDERS
1. INFORMATION AND CHECKLIST FOR BIDDERS
2. SUMMARY OF FAIR PRACTICES POLICY, CITY OF RENTON
3. SUMMARY OF AMERICANS WITH DISABILITIES ACT POLICY, CITY OF RENTON
III. PROJECT PROPOSAL
1. * PROJECT PROPOSAL COVER SHEET
2. * PROPOSAL
3. * SCHEDULE OF PRICES
4. * NON‐COLLUSION DECLARATION
5. * LOCAL AGENCY CERTIFICATION FOR FEDERAL‐AID CONTRACTS
6. * UNDERUTILIZED DISADVANTAGED BUSINESS ENTERPRISE UTILIZATION
CERTIFICATION
7. * PROPOSAL FOR INCORPORATING RECYCLED MATERIALS INTO THE PROJECT
8. * PROPOSAL ‐ SIGNATURE PAGE
9. * PROPOSAL BID BOND
10. ‡ LOCAL AGENCY SUBCONTRACTOR LIST
11. ◊ UNDERUTILIZED DISADVANTAGED BUSINESS ENTERPRISE (UDBE) WRITTEN
CONFIRMATION DOCUMENT
12. ◊ CERTIFICATION OF COMPLIANCE WITH WAGE PAYMENT STATUTES
IV. AGREEMENT FORMS
1. AGREEMENT
2. CONTRACT BOND TO THE CITY OF RENTON
3. FAIR PRACTICES POLICY AFFIDAVIT OF COMPLIANCE
V. REQUIRED CONTRACT PROVISIONS FOR FEDERAL‐AID CONSTRUCTION CONTACTS
1. REQUIRED CONTRACT PROVISIONS FOR FEDERAL‐AID CONSTRUCTION
CONTRACTS
* Submit as part of the bid.
‡ Submit as part of the bid, or within one hour after published bid submittal time.
◊ Submit as part of the bid, or no later than 24 hours (not including Saturdays, Sundays and Holidays) after the
time for delivery of the Bid Proposal.
Submit within 10 days after Notice of Award.
NE 31st St Bridge Replacement Project Table of Contents
TED4003843 Page 2 of 2 2018
VI. CONTRACT SPECIFICATIONS
1. AMENDMENTS TO THE STANDARD SPECIFICATIONS
2. SPECIAL PROVISIONS
APPENDICES
A – GEOTECHNICAL REPORT
B – PREVAILING HOURLY MINIMUM WAGE RATES
C – WSDOT STANDARD PLANS
D – INFORMATION ON EXISTING BRIDGE
E – PERMITS AND LICENSES
VOLUME II ‐ PLANS
City of Renton
Contract Provisions for
NE 31st St Bridge Replacement Project
______________________________________________________________________________
I. CALL FOR BIDS
CAG-18-001CITYOFRENTONNE31stStBridgeReplacementProjectFederalAidNumber:BROS-1070(009)CALLFORBIDSSealedbidswillbereceivedbytheCityofRenton,attheCityClerk’sOffice,locatedonthe7thfloorofRentonCityHall,until12:00PMonTuesday,March20,2018.Allsupplementaldocuments,thatareallowedtobesubmittedafterthisdateandtime,shallbedeliveredtotheCityClerk’sOffice.Thebidswillbeopenedandpubliclyreadat2:00PMonWednesday,March21,2012inroom#511,locatedonthe5thfloorofRentonCityHall.RentonCityHallislocatedat1055SouthGradyWay,Renton,WA98057.Approvedplans,specifications,addenda,andplanholderslistforthisprojectareavailableon-linethroughBuildersExchangeofWashington,Inc.,athttp://www.bxwa.com.Clickonbxwa.com;PostedProjects;PublicWorks;CityofRenton;ProjectsBidding.(Note:BiddersareencouragedtoRegisterasaBidder,inordertoreceiveautomaticemailnotificationoffutureaddendaandtobeplacedontheBiddersList).ContactBuildersExchangeofWashingtonat425-258-1303shouldyourequirefurtherassistance.TheCityofRentoninaccordancewithTitleVIoftheCivilRightsActof1964,78Stat.252,42U.S.C.2000dto2000d-4andTitle49,CodeofFederalRegulations,DepartmentofTransportation,SubtitleA,OfficeoftheSecretary,Part21,NondiscriminationinFederally-AssistedprogramsoftheDepartmentofTransportationissuedpursuanttosuchAct,herebynotifiesallbiddersthatitwillaffirmativelyensurethatinanycontractenteredintopursuanttothisadvertisement,disadvantagedbusinessenterprisesasdefinedat49CFRPart26willbeaffordedfullopportunitytosubmitbidsinresponsetothisinvitationandwillnotbediscriminatedagainstonthegroundsofrace,color,nationalorigin,orsexinconsiderationforanaward.Theimprovementforwhichbidswillbereceivedisdescribedbelow:ConstructtheNE31stStBridgeReplacementProject.Theprojectconsistsoftheremovalofanexistingbridge(twospan),22-ftwideby32-ftlong(approximately),andconstructionofanewconcreteprecast,prestressed,voidedslabbridge(singlespan),spanningapproximately75-ftandfoundedonroundsteelpipepilesfilledwithrebarandconcrete.Theworkincludesbutisnotlimitedto:clearingandgrubbing,excavation,grading,removalofpavement,sheetandroundpiledriving,formingandplacementofconcreteandrebar,placementandinstallationofconcreteprecast,prestressed,voidedslabgirders,pavingwithasphalt,guardrailinstallation,propertyrestorationandallotherworknecessarytocompletetheWorkasspecifiedandshownintheContractProvisions.J2AA.Seth,9ØierkPublished:February27,2018andMarch6,2018NE31stStBridgeReplacementProjectCallforBidsTED40038432018
City of Renton
Contract Provisions for
NE 31st St Bridge Replacement Project
______________________________________________________________________________
II. INFORMATION AND CHECKLIST FOR BIDDERS
NE 31st St Bridge Replacement Project Information and Checklist for Bidders
TED4003843 Page 1 of 4 2018
INFORMATION AND CHECKLIST FOR BIDDERS
The following supplements the information in the Call for Bids:
1. Special Project Information. The Contract Documents, including Standard Specifications, and
all applicable laws and regulations apply to this project. The following items particular to this
project are repeated here for emphasis:
a. Prevailing Wages. This project has federal funding. However, the project is not located
on a Federal‐aid route. Therefore, only State Prevailing Wages must be paid on this
project. The Prevailing Wages in effect at time of Advertisement are provided in
Appendix B. It is the Bidder’s responsibility to obtain wage information for any work
classifications that are not included.
b. Traffic Control, Hours of Work and Street Closure. This project is located in a remote
area of the City of Renton (City), on a low volume road that serves as the only public
access route for a handful of residences. Due to the proximity of the project site to the
residences, night work will not be allowed. A full closure of the street will be required
to construct the project and will be allowed. Refer to special provisions Section 1‐
07.23(3) for duration, requirements and restrictions.
c. Load Limits. The existing bridge (Name: NE 31st St Bridge, Bridge No.: RENTON‐23) is
currently posted with load restrictions. Temporary supports were installed in 2014. A
copy of the latest load rating for this bridge is included in Appendix D.
2. Any prospective Bidder desiring an explanation or interpretation of the Bid Documents, shall
request the explanation or interpretation in writing by the close of business five (5) business
days preceding the bid opening to allow a written reply to reach all prospective Bidders
before the submission of their Bids. Oral explanations, interpretations, or instructions given
by anyone before the Award of Contract will not be binding on the City of Renton.
3. If a bidder has any questions regarding the project, the bidder may either:
Submit questions in writing to Renton City Hall – Transportation Systems, 1055 S Grady
Way, Renton, WA 98057, Attn: Derek Akesson, or
Submit questions via e‐mail: mailto: DAkesson@Rentonwa.gov. Put “NE 31st St Bridge
Replacement” in the subject line
No other type of inquiry will be accepted.
4. All bids must be self‐explanatory. Partial bids will not be accepted. No opportunity will be
offered for oral explanation except as the City may request further information on particular
points. The bidder shall, upon request, furnish information to the City as to their financial
and practical ability to satisfactorily perform the work.
NE 31st St Bridge Replacement Project Information and Checklist for Bidders
TED4003843 Page 2 of 4 2018
5. The construction contract will be awarded by the City of Renton to the lowest responsible,
responsive bidder. The total bid amount of all schedules combined will be used to
determine the low bidder.
6. The City reserves the right to reject any and all bids or waive any and/or all informalities.
7. Payment for this work will be made in cash warrants.
8. Bidders are not required to be in possession of a current City of Renton business license in
order to bid on City projects. However, Contractors and all subcontractors of all tiers must
be in possession of a current City business license while conducting work in the City.
9. Bidding Checklist
Each bid must be submitted in a sealed envelope bearing on the outside the name and
address of the Bidder, and the name and number of the project for which the bid is submitted.
It is the responsibility of each bidder to ascertain if all the documents listed below and in the
Table of Contents are included in their copy of the Contract Provisions. If documents are
missing, it is the sole responsibility of the Bidder to contact the City of Renton to obtain the
missing documents prior to the date and time that bids are due.
The following documents shall be submitted with the bid.
a. Project Proposal Cover Sheet ‐ The form included in these Bid Documents must be used;
no substitute will be accepted.
b. Proposal – The form included in these Bid Documents must be used; no substitute will be
accepted.
c. Schedule of Prices – The form(s) included in these Bid Documents must be used; no
substitute will be accepted. Bidders must bid on all schedules and items shown on the
Schedule of Prices. If any unit price is left blank, it will be considered no charge for that
bid item, regardless of what has been placed in the extension column.
d. Non‐Collusion Declaration – The form included in these Bid Documents must be used; no
substitute will be accepted.
e. Local Agency Certification for Federal‐Aid Contracts – The form included in these Bid
Documents must be used; no substitute will be accepted.
f. Underutilized Disadvantaged Business Enterprise Utilization Certification – This form is
available at http://wsdot.wa.gov/forms/pdfForms.html. Bidder may download and
complete form to include with Bid. The DOT Form, DOT Form Number and revision date
must match the form included in these Bid Documents, otherwise Bid will be regarded
nonresponsive and rejected.
NE 31st St Bridge Replacement Project Information and Checklist for Bidders
TED4003843 Page 3 of 4 2018
g. Proposal for Incorporating Recycled Materials into the Project – The form included in
these Bid Documents must be used; no substitute will be accepted.
h. Proposal Signature Page – The form included in these Bid Documents must be used; no
substitute will be accepted.
i. Proposal Bid Bond – The form included in these Bid Documents must be used; no
substitute will be accepted. If an attorney‐in‐fact signs bond, the power of attorney
authorizing such execution must be current and enforceable, be properly executed by the
Surety in accordance with the Surety’s by‐laws or other applicable rules and resolutions,
and include all necessary corporate seals, signatures, and notaries.
The following documents may be submitted with the bid or within one hour after the bid
submittal time listed in the Call for Bids.
j. Local Agency Subcontractor List ‐ This form is available at
http://wsdot.wa.gov/forms/pdfForms.html. Bidder may download and complete form to
include with Bid. The DOT Form, DOT Form Number and revision date must match the
form included in these Bid Documents, otherwise Bid will be regarded nonresponsive and
rejected.
The following documents may be submitted with the bid or within 24 hours after the bid
submittal date and time listed in the Call for Bids.
k. Underutilized Disadvantaged Business Enterprise (DBE) Written Confirmation
Document ‐ This form is available at http://wsdot.wa.gov/forms/pdfForms.html. Bidder
may download and complete form to include with Bid. The DOT Form, DOT Form Number
and revision date must match the form included in these Bid Documents, otherwise Bid
will be regarded nonresponsive and rejected.
l. Certification of Compliance with Wage Payment Statutes – The form included in these
Bid Documents must be used; no substitute will be accepted.
10. Contract Checklist
The following documents are to be executed by the successful Bidder after the Contract is
awarded.
a. Agreement – The form included in these Bid Documents must be used; no substitute will
be accepted. Two originals shall be executed by the successful Bidder.
b. Contract Bond – The form included in these Bid Documents must be used; no substitute
will be accepted. Two originals shall be executed by the successful Bidder and its surety
company. This bond covers successful completion of all work and payment of all laborers,
NE 31st St Bridge Replacement Project Information and Checklist for Bidders
TED4003843 Page 4 of 4 2018
subcontractors, suppliers, etc. If an attorney‐in‐fact signs bond, the power of attorney
authorizing such execution must be current and enforceable, be properly executed by the
Surety in accordance with the Surety’s by‐laws or other applicable rules and resolutions,
and include all necessary corporate seals, signatures, and notaries.
c. Fair Practices Policy Affidavit of Compliance – The form included in these Bid Documents
must be used; no substitute will be accepted.
d. Certificates of Insurance – To be executed by an insurance company acceptable to the
City, on ACORD Forms. Required coverages are listed in Section 1‐07.18 of the Special
Provisions. The City of Renton shall be named as “Additional Insureds” on the insurance
policies as well as the entities listed in Section 1‐07.18(2) of the Special Provisions.
e. Bids & Quotes List – Business names and mailing addresses of all firms (contractors as
well as suppliers) that submitted a bid or quote, successful or not, to the Bidder as part
of bidding this project. The submittal shall note which firms were successful and will
participate in the contract. Refer to Section 1‐07.11 of the Special Provisions.
The above bid and contract documents must be executed by the Contractor's President or
Vice‐President if a corporation, or by a partner if a partnership. In the event another person
has been duly authorized to execute contracts, a copy of the resolution or other minutes
establishing this authority must be attached to the Proposal and Agreement documents.
NE 31st St Bridge Replacement Project Summary of Fair Practices Policy
TED4003843 2018
NE 31st St Bridge Replacement Project Summary of American Disabilities Act Policy
TED4003843 2018
Project Name:
Federal Aid Number:
City Project Number:
City Contract Number:
Company:
Address:
Telephone No.:
Fax No.:
Total Bid Amount::
City of Renton.
Contract Provisions for
NE 3pt St Bridge Replacement Project
Ill. PROJECT PROPOSAL
NE 31st St Bridge Replacement
BROS-.1070(009)
TED4003843
CAG-1&-00�·
Hamilton Constrnction Co.
PO Box 659, Springfield, OR 97477
541-746-2426
541-746-7635
$
PROPOSALNE315t5BridgeReplacementProjectFederalAidNumber:BROS-1070(009)TOTHECITYOFRENTONRENTON,WASHINGTONLadiesand/orGentlemen:Theundersigned(Bidder)herebycertifythattheBidderhasexaminedthelocationandconstructiondetailsoftheproposedwork,hasreadandthoroughlyunderstandstheContractDocumentsgoverningthework,andthenatureofthework,andthemethodbywhichpaymentwillbemadeforsaidwork.BidderherebyproposestoundertakeandcompletetheworkdetailedinandinaccordancewiththeseContractDocuments,fortheTotalBidAmountshownontheattachedScheduleofPrices.TheBidderunderstandsthatthequantitiesmentionedhereinareapproximateonlyandaresubjecttoincreaseordecrease,andherebyproposestoperformallquantitiesofworkaseitherincreasedordecreasedinaccordancewiththeContractDocuments.Asevidenceofgoodfaith,pursuanttoRCW35.23.352(1),anoriginalBidProposalDepositintheformof(checkone)IXIbidbond,orDcashier’scheck(madepayabletotheCityofRenton),or13postalmoneyorder(madepayabletotheCityofRenton),inanamountequaltofivepercent(5%)oftheTotalBidAmount,isattachedhereto.Ifabidbondissignedbyanattorney-in-fact,Bidderagreesthatthepowerofattorneyauthorizingsuchexecutionmustbecurrentandenforceable,bepropertyexecutedbytheSuretyinaccordancewiththeSurety’sby-lawsorotherapplicablerulesandresolutions,andincludealtnecessarycorporateseals,signatures,andnotaries.BidderunderstandsthatContractAwardorBidrejectionwiltoccurwithin45catendardaysaftertheopeningofbids,asspecifiedinSection1-03.2oftheStandardSpecifications.BidderfurtherunderstandsthatshouldBidderfailtoenterintothiscontractinaccordancewithhisorherBidandfurnishacontractbondwithinaperiodoften(10)daysfromthedateatwhichheorsheisnotifiedthatheorsheisthesuccessfulbidder,theBidProposalDepositshallbeforfeitedtotheCityofRenton,assetforthinRCW35A.40.200andRCW35.23.352BidderherebyagreestocompletethePhysicalWorkinallrespectswithin80workingdays.ContracttimeshallbeginonthefirstworkingdayfollowingtheNoticetoProceeddate.NE31stStBridgeReplacementProjectTED4003843Proposal201$
SCHEDULEOfPRICESNE31STSTBRIDGEREPlACEMENTPROJECTALLENTRIESSHALLBEWRI1TENtNINKORTYPEDTOVALiDATEBiDNOTE:Unitpricesforallitems,altextensions,andtotalamountofbldshallbeshown.Enterunitpricesinnumericalfiguresonly,indollarsandcentstotwof2)decimalplacesfinciudtngwholedollaramounts)AllfiguresmustbeclearlylegibleBidswithillegiblefiguresintheUnitPticecolumnwillberegardedasnonresponsiveandrejeded.WhereconflIctoccursbetweentheunitpriceandthetotalamountspecifiedforanyitem?theunitpriceshallprevaIl,andtotalsshallbecorrectedtoconformthereto.--j;ITEMDESCRIPTIONSECTIONUNITPRICE*AMOUNTIMINORCHANGE1-04CAIC11O,OOOOO1O,OOOOO2STRUCTURESURVEYING1-05LS.1Ret&°°ODt(’•3RECORDDRAWINGS1-05LS.1.j#t5?).4SPCCPLAN1-07LS1:bi,coo.oP5TYPEBPRO6RESSSCHEDULE1-08LS.IOOó0$•6MOBILIZATIONi-ô9IS.I11/%?£00N)%tOt.PP7PROJECTTEM?ORARYTRAFFICCONTROL140LS.13,8FLAGGERS1-10HR1605L(.SO$1O69OTHERTRAFFICCONTROLLABOR140KR809.(.5Z,q,io.oo10CONSTRUCTIONSIGNSCLASSA140S.R761.i,3to.ôZ11CLEARINGANDGRUBBING2O1.IS.1)j2,00.c)O1ib00.)Q12ROADSIDECLEANUP2-01EST.15,000.005,OQOOO13tNVASIVEPLANTREMOVAL2-01EST.13,000.003,000.00EOBSTRUCrIONS2-02IS1t5;Dooo1Lc,2oO.o15REMOVEEXISTINGBRIDGE2-02LS.1OOOD00%O,ivo,OZ16REMOVINGASPHALTCONC.PAVEMENT2-02S.Y.7254fl..#11,(‘O0c’LNE31stStBridgeReplacementProject-,-IrrAnn:,oA,ScheduleofPrices2018Pare1015
SCHEDULEOFPRICESNE31STSTBRIDGEREPLACEMENTPROJECTALLENTRIESSHALLBEWRITrENtNINKORTYPEDTOVALIDATEBIDNOTE:UnLtprftesforallitems,allextensions,andtotalamountofbidshallbeshown.Enterunitpricesinnumericatfiguresonty,indollarsandcentstotwo(2)decimalplaces(includingwholedollaramounts).Allfiguresmustbeclearlylegible.BidswithillegiblefiguresintheUnitPricecolumnwillberegardedasnonresponsiveandrejededWhereconflictoccursbetweentheunitpriceanäthetotalamountspecifiedforanyitem,theunitpriceshallprevail,andtotalsshallbecorrectedtoconformthereto,-—ITEMDESCRIPTIONUNITQUANTITYUNITPRICE*AMOUNT17SAWCUULNG2-02LF.90#3”,,Y’5Z.cc::REMOVALANDDISPOSALOFTREATED2-02EST.115,000.0015,000.0019ROADWAYEXCAVATIONINCL.HAUL2-03C.Y7303L157%4L2(4)20GRAVELBORROWINtL.HAUL2-b3TON2208t.t1’//7-,4’DQ•O0—;;—EMBANKMENTEXCAVATIONISOLATION2O3EST120000002000000—;;:—EMBANKMENTEXCAVATIONISOLATION2-b3LS.ISQQ.c)5ZO23CONTROLLEDDENSITYFILL2-09C.V.40,ZS’31D,,cOÔ—;::-STRUCTUREEXCAVATIONCLASSAJCL2-09CY.1858’O.#JVg-.oD25SHORiNGOREXTRAEXCAVATIONCL.A2-09LS.1ky,co.c000cO::CONSTRUCTiONGEOTEXTILEFOR2-12SN.7-?o.O*2./ô.27CRUSHEDSURFACINGBASECOURSE4-04TON2503o.fi•28HMACL1/2IN.PG64-225-04TON26011i5c%4)29COMPACTIONPRICEADJUSTMENT504CALC11.001.0030BRIDGETRANSVERSEJOINTSEAL5-04.LF.42ZY.O/,5o.ö—:TEMPORARYCONTRACTORWORKERACCESS6-01L&1I)1tOI135LOt32GRAVELBACKFILLFORWALL6-02C.Y.45tO.3,ft0NE31stStBridgeReplacementProject,-rrAnrnoAScheduleofPrices2018Page2of5
SCHEDULEOFPRICESNE31STSTBRIDGEREPLACEMENTPROJECTALLENTRIESSHALLBEWRIUENININKORTYPED10VALIDATEBIDNOTE:UnItpricesfoallItems,allextensions,andtotalamountofbldshallbeshown.Enterunitpricesinnumericalfiguresonly,Indollarsandcentstotwo(2)decImalplacesfindudingwholedollaramounts).Allfiguresmustbeclearlylegible.BidswithIllegiblefiguresintheUnitPricecotumnwillberegardedasnonresponsiveandrejectedWhereconflictoccursbetweentheunitpriceandthetotalamountspecifledforanyitem,theunitpriceshallprevail,andtotalsshallbecorrectedtoconformthereto.ITEMDESCRIPTION:I;NUNITQUANTiTYUNITPRICE*AMOUNT33CONCCLASS4000FORBRIDGE6-02C.Y.40t)2bDO5üUD003451.REINF.BARFORBRIDGE6-02lB.6,240).5?9,36o.oo::PRESTRESSEDCONC.GIRDER-30”VOIDED6-02IF.385.5’jJDO36SUPERSTRUCTURE-NE31STSTREETBRIDGE6-02LS.1%OIOOOD‘thjDJOOO0037FURNiSHINGANDDRMNGSTEELTESTPILE6-05EACH2‘‘/O,OOc13‘2O,t’).ö1.38FURNISHINGSTEELPILETIPORSHOE6-b5EACH65)O.to$339DRIVINGCONC.PILE(24”DIA)6-05EACH6t5€)O.0‘ISO1)O.cfl)40FURNISHINGCONC.PILINGf24’DIA)6-05I.E.210#100.OZW21,tV-O41MEMBRANEWATERPROOFiNG(DECKSEAL)6-08S.Y.178?o.oos-‘i.42FURNtSHINGSTEELSHEETPILING6-20TON6023OO,DO)30043INSTALLSTEELSHEETPILING6-20LF.1451%50013(iSDOD44CONCRETECLASS4000FORSHEETPILECAP6-20C.?.55‘)))OO.00‘(D,5co.oO45StREINF.BARFOBSHEETPILECAP6-20LB.5,700/./L79g’c‘46ESCLEAD8-01DAY100*JoG‘c)0‘.#Ji,000.61)47EROSION/WATERPOLLUTIONCONTROL8-01EST.150,000.0050,000.004$PLASTICCOVERING8-01S.Y.1,500-3.4q.NE31sStBridgeReplaCementProjectScheduleofPikes2018Page3of5
SCHEDULEOFPRICESNE31STSTBRiDGEREPLACEMENTPROJECTALLENTRIESSHALLBEWRIflENININKORTYPEDTOVALiDATEBIDNOTE:Unitpricesforaltttems,aftextensions,andtotalamountofbidshaUbeshown.Enterunitpricesininjerlcaffiguresonly,indollarsandcentstotwo(2)decimalplaces(Includingwholedollaramounts)Al!figuresmustbeclearlyegibIe.BidswithIllegiblefiguresintheUnitPricecolumnwiltberegardedasnbnresponsivèahdrejectedWhereconflictoccursbetweentheunitpriceandthetotalamountspecifiedforanyitem,theunitpriceshallprevail,andtotalsshallbecorrectedtoconformthereto.ITEMDESCRIPTIONSECTIONUNITQUANTITYUNiTPRICE*AMOUNT49STABILIZEDCONSTRUCTIONENTRANCE8-01SY240t2,ZoSOSTREETCLEANING8-01HR242oo.O*%.cii)51HIGHVISIBILiTYSILTFENCE8-01LF.800Jf.ODZ/)t052WAULE8-O1LF..053TOPSOILTYPEA8-02C.Y30O‘1/,5*—:REOCEDARTHUIAPUCATA/WESTERN82EACH28‘/00,2,ft’O—;;—PLANTSELECTIONACERCIRCINATUM/VINE8O2EACH1424.2go.—:P1ANTSELEC11ONPHLADELPHUSLEWISU/802EACH5ZOI00.57PLANTSELECTIONSAMBUCUSRACEMOSA8-02EACH5IOVAR.ARBORESCENS/REDELDERBERRY.058SANGUINEUM/RED-EACH52obD(00Z59PLANTSELECTIONRUBUSPARVIFLORUS/8-02EACH520cThI0THIMBLEBERRYPLANTSELECItONRUBUSSPECTABILIS/60SALMONBERRY8-02EACH5).cyi)-VJOOàD—:-BARKORWOODCHIPMULCH8-02ACRE02511Ft“t.62BEAMGUARDRAILFlAREDTERMINAL841EACH113,ÔØC)OS3,gt.63BEAMGUARDRAILNON-FLAREDTERMINAL841EACH3j2OO.ôDt/21O€.VD64RALLONSHEETPILECAPBEAM8-11IF.106#I73óD‘IjSSObNE3lstStBridgeReplacementProjectScheduleofPrices‘nie
SCHEDULEOFPRICESNE31STSTBRIDGEREPlACEMENTPROJECTALLENTRIESSHALLBEWRIHENININKORTYPED10VALIDATEBIDNOIEUrdtprIcesforaltitems,alletensions1andtotalamountolbidshallbeshown.EnterunItpricesinnumericalfiguresonly,indollarsandcentstotwo(2)decimalplacesfincludingwholedollaramounts).Allfiguresmustbeclearlylegible.BidswithillegiblefiguresintheUnftPricecolumnwillberegardedasnonresponsiveahdrejected.Whéieconflictoccursbetweentheunitpriceandthetotalamountspecifiedforanyitem,theunitpriceshallprevail,andtotalsshallbecorrectedtoconformthereto-ITEMDESCRIPTIONSECtiONUNITQUANTITYUNITPRICE*AMOUNT65BEAMGUARDRAtLTRANSITIONSECTtON841EACH4aç,.y66QUARRY$PALLS8-15CY.2*%67HEAVYLOOSERIPRAP845TON450c)O::TEMPOBARYMAILBOXINSTALLATION/848LS1L,r.c/to69STREAMBEDBOULDERONEMAN849EACH203tOL)/fOO70STREAMBEDBOULDERTWOMAN8-19EACH473.c$/S,27.6071STREAMBEDCOBBLES6IN.8-19TON224?D‘.72STREAMBEDSEDIMENT8-19TON121t/05.c)D/2,5t73PERMANENTSIGNING8-21LS.1?SbCb%7-•74FISHHABITATLOGS8-26EST.15OOO.OO5,000.0075TRASHCOLLECTIONFORRESI1ENTS8-27ESt.15,000.005,OOO.0076FIELDOFFICEBUILDING8-28L.S.1i5O.)7)TOTALBIDAMOUNTfr1Z5jiq’jcV*NOTE:Allapplicablesalestaxshallbeincludedintheunitandlumpsumbidpricepersection1-07.2(1)andWAC458-20-171.NE3lstStBridgeReplacementProjectTED4003843-ScheduleofPrices2018Page5ofS
FailuretoreturnthisDeclarationaspartofthebidproposalpackagewillmakethebidnonresponsiveandineligibleforaward.NON-COLLUSIONDECLARATIONI,bysigningtheproposal,herebydeclare,underpenaltyofperjuryunderthelawsoftheUnitedStatesthatthefollowingstatementsaretweandcorrect:I.Thattheundersignedperson(s),firm,associationorcorporationhas(have)not,eitherdirectlyorindirectly,enteredintoanyagreement,participatedinanycollusion,orotherwisetakenanyactioninrestraintoffreecompetitivebiddingriconnectionwfththeprojectforwhichthisproposalissubmitted.2.Thatbysigningthesignaturepageofthisproposal,Iamdeemedtohavesignedandtohaveagreedtotheprovisionsofthisdeclaration.NOTICETOALLBIDDERSToreportriggingactivitiescall:I8OO424-9O71TheU.S.DepartmentofTransportation(USDOT)operatestheabovetoll-free‘hotline”MondaythroughFriday,8:00am.to5:00p.m,easterntime,Anyonewithknowledgeofpossiblebidrigging,biddercollusion,orotherfraudulentactivitiesshouldusethe“hotlin&’toreportsuchactivities.ThehatlinenispartofUSDOIscontinuingefforttoidentifyandinvestigatehighwayconstructioncontractfraudandabuseandisoperatedunderthedirectionoftheUSDOTInspectorGeneral.Allinformationwillbetreatedconfidentiallyandcalleranonymitywillberespected.SRDOTForm272-O3IEF0712011NE31stStBridgeReplacementProjectLocalAgencyNon-CollusionDeclarationTED40038432018
LocalAgencyCertificationforFederal-AidContractsTheprospectiveparticipantcertifiesbysigningandsubmittingthisbidorproposal,tothebestofhisorherknowledgeandbelief,that:(1)NoFederalappropriatedfundshavebeenpaidorwillbepaid,byoronbehalfoftheundersigned,toanypersonforinfluencingorattemptingtoInfluenceanofficeroremployeeofanyFederalagency,aMemberofCongress,anofficeroremployeeofCongress,oranemployeeofaMemberofCongressinconnectionwiththeawardingofanyFederalcontract,themakingofanyFederalgrant,themakingofanyFederalloan,Theenteringintoofanycooperativeagreement,andtheextension,continuation,renewal,amendment,ormodificationofanyFederalcontract,grant,loanorcooperativeagreement.(2)IfanyfundsotherthanFederalappropriatedfundshavebeenpaidorwillbepaidtoanypersonforinfluencingorattemptingtoinfluenceanofficeroremployeeofanyFederalagency,aMemberofCongress,anofficeroremployeeofCongress,oranemployeeofaMemberofCongressinconnectionwiththisFederalcontract,grant,loan,orcooperativeagreement,theundersignedshallcompleteandsubmitStandardForm-LLL,‘DisclosureFormtoReportLobbying,”inaccordancewithitsinstructions.Thiscertificationismaterialrepresentationofihefactuponwhichreliancewasplacedwhenthistransactionwasmadeorenteredinto.SubmissionofthiscertificationisaprereguisteformakingorenteringintothistransactionimposedbySection1352,Title31,US.Code,Anypersonwhofallstofiletherequiredcertificationshallbesubjecttoacivilpenaltyofnotlessthan$10000andnotmorethan$100,000foreachfailure.TheprcpectiveparicjpartalsoagreesbysqbmittinghioherbidorprQposalthatheorsheshallrequirethatthetanuageofthiscertificationbeincludedinalllowertiersuboontracts,whichexceed$100,000andthatallsuchsubrecipientsshallcertifyanddiscloseaccordingly.SRDOTForm272-O4OAEF07j2011NE31stStBridgeReplacementProjectLocalAgencyCertificationForFederal-AidConttactsTED4003843201$
WashingtonStatev,DepartmentofTransportationTobeeligibleforAwardofthlsContractttieBiddershaLl1111outandsubmit,asasupplerneottoitssealedBIdProposal.anUndewtitizedDisadvantagedBusinessEnteipilse(UDSE)ULilizationCerliTication.TheContractingAgencyshallconsiderasnon-responsiveandshallrejectanyBidProposalthatdoesnotcontainaUDBEUtilizationCertificationwhichproperlydomonstratosthatthaBiddorwillmcctthcUDREparticipationrequirementsInoneofihomannersprovidedformthopropisedConlrãcLRefertotheinstructionsonPage2whenfillingoutthlsformorflueBidmayberejected.AnexampleformhasbeenprovidedonPage3ThesuccessfulBidder’sUDBEUtilizationCertificationshallbedeemedapartofiberesultingCnnltacl.Box1:_HaflUItOflConstructionCo.celflehattheUDBEJ1rmSlistedbelowhavebeencontactedregardingpartic1plononthisproject,ttthisBidderissuccesstutonthisprojectandIsawardedTheContract,Hshallassyrethat5uböôntraótsorupplyagreementsareexecutedwithnamedUDSEs.(IInecessary,useadditionalsheets.)Rox2:ColumnICotumn2Column3Column4Column5NameofUDBEProjeotRoleDescriptionofWorkAmountAmointtObe(SeekisIwcHon)(SeeinstwcIion)(Seelnstmcttons)SubcontractedAppliedTowardstoUDBEGoal(Seolnatructions)(Snstrucfins):coij&4$d41%5Ztt4;;:‘*re.4-crI7-J--s-cail---zazf;4LEJ-a444ASp€-’.n_&2171i1-z-FiL3H’t-iA:Co14%cc(e)QAkok1,(jfttk1LjFiqqqis1oo1H9,‘i5tO.wifir-.ithiñflUnderutilizedDisadvantagedBusiness1tii1YTotalUDBECommitment711EnterpriseConditIonofAwardContractGoateo3e45BycheckingBox5theBidderisstatingthattheirattemptstosolicitsufficientUDBEparticipationtomeettheOAContractgoalhasbeenunsuccessfulandgoodfaitheffortwillbesubmittedinaccordancewithSection1-02.9oftheContractDOTForm272-0561JRvtwi0612017NE31stStBridgeReplacementProject1ED4003843UndëwtllizedDisadyantagedBusinessEnterpriseUtilizationCertification2018UnderutilizedDisadvantagedBusinessEnterpriseUtilizationCertificationI.,
ADAfI==**APWA-WADivision1Committeerev.1/8/2016ProposalforIncorporatingRecycledMaterialsintotheProjectIncompliancewithanewlawthatwentintoeffectJanuary1,2016(8HB1695),theBiddershallproposebelow,thetotalpercentofconstructionaggregateandconcretematerialstobeincorporatedintotheProjectthatarerecycledmaterials.CalculatedpercentagesmustbewithintheamountsallawedinSection9-03.21(1)E,TableonMadmumAllowablePercent(ByWeight)ofRecycledMaterial,oftheStandardSpecifications.Proposedtotalpercentage:percent.Note:Useofrecycledmaterialsishighlyencouragedwithinthelimitsshownabove,butdoesnotconstituteaBidderP,eference,andwillnotaffectthedeterminationofaward.unlesstwoormorelowestresponsiveBidtotalsareexactlyequal,inwhichcaseproposedrecyclingpeicentageswillbeusedasatiebreakerpertheAPWAGSPinSection1-031oftheSpecialProvisions.Regaidless,theBiddet’sstatedpioposedpercentageswillbecomeagoaltheCOntiactorshouldcbitsbesttoaccomplish.BidderswillberequiredtotapoitonrecycledmaterialsactuallyincorporatedintothePiojectinaccordancewiththeAPWAGSPinSection1-06.6oftheSpecialPiovisions.Bidder:SignatureofAuthorizedOfficial:___________________________________________Date:/__-Z:;vNE31stStBridgeReplacementProjectProposalForIncorporatingRecycledMaterialsTED40038432012
PROPOSAL-SIGNATUREPAGEBysigningbelow,BidderacknowledgesreceIptandunderstandingofthefollowingAddendatotheBidDocuments:AddendumNo.12DateofReceipt3/15/I3AddendumNo.34DateofReceipt#4NOTE:AProposalmaybeconsideredirregularandmayberejectedifthereceiptofAddendaisnotacknowledged.Thebidderisherebyadvisedthatbysignatureofthisproposalhe/sheisdeemedtohaveacknowledgedallrementsandsignedallcertificatescontainedherein.HamiltonConstructionCo.ignatureofAuthorizedOfficial]*[BusinessName]*NealA.Spoon[PrintedName]VicePresidentP0Box659,Springfield,OR97477[AddressLine1][Title][AddressLine2]:%-zo-Zc:’,8[Date]541-746-2426[TelephoneNumber]NOTE:TheaddressandphonenumberlistedwillbeusedforallcommunicationsregardingthisproposaLCheckOne:SoleProprietorship0PartnershipDJointVentureCorporationStateofIncorporation,orStatewherebusinessentitywasformed:Oregon*NOTE:Abidbyacorporationshallbeexecutedinthecorporatename,bythepresidentoravicepresident(orothercorporateofficeraccompaniedbyevidenceofauthoritytosign).Abidbyapartnershipshallbeexecutedinthepartnershipnameandsignedbyapartner.AcopyofthepartnershipagreementshallbesubmittedwiththeProposalFormifanyUDBErequirementsaretobesatisfiedthroughsuchanagreement.Abidbyajointventureshallbeexecutedinthejointventurenameandsignedbyamemberofthejointventure.AcopyofthejointventureagreementshallbesubmittedwiththeProposalFormifanyUDBErequirementsaretobesatisfiedthroughsuchanagreement.NE31stStBridgeReplacementProjectTED4003843Proposal—SignaturePage2018
WAStateContractor’sRegistrationItUBI#IndustrialInsuranceAccountItEmploymentSecurityDepartmentItStateExciseTaxRegistration#DUNSItHAMILCC881B8409019076261,328-0130033200640901907600-585-3932TheSuretyCompanywhichwillfurnishtherequiredContractBondisContinentalCasualtyCompany12909SW68thParkway,Suite200,Portland,OR97223[Surety][AddressLine1]503-431-3145[TelephoneNumber][AddressLine21NE31stStBridgeReplacementProjectTED4003843Proposal—SignaturePage2018
PROPOSALBIDBONDTOTHECITYOFRENTONKNOWALLMENBYTHESEPRESENTS,Thatwe,[BiddenHamiltonConstructionCo.oftaddress]2213SouthFStreet,Springfield,OR97477asPrincipal,and(SuretyJContinentalCasualtyCompanyacorporationorganizedandexistingunderthelawsoftheStateofIllinoisasasuretycorporation,andqualifiedunderthelawsoftheStateofWashingtontobecomesuretyuponbondsofcontractorswithmunicipalcorporations,asSurety,arejointlyandseverallyheldandfirmlybounduntotheCityofRentoninthefullsumoffive(5)percentofthetotalbidamountoftheproposalofsaidPrincipalfortheworkhereinafterdescribed,forthepaymentofwhich,wellandtrulytobemade,webindourselvesandourheirs,executors,administratorsandassigns,andsuccessorsandassigns,jointlyandseverally,firmlybythesepresents.Theconditionofthebondissuch,thatwhereasthePrincipalhereinisherewithsubmittinghis/heroritssealedproposalforthefollowingpublicworksconstructionproject,towit:NE31St5BridgeReplacementProiect,FederalAidNumber:BROS-1070(009)saidbidandproposal,byreferencethereto,beingmadeaparthereof.NOW,THEREFORE,IfthesaidproposalbidbysaidPrincipalbeaccepted,andthecontractbeawardedtosaidPrincipal,andifsaidPrincipalshalldulymakeandenterintoandexecutesaidcontractandshallfurnishcontractbondasrequiredbytheCityofRentonwithinaperiodoften(10)daysfromandaftersaidaward,exclusiveofthedayofsuchaward,thenthisobligationshallbenullandvoid,otherwiseitshallremainandbeinfullforceandeffect.lNTHEEVENT,thePrincipal,followingaward,failstoexecuteanAgreementwiththeCityofRentoninaccordancewiththetermsoftheProposalandfurnishacontractbondwithSuretyorSuretiesapprovedbytheCityofRentonwithinten(10)daysfromandaftersaidaward,thenPrincipalshallforfeittheBidBond/BidProposalDepositorSuretyshallimmediatelypayandforfeittotheCityofRentontheamountoftheProposalBidBond,assetforthinRCW35A.40.200andRCW35.23.352.ThisProposalBidBondshallbegovernedandconstruedbythelawsoftheStateofWashington,andvenueshallbeinKingCounty,Washington.INTESTIMONYWHEREOF,thePrincipalandSuretyhavecausedthesepresentstobesignedandsealedthisl3thdayof,2O18NE3;st5BridgeReplacementProjectProposalBidBondtotheCityofRentonTED40038432018ProvidedtoBuildersExchan%eofWA,Inc.ForusageConditionsAgreementseewww.bxwa.comAlwaysVerifySeal
PRINCPALSURETY7j¶[Title)-d(,[DateJContinentalCasualtyCompany[Surety[SignatureofAuthorizedOfficiafiKathleenAnnBeck[PrintedName]Attorney-in-fact[Title]March13,2018[Date]NameandaddressoflocalofficeofAgentand/orSuretyCompany:ContinentalCasualtyCompany12909SW68thParkway,Suite200SuretyWAOIC#SuretyNAIC#NE31StBridgeReplacementProjectTED4003843Portland,OR97223Telephone:503-431-314533620443Propo5alBidBondtotheCityofRenton2018HamiltonConstructionCo.[Principal]UOffIdaI]Pct1.‘M’i[PrintedName]ProvidedtoBuildersExchangeofWA,Inc.ForusageConditionsAgreementseewww.bxwa.com-AlwaysVerifyScal
POWEROFATTORNEYAPPOINTINGINDIVIDUALATTORNEY-IN-FACTKnowAllMenByThesePresents,ThatContinentalCasualtyCompany,anIllinoisinsurancecompany,NationalFireInsuranceCompanyofHartford,anIllinoisinsurancecompany,andAmericanCasualtyCompanyofReading,Pennsylvania,aPennsylvaniainsurancecompany(hereincalled“theCNACompanies”),aredulyorganizedandexistinginsurancecompanieshavingtheirprincipalofficesintheCityofChicago,andStateofIllinois,andthattheydobyvirtueofthesignaturesandsealshereinaffixedherebymake,constituteandappointJamesWJohnson,BRichard$tinson,JeffParkhurst,LisaMLucas,SusanJSampson,KathleenAnnBeck,AnthonyJD’Asaro,TanyaChinchilla,SofiaOcegueda,NicholasTan,PatriciaLDrew,DeepaNeupane,JonathanRussell,IndividuallyofConcord,CA,theirtrueandlawfulAttorney(s)-in-Factwithfullpowerandauthorityherebyconferredtosign,sealandexecuteforandontheirbehalfbonds,undertakingsandotherobligatoryinstrumentsofsimilarnature-InUnlimitedAmounts-andtobindthemtherebyasfullyandtothesameextentasifsuchinstrumentsweresignedbyadulyauthorizedofficeroftheirinsurancecompaniesandalltheactsofsaidAttomey,pursuanttotheauthorityherebygivenisherebyratifiedandconfirmed.ThisPowerofAttomeyismadeandexecutedpursuanttoandbyauthorityoftheBy-LawandResolutions,printedonthereversehereof,dulyadopted,asindicated,bytheBoardsofDirectorsoftheinsurancecompanies.InWitnessWhereof,theCNACompanieshavecausedthesepresentstobesignedbytheirVicePresidentandtheircorporatesealstobeheretoaffixedonthis19thdayofJune,2017.GPSLL1ContinentalCasualtyCompany—.)oNationalfireInsuranceCompanyofHartford0U%A%PaulT.BruflatVicePresidentStateofSouthDakota,CountyofMinnehaha,ss:Onthis19thdayofJune,2017,beforemepersonallycamePaulT.Bruftattomeknown,who,beingbymedulyswom,diddeposeandsay:thatheresidesintheCityofSiouxFalls,StateofSouthDakota;thatheisaVicePresidentofContinentalCasualtyCompany,anIllinoisinsurancecompany,NationalFireInsuranceCompanyofHartford,anIllinoisinsurancecompany,andAmericanCasualtyCompanyofReading,Pennsylvania,aPennsylvaniainsurancecompanydescribedinandwhichexecutedtheaboveinstrument;thatheknowsthesealsofsaidinsurancecompanies;thatthesealsaffixedtothesaidinstrumentaresuchcorporateseals;thattheyweresoaffixedpursuanttoauthoritygivenbytheBoardsofDirectorsofsaidinsurancecompaniesandthathesignedhisnametheretopursuanttolikeauthority,andacknowledgessametobetheactanddeedofsaidinsurancecompanies.J.MOHR_____!!!!.+MyCommissionExpiresJune23,20211.MohrNotaryPublicCERTIFICATEI,D.Johnson,AssistantSecretaryofContinentalCasualtyCompany,anIllinoisinsurancecompany,NationalfireInsuranceCompanyofHartford,anIllinoisinsurancecompany,andAmericanCasualtyCompanyofReading,Pennsylvania,aPennsylvaniainsurancecompanydoherebycertifythatthePowerofAttorneyhereinabovesetforthisstillinforce,andfurthercertifythattheBy-LawandResolutionoftheBoardofDirectorsoftheinsurancecompaniesprintedonthereverseJjofisstillinforce.IntestimonywhereofIhavehereuntosubscribedmynameandaffixedthesealofthesaidinsurancecompaniesthis/Z/Adayof%‘-%._ContinentalCasualtyCompanyNationalfireInsuranceCompanyofHartfordAmericanCasualtyCompanyofReading,PennsylvaniaThqD.JohnsonformF6853-4/2012fAssistantSecretary
AuthorizingBy-LawsandResolutionsADOPTEDBYTHEBOARDOFDIRECTORSOFCONTINENTALCASUALTYCOMPANY:ThisPowerofAttorneyismadeandexecutedpursuanttoandbyauthorityofthefollowingresolutiondulyadoptedbytheBoardofDirectorsoftheCompanyatameetingheldonMay12,1995:“RESOLVED:ThatanySeniororGroupVicePresidentmayauthorizeanofficertosignspecificdocuments,agreementsandinstrumentsonbehalfoftheCompanyprovidedthatthenameofsuchauthorizedofficerandadescriptionofthedomments,agreementsorinstmmentsthatsuchofficermaysignwillbeprovidedinwritingbytheSeniororGroupVicePresidenttotlSecretaryoftheCompanypriortosuchexecutionbecomingeffective.”ThisPowerofAttorneyissignedbyPaulT.Bmflat,VicePresident,whohasbeenauthorizedpursuanttotheaboveresolutiontoexecutepowerofattorneysonbehalfofContinentalCasualtyCompany.ThisPowerofAttorneyissignedandsealedbyfacsimileunderandbytheauthorityofthefollowingResolutionadoptedbytheBoardofDirectorsoftheCompanybyunanimouswrittenconsentdatedthe25thdayofApril,2012:“Whereas,thebylawsoftheCompanyorspecificresolutionoftheBoardofDirectorshasauthorizedvariousofficers(the“AuthorizedOfficers”)toexecutevariouspolicies,bonds,undertakingsandotherobligatoryinstrumentsoflikenature;andWhereas,fromtimetotime,thesignatureoftheAuthorizedOfficers,inadditiontobeingprovidedinoriginal,hardcopyformat,maybeprovidedviafacsimileorotherwiseinanelectronicformat(collectively,“ElectronicSignatures”);Nowthereforebeitresolved:thattheElectronicSignatureofanyAuthorizedOfficershallbevalidandbindingontheCompany.”ADOPTEDBYTHEBOARDOFDIRECTORSOFNATIONALFll{EINSURANCECOMPANYOFHARTFORD:ThisPowerofAttorneyismadeandexecutedpursuanttoandbyauthorityofthefollowingresolutiondulyadoptedbytheBoardofDirectorsoftheCompanybyunanimouswrittenconsentdatedMay10,1995:“RESOLVED:ThatanySeniororGroupVicePresidentmayauthorizeanofficertosignspecificdocuments,agreementsandinstrumentsonbehalfoftheCompanyprovidedthatthenameofsuchauthorizedofficerandadescriptionofthedocuments,agreementsorinstrumentsthatsuchofficermaysignwillbeprovidedinwritingbytheSeniororGroupVicePresidenttotheSecretaryoftheCompanypriortosuchexecutionbecomingeffective.”ThisPowerofAttorneyissignedbyPaulT.Bruflat,VicePresident,whohasbeenauthorizedpursuanttotheaboveresolutiontoexecutepowerofattorneysonbehalfofNationalfireInsuranceCompanyofHartford.ThisPowerofAttorneyissignedandsealedbyfacsimileunderandbytheauthorityofthefollowingResolutionadoptedbytheBoardofDirectorsoftheCompanybyunanimouswrittenconsentdatedthe25thdayofApril,2012:“Whereas,thebylawsoftheCompanyorspecificresolutionoftheBoardofDirectorshasauthorizedvariousofficers(the“AuthorizedOfficers”)toexecutevariouspolicies,bonds,undertakingsandotherobligatoryinstrumentsoflikenature;andWhereas,fromtimetotime,thesignatureoftheAuthorizedOfficers,inadditiontobeingprovidedinoriginal,hardcopyformat,maybeprovidedviafacsimileorotherwiseinanelectronicformat(collectively,“ElectronicSignatures”);Nowthereforebeitresolved:thattheElectronicSignatureofanyAuthorizedOfficershallbevalidandbindingontheCompany.”ADOPTEDBYTHEBOARDOFDIRECTORSOFAMERICANCASUALTYCOMPANYOFREADING,PENNSYLVANIA:ThisPowerofAttorneyismadeandexecutedpursuanttoandbyauthorityofthefollowingresolutiondub’adoptedbytheBoardofDirectorsoftheCompanybyunanimouswrittenconsentdatedMay10,1995:“RESOLVED:ThatanySeniororGroupVicePresidentmayauthorizeanofficertosignspecificdocuments,agreementsandinstrumentsonbehalfoftheCompanyprovidedthatthenameofsuchauthorizedofficerandadescriptionofthedoatments,agreementsorinstrumentsthatsuchofficermaysignwillbeprovidedinwritingbytheSeniororGroupVicePresidenttotheSecretaryoftheCompanypriortosuchexecutionbecomingeffective.”ThisPowerofAttorneyissignedbyPaulT.Bmflat,VicePresident,whohasbeenauthorizedpursuanttotheaboveresolutiontoexecutepowerofattorneysonbehalfofAmericanCasualtyCompanyofReading,Pennsylvania.ThisPowerofAttorneyissignedandsealedbyfacsimileunderandbytheauthorityofthefollowingResolutionadoptedbytheBoardofDirectorsoftheCompanybyunanimouswrittenconsentdatedthe25thdayofApril,2012:“Whereas,thebylawsoftheCompanyorspecificresolutionoftheBoardofDirectorshasauthorizedvariousofficers(the“AuthorizedOfficers”)toexecutevariouspolicies,bonds,undertakingsandotherobligatoryinstrumentsoflikenature;andWhereas,fromtimetotime,thesignatureoftheAuthorizedOfficers,inadditiontobeingprovidedinoriginal,hardcopyformat,maybeprovidedviafacsimileorotherwiseinanelectronicformat(collectively,“ElectronicSignatures”);Nowthereforebeitresolved:thattheElectronicSignatureofanyAuthorizedOfficershallbevalidandbindingontheCompany.”
CALIFORNIAALL-PURPOSEACKNOWLEDGMENTAnotarypublicorotherofficercompletingthiscertificateverifiesonlytheidentityoftheindividualwhosignedthedocumenttowhichthiscertificateisattached,andnotthetruthfulness,accuracy,orvalidityofthatdocument.STATEOFCALIFORNIACountyofContraCostaOnMarch13,2018beforeme,MeghanR.0Bra‘NotaryPublic,DateInsertNameofNotaryexactlyasitappearsontheofficialsealpersonallyappearedKathleenAnnBeckName(s)ofSigner(s)IMEGHANR.0BRAt.’..:.,CommIssIon#2090276;NotaryPublic-CaliforniazFContraCostaCountyMyComm.ExpiresNov16,2078PlaceNotarySealAbovewhoprovedtomeonthebasisofsatisfactoryevidencetobetheperson(s)whosename(s)is/aresubscribedtothewithininstrumentandacknowledgedtomethathe/she/theyexecutedthesameinhis/her/theirauthorizedcapacity(ies),andthatbyhis/her/theirsignature(s)ontheinstrumenttheperson(s),ortheentityuponbehalfofwhichtheperson(s)acted,executedtheinstrument.IcertifyunderPENALTYOFPERJURYunderthelawsoftheStateofCaliforniathattheforegoingparagraphistrueandcorrect.WitnessmySignatureOPTIONALThoughtheinformationbelowisnotrequiredbylaw,itmayprovevaluabletopersonsrelyingonthedocumentandcouldpreventfraudulentremovalandreattachmentoftheformtoanotherdocument.DescriptionofAttachedDocumentTitleorTypeofDocument:ProposalBidBondtotheCityofRentonDocumentDate:March13,2018NumberofPages:2Signer(s)OtherThanNamedAbove:Capacity(ies)ClaimedbySigner(s)Signer’sName:KathleenAnnBeckE:IndividualDCorporateOfficer—Title(s):______PartnerElLimitedDGeneralAttorneyinFactDTrusteeEGuardianorConservatorUOther:___________________Signer’sName:______________UIndividual0CorporateOfficer—Title(s):UPartnerElLimitedGeneralDAttorneyinFactLiTrusteeDGuardianorConservatorE:Other:_______________SignerisRepresenting:RIGHTTHUMBPRINTOFSIGNERTopofthumbhereSignerisRepresenting:flnntinpntziIflciiciIf,RIGHTTHUMBPRINTOFSIGNERTopofthumbhereCnmnnv
Cot&jcncyNamèCityofRenton.*‘——LocalAgency$ubcontractorUsfLvcaIencyidessPrepacedlncornpKancewithRCW3.3O.O5Oaamei,ded1055SouthGradyWayRenton,WA98057ToBeSubmittedWiththeBEdPropQsaIPrjctName31stStBridgeReplacementProjecta1IuretoiIstsubcontractoTswithwhcm(heb1dtterIfawardedthecontract,wi11dIrjyubcontractforperrorrnariceoftheworkofheating,ventilationandaircoiidillonlng,pIumbIngasdescribedInChapteris.ioaRCWffldeIecfrIc,asdescribedInChapter19.28RCWormimingmoretlninonesubcontractortoperformthesneworkwillreuItInyourbidbeingnon.responsiveandthEreforeVOid.SubconträotorLs)withwhomthebidd&wiiJdiedJysuboontraottliatareproposedtoperformtheworkofhealing,vent1Iaionandaircondfttonlng1plumbing,asdescribedinChapter18.106RCW,andetectricalasdescribedInChapterIR28RCWmiiibestedbelow.Theworktobeperformedlabbelistedbelowthesubcontractor(snam.ToiheextenttheProJet-lno1udesoneormorecategoriesofworkreferenceditiRGW39.3OOG&antinthebh3dercerIfiehthewoØcWtIplTherfl.kperformedbyihebldderitse1f.rjli)béerformedbyalowerliersubconiractorwhowlWnotcontEatdit&llcWdderbeOnttaqtorName•,---WqrktobPerlorrned___________________________________________________________SubcöntraótOrName,.WQrklobePMàrmedSuboóhtrót&Name.WorktobePerforrncl___________________________________________________________________ubcontmotorNameWorktobePerformed_
_____
_
_____
_
_____
_
_____
_
_____
_
_____
_
_____
______
______
______
______
_ubo,ntractorName.WorktobePerformed_________________________________________________________________*idder’sarerot1ledthatltheoplrtonfthenfQrcmeItagencythatPVOormetalponduit]untionhoXe,tc,reconsideredelectricalequipmentandthereforeconsideredpartoTeteLtlca1work,evenIftheInslatlatonIstorfutureuseincinowiringieleottialcurrentisoonnetedduringthepojeot.DOTForm27iOi5AEF-kevitd0812012NE31sttbridgeReplacementProject.1ocalAgencyuixQntraçtotLISt—-—----.,.2018
teDsi;1::zAsAtVWODM)q’tiJ4M9iuwr6uop’puoa5sn,xoi•3U1‘(M;obut{Dxab)Lc19IozwawrnoauoewijuoUU(JM(aan)asjthawcsaucngpaue,pespznipuçi£P8EOOt’OipafoJ4wawejdeHsNLcor,9oPAaiwiioa--**.Q2‘°“W“vV:fpjupd)tuuL!OW3J!W3uo!1uZ!I!lnSULJJt1jSSlIflJPV1tWAPU!OX)ZttUøt1fl“PP!‘I1hfp4poJduoctuojutptgi;ticpuofoidqitrudpq.rnd03.1ipp!flCII!1UQtcL;@ilJtnt°tU!JjtTttUJ)L1O)?IJGJL?A%UB!PP!fljtAoqtpq!.t1pIJOM‘PtflUcJ1djOsothndtnpiqifodpnii;nnopiui‘[)!‘pPJH‘ii.qppnuouqowqn’quujt’ot;‘);!JdJo)u;1ptIIWApVSTQpZijtUC’pUfotpJoøA!W1tIoNdNp’ZUOt1)flUIV)N!jUJd,u;iw)tLts1lupJoI:J1IIJMW!qu;J.qtpIuJ)u;;11111MIJ1I‘IH121Vdpp1l8uotIdO,:1cIflpc1mli11IGqIfsq01tmotuvQQ1&’bht;l1oospw.io;p!IddVq‘;unotuvj::tI4-VF‘1,‘<:iX]j(Jt3Lit)(!!J1K(I—I°v(t%i.Y?11A4st&DVj4,4J:LUfls4SSUISflc1‘jL(KEfl—---------.--.0-pt4ij:1Y,W4ECUI‘!‘‘fl‘‘PP!11a%7diA-kcIQN:o1iI1‘w°•tio1iofrJP!f:1‘!t’1Jfl!MOsO01C1flfl)f‘Uoll3!J!UDuo!wzflTIfl$!JdJ1l1:ES1tIfilflHZflU)UflS£O)pEtUAWiSS1)flM1Ml1&6SUOqjutojcqSJJUø(j•‘PP1g‘1114-p)pfthftoaqOJ1VLlJauanLiuoioiuasoiiozuiviwta&mionv;owvwioaui•IoLLvD1da1:DNOLLVZfIUJISS1N1SI)U(l’dLYc(LNYMIVSKIU[ZC’ILL1U(UNI1IKXI.)VthIMC)J:wti.MC)(ILLgI’I1JYHJ.ffl(IiV*IX1N()’I’1VHNIOtIHItto!Jt)d’3.1IJvJJs!idta1u7ss;3uIY;zffp1oiuL’€1pm7qv1tJtt11!flbI1tJU;I1tflXQQfl1fl.JtIO31UWfl3OQUOfleW4UO3UaWJM(aan)asidiagsseuisngpa6eiue,ipesipz.1ti1tuapunUOflSIIV4jJOIuWedO$1vsuofluJqseN!7Q-z/:;‘wqzYbr’31VL1II(St
ThisformmustbesubmittedwiththeBidProposalorasaSupplementtotheBidnolaterthan24hoursafterthetimefordeliveryoftheBidProposal,asprovidedforinSection1-02.9oftheContractProvisions.CertificationofCompliancewithWagePaymentStatutesThebidderherebycertifiesthat,withinthethree-yearperiodimmediatelyprecedingthebidsolicitationdate,thebidderisnota“willful”violator,asdefinedinRCW49.48.082,ofanyprovisionofchapters49.46,49.48,or49.52RCW,asdeterminedbyafinalandbindingcitationandnoticeofassessmentissuedbytheDepartmentofLaborandIndustriesorthroughaciviljudgmententeredbyacourtoflimitedorgeneraljurisdiction.IcertifyunderpenaltyofperjuryunderthelawsoftheStateofWashingtonthattheforegoingistrueandcorrect.HamiltonConstructionCo.BusinessNameiiureofAuthorized’’fficiatNealA.SpoonPrintedNameVicePresidentIftiec.zc:2SpringfieldORDateCityStateCheckOne:SoleProprietorshipUPartnership1JointVentureDCorporationEStateofIncorporation,orStatewherebusinessentitywasformed:Oregon*NOTE:Ifthebusinessisacorporation,thiscertificationshaltbeexecutedinthecorporatenamebythepresidentoravicepresident(orothercorporateofficeraccompaniedbyevidenceofauthoritytosign).Ifthebusinessisapartnership,thiscertificationshallbeexecutedinthepartnershipnameandsignedbyapartner.Ifthebusinessisajointventure,thiscertificationshallbeexecutedinthejointventurenameandsignedbyamemberofthejointventure.I*NE31StStBridgeReplacementProjectTED4003843CertificationofCompliancewithWagePaymentStatutes201$
City of Renton
Contract Provisions for
NE 31st St Bridge Replacement Project
______________________________________________________________________________
IV. AGREEMENT FORMS
AGREEMENTCONTRACTNO.CAG-18-OO1THISAGREEMENT,madeandenteredintothis%dayofDIbyandbetweentheCITYOFRENTON,amunicipalcorporationoft’heStateofWashington,hereinafterreferredtoas“City”andftC&Mi1+o’1hereinafterreferredtoas“Contractor.”WITNESSETH:Thatinconsiderationofthetermsandconditionscontainedhereinandattachedandmadeapartofthisagreement,thepartiesheretocovenantandagreeasfollows:1.TheContractorshalldoallworkandfurnishalltools,materials,andequipmentfor:NE31st5BridgeReplacementProject,FederalAidNumber:BROS-1070(009)inaccordancewithandasdescribedintheattachedplansandspecifications,andthe2016StandardSpecificationsforRoad,Bridge,andMunicipalConstruction,aspreparedbytheWashingtonStateDepartmentofTransportation(WSDOT)andtheWashingtonStateChapteroftheAmericanPublicWorksAssociation(APWA)whicharebythisreferenceincorporatedhereinandmadeparthereofand,shallperformanychangesintheworkinaccordwiththeContractDocuments.TheContractorshallprovideandbeartheexpenseofallequipment,workandlabor,ofanysortwhatsoeverthatmayberequiredforthetransferofmaterialsandforconstructingandcompletingtheworkprovidedforintheseContractDocumentsexceptthoseitemsmentionedthereintobefurnishedbytheCity.2.TheCityherebypromisesandagreeswiththeContractortoemploy,anddoesemploytheContractortoprovidethematerialsandtodoandcausetobedonetheabovedescribedworkandtocompleteandfurnishthesameinaccordwiththeattachedplansandspecificationsandthetermsandconditionshereincontainedandherebycontractstopayforthesameaccordingtotheattachedspecificationsandthescheduleofunitoritemizedpricesatthetimeandinthemannerandupontheconditionsprovidedforinthiscontract.3.TheContractorforhimself/herself,andforhis/herheirs,executors,administrators,successors,andassigns,doesherebyagreetofullperformanceofallcovenantsrequiredoftheContractorinthecontract.4.ItisfurtherprovidedthatnoliabilityshallattachtotheCitybyreasonofenteringintothiscontract,exceptasprovidedherein.NE31stStBridgeReplacementProjectTED4003843Agreement2018
5.Intheeventlitigationiscommencedtoenforcethiscontract,theprevailingpartyshallbeentitledtorecoveritscosts,includingreasonableattorney’sandexpertwitnessfees.6.Thiscontractisexecutedintwo(2)identicalcounterparts,bytheparties,eachofwhichshallforallpurposesbedeemedandoriginal.INWITNESSWHEREOF,theContractorhasexecutedthisinstrument,onthedayandyearfirstbelowwrittenandtheMayorhascausedthisinstrumenttobeexecutedbyandinthenameoftheCityofRentonthedayandyearfirstabovewritten.CONTRACTOR[SiatureofAuthorizedIficial]*9r5aent[Title]*(\-flCi:,ny,c-jon[BusinessName]*-%-O-)*NOTE:Ifthebusinessisacorporation,thisagreementshallbenamebythepresidentoravice-president(orothercorporateofficeraccompaniedbyevidenceofauthoritytosign).Ifthebusinessisapartnership,thisagreementshallbeexecutedinthepartnershipnameandsignedbyapartner.Ifthebusinessisajointventure,thisagreementshallbeexecutedinthejointventurenameandsignedbyamemberofthejointventure.CONTRACTORADDRESSFORGIVINGNOTICESI-ainHvnCo—rchonc,oYoo;(?95yrflheC)O19711fCITYOFRENTONADDRESSFORGIVINGNOTICESTransportationSystemsDivisionRentonCityHall—5thFloor1055SouthGradyWayRenton,WA98057UUUU-UAgreement2018DenisLaw,pUCCUUUUUUUU[Date]ATTEST/L%h’NE31stStBridgeReplacementProjectTED4003843
EXECUTEDINDUPLICATECONTRACTBONDTOTHECITYOFRENTONBondNo.30028088KNOWALLMENBYTHESEPRESENTS,Thatwe,[Contractor]HamiltonConstructionCo.of[address]2213SouthFStreet,Springfield,OR97477asPrincipal,and[SuretyJContinentalCasualtyCompanyacorporationorganizedandexistingunderthelawsoftheStateofIllinoisasasuretycorporation,andqualifiedunderthelawsoftheStateofWashingtontobecomesuretyuponbondsofcontractorswithmunicipalcorporations,asSurety,arejointlyandseverallyheldandfirmlyboundtotheCityof..OneMillionTwoHundredFifty-FiveThousandNineRenton(City)inthepenalsumof$HundredNinety-Nineand00/lOOs(1255,999.00)TotalContractAmount,forthepaymentofwhichsumondemandwebindourselvesandourheirs,executors,administratorsandassigns,successorsandassigns,orpersonrepresentatives,asthecasemaybe.ThisobligationisenteredintopursuanttothestatutesoftheStateofWashington,theOrdinanceoftheCityntn.Datedatt,Washington,thisdayof(\,201Nevertheless,theconditionsoftheaboveobligationaresuchthat:WHEREAS,underandpursuanttoContractNo.CAG-18-001providingforconstructionofthej[315tStBridgeReplacementProject,FederalAidNumber:BROS-1070(009);thePrincipalhasaccepted,orisabouttoaccept,theContract,andundertaketoperformtheWorkthereinprovidedforinthemannerandwithinthetimesetforth.NOW,THEREFORE,byexecutingthisContractBond,acombinedPerformanceandPaymentBond,SuretyindemnifiesandholdstheCity,itsofficers,agentsandassignsharmlessfromallclaims,liabilities,causesofaction,damagesandcosts,includingpropertydamagesandpersonalinjuries,resultingfromanydefectappearingordevelopinginthematerialprovidedorworkmanshipperformedundertheContractANDforsuchpaymentsforlabor,equipment,andmaterialsbysatisfyingallclaimsanddemandsincurredundertheContract,andreimbursingandpayingCityallexpensesthatCitymayincurinmakinggoodanydefaultbyPrincipal.FUTHERMORE,thisContractBondshallbesatisfiedandreleasedonlyupontheconditionthatPrincipal:.FaithfullyperformsallprovisionsoftheContractandchangesauthorizedbyCityinthemannerandwithinthetimespecifiedasmaybeextendedundertheContract;.PaysallpersonsinaccordancewithRCW39.08,39.12and60.28includingallworkers,laborers,mechanics,subcontractors,lowertiersubcontractors,materialpersons,andallotherpersonsoragentswhosupplylabor,equipment,ormaterialstotheProject;.Paysalltaxesincurredonsaidcontractundertitle50and51RevisedCodeofWashington(RCW)andalltaxesimposedonthePrincipleunderTitle82RCW;.ReceivesawrittendischargefromCity,signedbytheMayororbyadulyauthorizedrepresentativeofCity.NE31stStBridgeReplacementProjectTED4003843ContractBondtotheCityofRenton2018
Nochange,extensionoftime,alteration,oradditiontothetermsoftheContractortotheWorktobeperformedundertheContractshallinanywayaffectSurety’sobligationontheContractBond.Suretyherebywaivesnoticeofanychange,extensionoftime,alteration,oradditiontothetermsoftheContractortheWork,withtheexceptionthatSuretyshallbenotifiediftheContracttimeisextendedbymorethantwentypercent(20%).IfanymodificationorchangeincreasesthetotalamounttobepaidundertheContract,Surety’sobligationunderthisContractBondshallautomaticallyincreaseinalikeamount.Anysuchincreaseshallnotexceedtwenty-fivepercent(25%)oftheoriginalamountoftheContractBondwithoutthepriorwrittenconsentofSurety.ThisContractBondshallbegovernedandconstruedbythelawsoftheStateofWashington,andvenueshallbeinKingCounty,Washington.ThisContractBondshallbeexecutedintwo(2)originalcounterparts,andshallbesignedbytheparties’dulyauthorizedofficers.ThisContractBondwillonlybeacceptedifisaccompaniedbyafullyexecutedandoriginalpowerofattorneyfortheofficeexecutingonbehalfoftheSurety.PRINCIPALSURETYHamiltonConstructionCo.[PrincipalJ[StureofAuthorized0ciaI]NtoIr,oor)[PrintedName]‘I?re5Iau\E[Title]LHw-lb[Date]ContinentalCasualtyCompany[Surety]natureofAuthorizedOfficial]JonathanRussell[PrintedName]Attorney-in-Fact[Title]NameandaddressoflocalofficeofAgentand/orSuretyCompany:ContinentalCasualtyCompany12909SW68thParkway,Suite200Portland,OR97223Telephone:503-431-3145NE31stStBridgeReplacementProjectTED4003843ContractBondtotheCityofRentonApril18,2018[Date]2018
POWEROFATTORNEYAPPOINTINGINDIVIDUALATTORNEY-IN-FACTKnowAllMenByThesePresents,ThatContinentalCasualtyCompany,anIllinoisinsurancecompany,NationalFireInsuranceCompanyofHartford,anIllinoisinsurancecompany,andAmericanCasualtyCompanyofReading,Pennsylvania,aPennsylvaniainsurancecompany(hereincalled“theCNACompanies”),aredulyorganizedandexistinginsurancecompanieshavingtheirprincipalofficesintheCityofChicago,andStateofIllinois,andthattheydobyvirtueofthesignaturesandsealshereinaffixedherebymake,constituteandappointJamesWJohnson,DRichardStinson,JeffParkhurst,LisaMLucas,SusanJSampson,KathleenAnnBeck,AnthonyJD’Asaro,TanyaChinchilla,SofiaOcegueda,NicholasTan,PatriciaLDrew,DeepaNeupane,JonathanRussell,IndividuallyofConcord,CA,theirtrueandlawfulAttorney(s)-in-factwithfullpowerandauthorityherebyconferredtosign,sealandexecuteforandontheirbehalfbonds,undertakingsandotherobligatoryinstrumentsofsimilarnature-InUnlimitedAmounts-andtobindthemtherebyasfullyandtothesameextentasifsuchinstrumentsweresignedbyadulyauthorizedofficeroftheirinsurancecompaniesandalltheactsofsaidAttorney,pursuanttotheauthorityherebygivenisherebyratifiedandconfirmed.ThisPowerofAttomeyismadeandexecutedpursuanttoandbyauthorityoftheBy-LawandResolutions,printedonthereversehereof,dulyadopted,asindicated,bytheBoardsofDirectorsoftheinsurancecompanies.InWitnessWhereof,theCNACompanieshavecausedthesepresentstobesignedbytheirVicePresidentandtheircorporatesealstobeheretoaffixedonthis19thdayoflune,2017.ContinentalCasualtyCompanyNationalFireInsuranceCompanyofHartfordAmericanCasityCompanyofReadingPennsylvaniaPaulT.BruflatVicePresidentStateofSouthDakota,CountyofMinnehaha,ss:Onthis19thdayofJune,2017,beforemepersonallycamePaulT.Bmflattomeknown,who,beingbymedulysworn,diddeposeandsay:thatheresidesintheCityofSiouxfalls,StateofSouthDakota;thatheisaVicePresidentofContinentalCasualtyCompany,anIllinoisinsurancecompany,NationalFireInsuranceCompanyofHartford,anIllinoisinsurancecompany,andAmericanCasualtyCompanyofReading,Pennsylvania,aPennsylvaniainsurancecompanydescribedinandwhichexecutedtheaboveinstrument;thatheknowsthesealsofsaidinsurancecompanies;thatthesealsaffixedtothesaidinstrumentaresuchcorporateseals;thattheyweresoaffixedpursuanttoauthoritygivenbytheBoardsofDirectorsofsaidinsurancecompaniesandthathesignedhisnametheretopursuanttolikeauthority,andacknowledgessametobetheactanddeedofsaidinsurancecompanies.-.I.I#.c...IAIAI.I.rA,.*.cIJ.r.J.MOHR,4NOTAPUBUCSOUThDAKOTAMyCommissionExpiresJune23,2021I.MohrNotaryPublicCERTIFICATEI,D.Johnson,AssistantSecretaryofContinentalCasualtyCompany,anIllinoisinsurancecompany,NationalFireInsuranceCompanyofHartford,anIllinoisinsurancecompany,andAmericanCasualtyCompanyofReading,Pennsylvania,aPennsylvaniainsurancecompanydoherebycertifythatthePowerofAttomeyhereinabovesetforthisstillinforce,andfurthercertifythattheBy-LawandResolutionoftheBoardofDirectorsoftheinsurancecompaniesprintedonthereversehereofisstillinforce.IntestimonywhereofIhavehereuntosubscribedmynameandaffixedthesealofthesaidinsurancecompaniesthisL*’dayofApriI,Z-oI‘ContinentalCasualtyCompanyNationalfireInsuranceCompanyofHartfordAmericanCasualtyCompanyofReading,Pennsylvaniacm(2€%døF%E.aJohnsonAssistantSecretaryFormF6853-412012I
AuthorizingBy-LawsandResolutionsADOPTEDBYTHEBOARDOFDIRECTORSOFCONTINENTALCASUALTYCOMPANY:ThisPowerofAttomeyismadeandexecutedpursuanttoandbyauthorityofthefollowingresolutiondulyadoptedbytheBoardofDirectorsoftheCompanyatameetingheldonMay12,1995:“RESOLVED:ThatanySeniororGroupVicePresidentmayauthorizeanofficertosignspecificdocuments,agreementsandinstrumentsonbehalfoftheCompanyprovidedthatthenameofsuchauthorizedofficerandadescriptionofthedoatments,agreementsorinstrumentsthatsuchofficermaysignwillbeprovidedinwritingbytheSeniororGroupVicePresidenttotlSecretaryoftheCompanypriortosuchexecutionbecomingeffective.”ThisPowerofAttorneyissignedbyPaulT.Bmflat,VicePresident,whohasbeenauthorizedpursuanttotheaboveresolutiontoexecutepowerofattorneysonbehalfofContinentalCasualtyCompany.ThisPowerofAttorneyissignedandsealedbyfacsimileunderandbytheauthorityofthefollowingResolutionadoptedbytheBoardofDirectorsoftheCompanybyunanimouswrittenconsentdatedthe25thdayofApril,2012:“Whereas,thebylawsoftheCompanyorspecificresolutionoftheBoardofDirectorshasauthorizedvariousofficers(the“AuthorizedOfficers”)toexecutevariouspolicies,bonds,undertakingsandotherobligatoryinstrumentsoflikenature;andWhereas,fromtimetotime,thesignatureoftheAuthorizedOfficers,inadditiontobeingprovidedinoriginal,hardcopyformat,maybeprovidedviafacsimileorotherwiseinanelectronicformat(collectively,“ElectronicSignatures”);Nowthereforebeitresolved:thattheElectronicSignatureofanyAuthorizedOfficershallbevalidandbindingontheCompany.”ADOPTEDBYTHEBOARDOFDIRECTORSOFNATIONALFIREINSURANCECOMPANYOFHARTFORD:ThisPowerofAttorneyismadeandexecutedpursuanttoandbyauthorityofthefollowingresolutiondulyadoptedbytheBoardofDirectorsoftheCompanybyunanimouswrittenconsentdatedMay10,1995:“RESOLVED:ThatanySeniororGroupVicePresidentmayauthorizeanofficertosignspecificdocuments,agreementsandinstrumentsonbehalfoftheCompanyprovidedthatthenameofsuchauthorizedofficerandadescriptionofthedocuments,agreementsorinstrumentsthatsuchofficermaysignwillbeprovidedinwritingbytheSeniororGroupVicePresidenttotheSecretaryoftheCompanypriortosuchexecutionbecomingeffective.”ThisPowerofAttorneyissignedbyPaulT.Bruflat,VicePresident,whohasbeenauthorizedpursuanttotheaboveresolutiontoexecutepowerofattorneysonbehalfofNationalfireInsuranceCompanyofHartford.ThisPowerofAttorneyissignedandsealedbyfacsimileunderandbytheauthorityofthefollowingResolutionadoptedbytheBoardofDirectorsoftheCompanybyunanimouswrittenconsentdatedthe25thdayofApril,2012:“Whereas,thebylawsoftheCompanyorspecificresolutionoftheBoardofDirectorshasauthorizedvariousofficers(the“AuthorizedOfficers”)toexecutevariouspolicies,bonds,undertakingsandotherobligatoryinstrumentsoflikenature;andWhereas,fromtimetotime,thesignatureoftheAuthorizedOfficers,inadditiontobeingprovidedinoriginal,hardcopyformat,maybeprovidedviafacsimileorotherwiseinanelectronicformat(collectively,“ElectronicSignatures”);Nowthereforebeitresolved:thattheElectronicSignatureofanyAuthorizedOfficershallbevalidandbindingontheCompany.”ADOPTEDBYTHEBOARDOFDIRECTORSOFAMERICANCASUALTYCOMPANYOFREADiNG,PENNSYLVANIA:ThisPowerofAttomeyismadeandexecutedpursuanttoandbyauthorityofthefollowingresolutiondutyadoptedbytheBoardofDfrectorsoftheCompanybyunanimouswrittenconsentdatedMay10,1995:“RESOLVED:ThatanySeniororGroupVicePresidentmayauthorizeanofficertosignspecificdocuments,agreementsandinstrumentsonbehalfoftheCompanyprovidedthatthenameofsuchauthorizedofficerandadescriptionofthedocuments,agreementsorinstrumentsthatsuchofficermaysignwillbeprovidedinwritingbytheSeniororGroupVicePresidenttotheSecretaryoftheCompanypriortosuchexecutionbecomingeffective.”ThisPowerofAttorneyissignedbyPaulT.Bruflat,VicePresident,whohasbeenauthorizedpursuanttotheaboveresolutiontoexecutepowerofattorneysonbehalfofAmericanCasualtyCompanyofReading,Pennsylvania.ThisPowerofAttorneyissignedandsealedbyfacsimileunderandbytheauthorityofthefollowingResolutionadoptedbytheBoardofDirectorsoftheCompanybyunanimouswrittenconsentdatedthe25thdayofApril,2012:“Whereas,thebylawsoftheCompanyorspecificresolutionoftheBoardofDirectorshasauthorizedvariousofficers(the“AuthorizedOfficers”)toexecutevariouspolicies,bonds,undertakingsandotherobligatoryinstrumentsoflikenature;andWhereas,fromtimetotime,thesignatureoftheAuthorizedOfficers,inadditiontobeingprovidedinoriginal,hardcopyformat,maybeprovidedviafacsimileorotherwiseinanelectronicformat(collectively,“ElectronicSignatures”);Nowthereforebeitresolved:thattheElectronicSignatureofanyAuthorizedOfficershallbevalidandbindingontheCompany.”
CALIFORNIAALL-PURPOSEACKNOWLEDGMENTAnotarypublicorotherofficercompletingthiscertificateverifiesonlytheidentityoftheindividualwhosignedthedocumenttowhichthiscertificateisattached,andnotthetruthfulness,accuracy,orvalidityofthatdocument.STATEOFCALIFORNIACountyofContraCostaOnApril18,2018beforeme,KathleenBeck,NotaryPublic,DateInsertNameofNotaryexactlyasitappearsontheofficialsealpersonallyappearedJonathanRussellName(s)ofSigner(s)whoprovedtomeonthebasisofsatisfactoryevidencetobetheperson(s)whosename(s)is/aresubscribedtothewithininstrumentandacknowledgedtomethathe/she/theyexecutedthesameinhis/her/theirauthorizedcapacity(ies),andthatbyhis/her/theirsignature(s)ontheinstrumenttheperson(s),ortheentityuponbehalfofwhichtheperson(s)acted,executedtheinstrument.IcertifyunderPENALTYOFPERJURYunderthelawsoftheStateofCaliforniathattheforegoingparagraphistrueandcorrect.PlaceNotarySealAboveSig9furofNotaryPublicOPTIONALThoughtheinformationbelowIsnotrequiredbylaw,itmayprovevaluabletopersonsrelyingonthedocumentandcouldpreventfraudulentremovalandreattachmentoftheformtoanotherdocument.DescriptionofAttachedDocumentTitleorTypeofDocument:ContractBond_____DocumentDate:April18,2018NumberofPages:2Signer(s)OtherThanNamedAbove:•Capacity(ies)ClaimedbySigner(s)Signer’sName:JonathanRussellIndividualCorporateOfficer—Title(s):PartnerflLimitedElGeneralAttorneyinFactTrusteeEGuardianorConservatorOther:Signer’sName:______________LIIndividual0CorporateOfficer—Title(s):___0PartnerELimitedLiGeneralUAttorneyinFactLiTrusteeLiGuardianorConservatorLiOther:______________SignerisRepresenting:KATHLEENBECKNotaryPublic•CaliforniaContraCostaCountyCommission#2162674Comm.ExpiresSen772020RIGHTTHUMBPRINTOFSIGNERTopofthumbhereSignerisRepresenting:++iRIGHTTHUMBPRINTOFSIGNERTopofthumbhereCnmnnv
NE 31st St Bridge Replacement Project Fair Practices and Non‐Discrimination Declaration
TED4003843 2018
FAIR PRACTICES AND NON‐DISCRIMINATION POLICY
DECLARATION
I, by signing the Agreement, hereby declare, under penalty of perjury under the laws of the
United States that the following statements are true and correct:
1. That the undersigned person(s), firm, association or corporation affirms and subscribes to the
Fair Practices and Non‐discrimination policies set forth by the law and by City of Renton
policy, adopted by Resolution No. 4085.
2. That by signing the signature page of this Agreement, I am deemed to have signed and to
have agreed to the provisions of this declaration.
City of Renton
Contract Provisions for
NE 31st St Bridge Replacement Project
______________________________________________________________________________
V. REQUIRED CONTRACT PROVISIONS FOR
FEDERAL‐AID CONSTRUCTION CONTRACTS
NE 31st St Bridge Replacement Project Required Contract Provisions For Federal‐Aid Construction Contracts
TED4003843 Page 1 of 23 2018
NE 31st St Bridge Replacement Project Required Contract Provisions For Federal‐Aid Construction Contracts
TED4003843 Page 2 of 23 2018
NE 31st St Bridge Replacement Project Required Contract Provisions For Federal‐Aid Construction Contracts
TED4003843 Page 3 of 23 2018
NE 31st St Bridge Replacement Project Required Contract Provisions For Federal‐Aid Construction Contracts
TED4003843 Page 4 of 23 2018
NE 31st St Bridge Replacement Project Required Contract Provisions For Federal‐Aid Construction Contracts
TED4003843 Page 5 of 23 2018
NE 31st St Bridge Replacement Project Required Contract Provisions For Federal‐Aid Construction Contracts
TED4003843 Page 6 of 23 2018
NE 31st St Bridge Replacement Project Required Contract Provisions For Federal‐Aid Construction Contracts
TED4003843 Page 7 of 23 2018
NE 31st St Bridge Replacement Project Required Contract Provisions For Federal‐Aid Construction Contracts
TED4003843 Page 8 of 23 2018
NE 31st St Bridge Replacement Project Required Contract Provisions For Federal‐Aid Construction Contracts
TED4003843 Page 9 of 23 2018
NE 31st St Bridge Replacement Project Required Contract Provisions For Federal‐Aid Construction Contracts
TED4003843 Page 10 of 23 2018
NE 31st St Bridge Replacement Project Required Contract Provisions For Federal‐Aid Construction Contracts
TED4003843 Page 11 of 23 2018
NE 31st St Bridge Replacement Project Required Contract Provisions For Federal‐Aid Construction Contracts
TED4003843 Page 12 of 23 2018
NE 31st St Bridge Replacement Project Required Contract Provisions For Federal‐Aid Construction Contracts
TED4003843 Page 13 of 23 2018
NE 31st St Bridge Replacement Project Required Contract Provisions For Federal‐Aid Construction Contracts
TED4003843 Page 14 of 23 2018
NE 31st St Bridge Replacement Project Required Contract Provisions For Federal‐Aid Construction Contracts
TED4003843 Page 15 of 23 2018
NE 31st St Bridge Replacement Project Required Contract Provisions For Federal‐Aid Construction Contracts
TED4003843 Page 16 of 23 2018
NE 31st St Bridge Replacement Project Required Contract Provisions For Federal‐Aid Construction Contracts
TED4003843 Page 17 of 23 2018
NE 31st St Bridge Replacement Project Required Contract Provisions For Federal‐Aid Construction Contracts
TED4003843 Page 18 of 23 2018
NE 31st St Bridge Replacement Project Required Contract Provisions For Federal‐Aid Construction Contracts
TED4003843 Page 19 of 23 2018
NE 31st St Bridge Replacement Project Required Contract Provisions For Federal‐Aid Construction Contracts
TED4003843 Page 20 of 23 2018
NE 31st St Bridge Replacement Project Required Contract Provisions For Federal‐Aid Construction Contracts
TED4003843 Page 21 of 23 2018
NE 31st St Bridge Replacement Project Required Contract Provisions For Federal‐Aid Construction Contracts
TED4003843 Page 22 of 23 2018
NE 31st St Bridge Replacement Project Required Contract Provisions For Federal‐Aid Construction Contracts
TED4003843 Page 23 of 23 2018
City of Renton
Contract Provisions for
NE 31st St Bridge Replacement Project
______________________________________________________________________________
VI. CONTRACT SPECIFICATIONS
City of Renton
Contract Provisions for
NE 31st St Bridge Replacement Project
______________________________________________________________________________
Amendments to the Standard Specifications
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 A (Revised: 8/7/17)
2018
TABLE OF CONTENTS 1
2
3
4
INTRODUCTION--------------------------------------------------------------------------------------- 1 5
AMENDMENTS TO THE STANDARD SPECIFICATIONS 6
Section 1-01, Definitions and Terms ------------------------------------------------------------ 1 7
Section 1-02, Bid Procedures and Conditions ------------------------------------------------ 1 8
Section 1-04, Scope of the Work ---------------------------------------------------------------- 2 9
Section 1-06, Control of Material ---------------------------------------------------------------- 2 10
Section 1-07, Legal Relations and Responsibilities to the Public ------------------------ 4 11
Section 1-08, Prosecution and Progress ------------------------------------------------------ 6 12
Section 1-09, Measurement and Payment ---------------------------------------------------- 7 13
Section 1-10, Temporary Traffic Control ------------------------------------------------------- 7 14
Section 2-02, Removal of Structures and Obstructions ------------------------------------ 8 15
Section 2-03, Roadway Excavation and Embankment ------------------------------------- 8 16
Section 2-06, Subgrade Preparation ----------------------------------------------------------- 8 17
Section 3-04, Acceptance of Aggregate -------------------------------------------------------- 9 18
Section 4-04, Ballast and Crush Surfacing ---------------------------------------------------- 9 19
Section 5-01, Cement Concrete Pavement Rehabilitation -------------------------------- 9 20
Section 5-02, Bituminous Surface Treatment ------------------------------------------------ 11 21
Section 5-04, Hot Mix Asphalt ------------------------------------------------------------------ 12 22
Section 5-05, Cement Concrete Pavement ------------------------------------------------- 47 23
Section 6-02, Concrete Structures ------------------------------------------------------------ 48 24
Section 6-03, Steel Structures ----------------------------------------------------------------- 61 25
Section 6-05, Piling ------------------------------------------------------------------------------- 62 26
Section 6-07, Painting ---------------------------------------------------------------------------- 62 27
Section 6-08, Waterproofing -------------------------------------------------------------------- 68 28
Section 6-09, Modified Concrete Overlays -------------------------------------------------- 76 29
Section 6-10, Concrete Barrier ----------------------------------------------------------------- 77 30
Section 6-12, Noise Barrier Walls ------------------------------------------------------------- 77 31
Section 6-14, Geosynthetic Retaining Walls ------------------------------------------------ 78 32
Section 6-19, Shafts ------------------------------------------------------------------------------ 78 33
Section 7-02, Culverts ---------------------------------------------------------------------------- 87 34
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 B (Revised: 8/7/17)
2018
Section 7-08, General Pipe Installation Requirements ----------------------------------- 91 1
Section 7-09, Water Mains ---------------------------------------------------------------------- 91 2
Section 8-01, Erosion Control and Water Pollution Control ----------------------------- 91 3
Section 8-09, Raised Pavement Markers ---------------------------------------------------- 92 4
Section 8-10, Guide Posts ---------------------------------------------------------------------- 92 5
Section 8-11, Guardrail -------------------------------------------------------------------------- 92 6
Section 8-20, Illumination, Traffic Signal Systems, Intelligent Transportation Systems, and 7
Electrical ------------------------------------------------------------------------------------------ 92 8
Section 8-22, Pavement Marking -------------------------------------------------------------- 95 9
Section 9-01, Portland Cement ---------------------------------------------------------------- 96 10
Section 9-03, Aggregates ----------------------------------------------------------------------- 97 11
Section 9-04, Joint and Crack Sealing Materials ----------------------------------------- 100 12
Section 9-06, Structural Steel and Related Materials ------------------------------------ 101 13
Section 9-07, Reinforcing Steel --------------------------------------------------------------- 102 14
Section 9-10, Piling ------------------------------------------------------------------------------ 102 15
Section 9-11, Waterproofing ------------------------------------------------------------------- 102 16
Section 9-14, Erosion Control and Roadside Planting ---------------------------------- 103 17
Section 9-16, Fence and Guardrail ---------------------------------------------------------- 105 18
Section 9-20, Concrete Patching Material, Grout, and Mortar ------------------------- 106 19
Section 9-23, Concrete Curing Materials and Admixtures ------------------------------ 106 20
Section 9-28, Signing Materials and Fabrication ------------------------------------------ 106 21
Section 9-29, Illumination, Signal, Electrical ----------------------------------------------- 107 22
Section 9-30, Water Distribution Materials ------------------------------------------------- 117 23
Section 9-31, Elastomeric Pads -------------------------------------------------------------- 117 24
Section 9-35, Temporary Traffic Control Materials---------------------------------------- 121 25
26
27
28
29
30
31
32
33
34
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 1 (Revised: 8/7/17)
2018
INTRODUCTION 1
The following Amendments and Special Provisions shall be used in conjunction with the 2016 2
Standard Specifications for Road, Bridge, and Municipal Construction. 3
4
AMENDMENTS TO THE STANDARD SPECIFICATIONS 5
6
The following Amendments to the Standard Specifications are made a part of this contract and 7
supersede any conflicting provisions of the Standard Specifications. For informational 8
purposes, the date following each Amendment title indicates the implementation date of the 9
Amendment or the latest date of revision. 10
11
Each Amendment contains all current revisions to the applicable section of the Standard 12
Specifications and may include references which do not apply to this particular project. 13
14
Section 1-01, Definitions and Terms 15
August 1, 2016 16
1-01.3 Definitions 17
The following new term and definition is inserted after the eighth paragraph: 18
19
Cold Weather Protection Period – A period of time 7 days from the day of concrete 20
placement or the duration of the cure period, whichever is longer. 21
22
Section 1-02, Bid Procedures and Conditions 23
June 1, 2017 24
1-02.4(1) General 25
The first sentence of the last paragraph is revised to read: 26
27
Any prospective Bidder desiring an explanation or interpretation of the Bid Documents, 28
shall request the explanation or interpretation in writing by close of business on the 29
Thursday preceding the bid opening to allow a written reply to reach all prospective 30
Bidders before the submission of their Bids. 31
32
1-02.6 Preparation of Proposal 33
In this section, “Disadvantaged Business Enterprise” is revised to read “Underutilized 34
Disadvantaged Business Enterprise”, and “DBE” is revised to read “UDBE”. 35
36
1-02.9 Delivery of Proposal 37
The last sentence of the third paragraph is revised to read: 38
39
The Contracting Agency will not open or consider any Proposal when the Proposal or Bid 40
deposit is received after the time specified for receipt of Proposals or received in a location 41
other than that specified for receipt of Proposals unless an emergency or unanticipated 42
event interrupts normal work processes of the Contracting Agency so that Proposals 43
cannot be received. 44
45
The following new paragraph is inserted before the last paragraph: 46
47
If an emergency or unanticipated event interrupts normal work processes of the 48
Contracting Agency so that Proposals cannot be received at the office designated for 49
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 2 (Revised: 8/7/17)
2018
receipt of bids as specified in Section 1-02.12 the time specified for receipt of the Proposal 1
will be deemed to be extended to the same time of day specified in the solicitation on the 2
first work day on which the normal work processes of the Contracting Agency resume. 3
4
1-02.12 Public Opening of Proposals 5
This section is supplemented with the following new paragraph: 6
7
If an emergency or unanticipated event interrupts normal work processes of the 8
Contracting Agency so that Proposals cannot be opened at the time indicated in the call 9
for Bids the time specified for opening of Proposals will be deemed to be extended to the 10
same time of day on the first work day on which the normal work processes of the 11
Contracting Agency resume. 12
13
1-02.13 Irregular Proposals 14
In this section, “Disadvantaged Business Enterprise” is revised to read “Underutilized 15
Disadvantaged Business Enterprise”, and “DBE” is revised to read “UDBE”. 16
17
Section 1-04, Scope of the Work 18
June 1, 2017 19
1-04.2 Coordination of Contract Documents, Plans, Special Provisions, 20
Specifications, and Addenda 21
The following new paragraph is inserted before the second to last paragraph: 22
23
Whenever reference is made in these Specifications or the Special Provisions to codes, 24
rules, specifications, and standards, the reference shall be construed to mean the code, 25
rule, specification, or standard that is in effect on the Bid advertisement date, unless 26
otherwise stated or as required by law. 27
28
1-04.3 Reference Information 29
This section is supplemented with the following new sentence: 30
31
If a document that is provided as reference information contains material also included as 32
a part of the Contract, that portion of the document shall be considered a part of the 33
Contract and not as Reference Information. 34
35
1-04.4(2)A General 36
Item number 4 in the third paragraph is revised to read: 37
38
4. Provide substitution for deleted or reduced Condition of Award Work, Apprentice 39
Utilization and Training. 40
41
Section 1-06, Control of Material 42
August 7, 2017 43
This section is supplemented with the following new section and subsections: 44
45
1-06.6 Recycled Materials 46
The Contractor shall make their best effort to utilize recycled materials in the construction 47
of the project; the use of recycled concrete aggregate as specified in Section 1-06.6(1)A 48
is a requirement of the Contract. 49
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 3 (Revised: 8/7/17)
2018
1
The Contractor shall submit a Recycled Material Utilization Plan as a Type 1 Working 2
Drawing within 30 calendar days after the Contract is executed. The plan shall provide 3
the Contractor’s anticipated usage of recycled materials for meeting the requirements of 4
these Specifications. The quantity of recycled materials will be provided in tons and as a 5
percentage of the Plan quantity for each material listed in Section 9-03.21(1)E Table on 6
Maximum Allowable Percent (By Weight) of Recycled Material. When a Contract does 7
not include Work that requires the use of a material that is included in the requirements 8
for using materials the Contractor may state in their plan that no recycled materials are 9
proposed for use. 10
11
Prior to Physical Completion the Contractor shall report the quantity of recycled materials 12
that were utilized in the construction of the project for each of the items listed in Section 13
9-03.21. The report shall include hot mix asphalt, recycled concrete aggregate, recycled 14
glass, steel furnace slag and other recycled materials (e.g. utilization of on-site material 15
and aggregates from concrete returned to the supplier). The Contractor’s report shall be 16
provided on DOT Form 350-075 Recycled Materials Reporting. 17
18
1-06.6(1) Recycling of Aggregate and Concrete Materials 19
1-06.6(1)A General 20
The minimum quantity of recycled concrete aggregate shall be 25 percent of the total 21
quantity of aggregate that is incorporated into the Contract for those items listed in 22
Section 9-03.21(1)E Table on Maximum Allowable Percent (By Weight) of Recycled 23
Material that allow the use of recycled concrete aggregate. The percentage of 24
recycled material incorporated into the project for meeting the required percentage 25
will be calculated in tons based on the quantity of recycled concrete used on the 26
entire Contract and not as individual items. 27
28
If the Contractor’s total cost for Work with recycled concrete aggregate is greater 29
than without the Contractor may choose to not use recycled concrete aggregate. If 30
the Recycled Material Utilization Plan does not indicate the minimum usage of 31
recycled concrete aggregate required above, or if completed project quantities do 32
not meet the minimum usage required, the Contractor shall develop the following: 33
34
1. A cost estimate for each material listed in Section 9-03.21(1)E that is utilized 35
on the Contract. The cost estimate shall include the following: 36
37
a. The estimated costs for the Work for each material with 25 percent 38
recycled concrete aggregate. The cost estimate shall include for each 39
material a copy of the price quote from the supplier with the lowest total 40
cost for the Work. 41
42
b. The estimated costs for the Work for each material without recycled 43
concrete aggregate. 44
45
The Contractor’s cost estimates shall be submitted as an attachment to the Recycled 46
Material Utilization Plan, or with the Reporting form. 47
48
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 4 (Revised: 8/7/17)
2018
Section 1-07, Legal Relations and Responsibilities to the Public 1
August 7, 2017 2
1-07.1 Laws to be Observed 3
The second paragraph is deleted. 4
5
In the second to last sentence of the third paragraph, “WSDOT” is revised to read “Contracting 6
Agency”. 7
8
1-07.2(2) State Sales Tax: WAC 458-20-170 – Retail Sales Tax 9
The last three sentences of the first paragraph are deleted and replaced with the following 10
new sentence: 11
12
The Contractor (Prime or Subcontractor) shall include sales or use tax on the purchase 13
or rental of tools, machinery, equipment, or consumable supplies not integrated into the 14
project, in the unit bid prices. 15
16
1-07.3(1) Forest Fire Prevention 17
This section is supplemented with the following new subsections: 18
19
1-07.3(1)A Fire Prevention Control and Countermeasures Plan 20
The Contractor shall prepare and implement a project-specific fire prevention, control, 21
and countermeasures plan (FPCC Plan) for the duration of the project. The Contractor 22
shall submit a Type 2 Working Drawing no later than the date of the preconstruction 23
conference. 24
25
1-07.3(1)A1 FPCC Plan Implementation Requirements 26
The Contractor’s FPCC Plan shall be fully implemented at all times. The Contractor 27
shall update the FPCC Plan throughout project construction so that the plan reflects 28
actual site conditions and practices. The Contractor shall update the FPCC Plan at 29
least annually and maintain a copy of the updated FPCC Plan that is available for 30
inspection on the project site. Revisions to the FPCC Plan and the Industrial Fire 31
Precaution Level (IFPL) shall be discussed at the weekly project safety meetings. 32
33
1-07.3(1)A2 FPCC Plan Element Requirements 34
The FPCC Plan shall include the following: 35
36
1. The names, titles, and contact information for the personnel responsible for 37
implementing and updating the plan. 38
39
2. The names and telephone numbers of the Federal, State, and local 40
agencies the Contractor shall notify in the event of a fire. 41
42
3. All potential fire causing activities such as welding, cutting of metal, blasting, 43
fueling operations, etc. 44
45
4. The location of fire extinguishers, water, shovels, and other firefighting 46
equipment. 47
48
5. The response procedures the Contractor shall follow in the event of a fire. 49
50
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 5 (Revised: 8/7/17)
2018
Most of Washington State is covered under the IFPL system which, by law, is 1
managed by the Department of Natural Resources (DNR). It is the Contractor’s 2
responsibility to be familiar with the DNR requirements and to verify whether or not 3
IFPL applies to the specific project. 4
5
If the Contractor wishes to continue a work activity that is prohibited under an 6
industrial fire precaution level, the Contractor shall obtain a waiver from the DNR and 7
provide a copy to the Engineer prior to continuation of work on the project. 8
9
If the IFPL requirements prohibit the Contractor from performing Work the Contractor 10
may be eligible for an unworkable day in accordance with Section 1-08.5. 11
12
The Contractor shall comply with the requirements of these provisions at no 13
additional cost to the Contracting Agency. 14
15
1-07.8 High-Visibility Apparel 16
The last paragraph is revised to read: 17
18
High-visibility garments shall be labeled as, and in a condition compliant with the 19
ANSI/ISEA 107 (2004 or later version) and shall be used in accordance with manufacturer 20
recommendations. 21
22
1-07.8(1) Traffic Control Personnel 23
In this section, references to “ANSI/ISEA 107-2004” are revised to read “ANSI/ISEA 107”. 24
25
1-07.8(2) Non-Traffic Control Personnel 26
In this section, the reference to “ANSI/ISEA 107-2004” is revised to read “ANSI/ISEA 107”. 27
28
1-07.9(2) Posting Notices 29
Items 1 and 2 are revised to read: 30
31
1. EEOC - P/E-1 (revised 11/09, supplemented 09/15) – Equal Employment 32
Opportunity IS THE LAW published by US Department of Labor. Post for projects 33
with federal-aid funding. 34
35
2. FHWA 1022 (revised 05/15) – NOTICE Federal-Aid Project published by Federal 36
Highway Administration (FHWA). Post for projects with federal-aid funding. 37
38
Items 5, 6 and 7 are revised to read: 39
40
5. WHD 1420 (revised 02/13) – Employee Rights and Responsibilities Under The 41
Family And Medical Leave Act published by US Department of Labor. Post on all 42
projects. 43
44
6. WHD 1462 (revised 01/16) – Employee Polygraph Protection Act published by US 45
Department of Labor. Post on all projects. 46
47
7. F416-081-909 (revised 09/15) – Job Safety and Health Law published by 48
Washington State Department of Labor and Industries. Post on all projects. 49
50
Items 9 and 10 are revised to read: 51
52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 6 (Revised: 8/7/17)
2018
9. F700-074-909 (revised 06/13) – Your Rights as a Worker in Washington State by 1
Washington State Department of Labor and Industries (L&I). Post on all projects. 2
3
10. EMS 9874 (revised 10/15) – Unemployment Benefits published by Washington 4
State Employment Security Department. Post on all projects. 5
6
1-07.15(1) Spill Prevention, Control, and Countermeasures Plan 7
The second sentence of the first paragraph is deleted. 8
9
The first sentence of the second paragraph is revised to read: 10
11
The SPCC Plan shall address all fuels, petroleum products, hazardous materials, and 12
other materials defined in Chapter 447 of the WSDOT Environmental Manual M 31-11. 13
14
Item number four of the fourth paragraph (up until the colon) is revised to read: 15
16
4. Potential Spill Sources – Describe each of the following for all potentially hazardous 17
materials brought or generated on-site, including but not limited to materials used for 18
equipment operation, refueling, maintenance, or cleaning: 19
20
The first sentence of item 7e of the fourth paragraph is revised to read: 21
22
BMP methods and locations where they are used to prevent discharges to ground or 23
water during mixing and transfer of hazardous materials and fuel. 24
25
The last paragraph is deleted. 26
27
Section 1-08, Prosecution and Progress 28
June 1, 2017 29
1-08.1 Subcontracting 30
The eighth and ninth paragraphs are revised to read: 31
32
On all projects, the Contractor shall certify to the actual amounts paid to all firms that were 33
used as Subcontractors, lower tier subcontractors, manufacturers, regular dealers, or 34
service providers on the Contract. This includes all Disadvantaged, Minority, Small, 35
Veteran or Women’s Business Enterprise firms. This Certification shall be submitted to 36
the Engineer on a monthly basis each month between Execution of the Contract and 37
Physical Completion of the Contract using the application available at: 38
https://wsdot.diversitycompliance.com. A monthly report shall be submitted for every 39
month between Execution of the Contract and Physical Completion regardless of whether 40
payments were made or work occurred. 41
42
The Contractor shall comply with the requirements of RCW 39.04.250, 39.76.011, 43
39.76.020, and 39.76.040, in particular regarding prompt payment to Subcontractors. 44
Whenever the Contractor withholds payment to a Subcontractor for any reason including 45
disputed amounts, the Contractor shall provide notice within 10 calendar days to the 46
Subcontractor with a copy to the Contracting Agency identifying the reason for the 47
withholding and a clear description of what the Subcontractor must do to have the 48
withholding released. Retainage withheld by the Contractor prior to completion of the 49
Subcontractors work is exempt from reporting as a payment withheld and is not included 50
in the withheld amount. The Contracting Agency’s copy of the notice to Subcontractor for 51
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 7 (Revised: 8/7/17)
2018
deferred payments shall be submitted to the Engineer concurrently with notification to the 1
Subcontractor. 2
3
1-08.1(1) Prompt Payment, Subcontract Completion and Return of Retainage 4
Withheld 5
In item number 5 of the first paragraph, “WSDOT” is revised to read “Contracting Agency”. 6
7
The last sentence in item number 11 of the first paragraph is revised to read: 8
9
The Contractor may also require any documentation from the Subcontractor that is 10
required by the subcontract or by the Contract between the Contractor and Contracting 11
Agency or by law such as affidavits of wages paid, and material acceptance certifications 12
to the extent that they relate to the Subcontractor’s Work. 13
14
Item number 12 of the first paragraph is revised to read: 15
16
12. If the Contractor fails to comply with the requirements of the Specification and the 17
Subcontractor’s retainage or retainage bond is wrongfully withheld, the Contractor 18
will be subject to the actions described in No. 7 listed above. The Subcontractor may 19
also seek recovery against the Contractor under applicable prompt pay statutes in 20
addition to any other remedies provided for by the subcontract or by law. 21
22
1-08.5 Time for Completion 23
In item 2c of the last paragraph, “Quarterly Reports” is revised to read “Monthly Reports”. 24
25
Section 1-09, Measurement and Payment 26
April 4, 2016 27
1-09.6 Force Account 28
The second sentence of item number 4 is revised to read: 29
30
A “specialized service” is a work operation that is not typically done by worker 31
classifications as defined by the Washington State Department of Labor and Industries 32
and by the Davis Bacon Act, and therefore bills by invoice for work in road, bridge and 33
municipal construction. 34
35
Section 1-10, Temporary Traffic Control 36
January 3, 2017 37
1-10.1(2) Description 38
The first paragraph is revised to read: 39
40
The Contractor shall provide flaggers and all other personnel required for labor for traffic 41
control activities that are not otherwise specified as being furnished by the Contracting 42
Agency. 43
44
In the third paragraph, “Project Engineer” is revised to read “Engineer”. 45
46
The following new paragraph is inserted after the third paragraph: 47
48
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 8 (Revised: 8/7/17)
2018
The Contractor shall keep lanes, on-ramps, and off-ramps, open to traffic at all times 1
except when Work requires closures. Ramps shall not be closed on consecutive 2
interchanges at the same time, unless approved by the Engineer. Lanes and ramps shall 3
be closed for the minimum time required to complete the Work. When paving hot mix 4
asphalt the Contractor may apply water to the pavement to shorten the time required 5
before reopening to traffic. 6
7
1-10.3(2)C Lane Closure Setup/Takedown 8
The following new paragraph is inserted before the last paragraph: 9
10
Channelization devices shall not be moved by traffic control personnel across an open 11
lane of traffic. If an existing setup or staging of traffic control devices require crossing an 12
open lane of traffic, the traffic control devices shall be taken down completely and then 13
set up in the new configuration. 14
15
Section 2-02, Removal of Structures and Obstructions 16
August 7, 2017 17
2-02.3(2)A Bridge Removal 18
This section’s title is revised to read: 19
20
Bridge and Structure Removal 21
22
Section 2-03, Roadway Excavation and Embankment 23
August 1, 2016 24
2-03.3(7)C Contractor-Provided Disposal Site 25
The second paragraph is revised to read: 26
27
The Contractor shall acquire all permits and approvals required for the use of the disposal 28
sites before any waste is hauled off the project. The Contractor shall submit a Type 1 29
Working Drawing consisting of copies of the permits and approvals for any disposal sites 30
to be used. The cost of any such permits and approvals shall be included in the Bid prices 31
for other Work. 32
33
The third paragraph is deleted. 34
35
Section 2-06, Subgrade Preparation 36
January 3, 2017 37
2-06.3(2) Subgrade for Pavement 38
The second sentence in the first paragraph is revised to read: 39
40
The Contractor shall compact the Subgrade to a depth of 6 inches to 95 percent of 41
maximum density as determined by the compaction control tests for granular materials. 42
43
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 9 (Revised: 8/7/17)
2018
Section 3-04, Acceptance of Aggregate 1
January 3, 2017 2
3-04.5 Payment 3
In Table 1, the Contingent Unit Price Per Ton value for the item HMA Aggregate is revised 4
to read “$15.00”. 5
6
Section 4-04, Ballast and Crush Surfacing 7
January 3, 2017 8
4-04.3(5) Shaping and Compaction 9
The first sentence is revised to read: 10
11
Immediately following spreading and final shaping, each layer of surfacing shall be 12
compacted to at least 95 percent of maximum density determined by the requirements of 13
Section 2-03.3(14)D before the next succeeding layer of surfacing or pavement is placed. 14
15
Section 5-01, Cement Concrete Pavement Rehabilitation 16
January 3, 2017 17
In this section, “portland cement” is revised to read “cement”. 18
19
5-01.2 Materials 20
In the first paragraph, the following item is inserted after the item “Joint Sealants”: 21
22
Closed Cell Foam Backer Rod 9-04.2(3)A 23
24
5-01.3(1)A Concrete Mix Designs 25
This section, including title, is revised to read: 26
27
5-01.3(1)A Mix Designs 28
The Contractor shall use either concrete patching materials or cement concrete for the 29
rehabilitation of cement concrete pavement. Concrete patching materials shall be used 30
for spall repair and dowel bar retrofitting and cement concrete shall be used for concrete 31
panel replacement. 32
33
5-01.3(1)A1 Concrete Patching Materials 34
Item number 1 is revised to read: 35
36
1. Materials – The prepackaged concrete patching material and the aggregate 37
extender shall conform to Section 9-20. 38
39
5-01.3(1)A2 Portland Cement Concrete 40
This section, including title, is revised to read: 41
42
5-01.3(1)A2 Cement Concrete for Panel Replacement 43
Cement concrete for panel replacement shall meet the requirements of Sections 5-05.3(1) 44
and 5-05.3(2) and be air entrained with a design air content of 5.5 percent. Cement 45
concrete for panel replacement may use rapid hardening hydraulic cement meeting the 46
requirements of Section 9-01.2(2). Rapid hardening hydraulic cement will be considered 47
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 10 (Revised: 8/7/17)
2018
a cementitious material for the purpose of calculating the water/cementitious materials 1
ratio and the minimum cementitious materials requirement. 2
3
5-01.3(1)B Equipment 4
This section’s title is revised to read: 5
6
Equipment for Panel Replacement 7
8
5-01.3(2)B Portland Cement Concrete 9
This section’s title is revised to read: 10
11
Cement Concrete for Panel Replacement 12
13
This section is supplemented with the following new subsection: 14
15
5-01.3(2)B1 Conformance to Mix Design 16
Acceptance of cement concrete pavement for panel replacement shall be in accordance 17
with Section 5-01.3(2)B. The cement, coarse, and fine aggregate weights shall be within 18
the tolerances of the mix design in accordance with Section 5-05.3(1). 19
20
5-01.3(2)B1 Rejection of Concrete 21
This section is renumbered as follows: 22
23
5-01.3(2)B2 Rejection of Concrete 24
25
5-01.3(4) Replace Portland Cement Concrete Panel 26
This section’s title is revised to read: 27
28
Replace Cement Concrete Panel 29
30
5-01.3(8) Sealing Existing Transverse and Longitudinal Joints 31
This section’s title is revised to read: 32
33
Sealing Existing Longitudinal and Transverse Joint 34
35
The first paragraph is revised to read: 36
37
The Contractor shall clean and seal existing longitudinal and transverse joints where 38
shown in the Plans or as marked by the Engineer. 39
40
The first sentence of the second paragraph is revised to read: 41
42
Old sealant and incompressible material shall be completely removed from the joint to the 43
depth of the new reservoir with a diamond blade saw in accordance with the detail shown 44
in the Standard Plans. 45
46
The fifth paragraph is revised to read: 47
48
Immediately prior to sealing, the cracks shall be blown clean with dry oil-free compressed 49
air. If shown in the Plans, a backer rod shall be placed at the base of the sawn reservoir. 50
The joints shall be completely dry before the sealing installation may begin. Immediately 51
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 11 (Revised: 8/7/17)
2018
following the air blowing and backer rod placement, if required, the sealant material shall 1
be installed in conformance to manufacturer’s recommendations and in accordance 2
with Section 5-05.3(8)B. 3
4
5-01.3(9) Portland Cement Concrete Pavement Grinding 5
This section’s title is revised to read: 6
7
Cement Concrete Pavement Grinding 8
9
5-01.3(11) Concrete Slurry and Grinding Residue 10
The last sentence of the first paragraph is revised to read: 11
12
Slurry shall not be allowed to drain into an area open to traffic, off of the paved surface, 13
into any drainage structure, water of the state, or wetlands. 14
15
The following new sentence is inserted at the end of the second paragraph: 16
17
The Contractor shall submit copies of all disposal tickets to the Engineer within 5 calendar 18
days. 19
20
5-01.4 Measurement 21
The fourth paragraph is revised to read: 22
23
Sealing existing longitudinal and transverse joint will be measured by the linear foot, 24
measured along the line of the completed joint. 25
26
5-01.5 Payment 27
The Bid item “Sealing Transverse and Longitudinal Joints”, per linear foot and the paragraph 28
following Bid item are revised to read: 29
30
“Sealing Existing Longitudinal and Transverse Joint”, per linear foot. 31
32
The unit Contract price per linear foot for “Sealing Existing Longitudinal and Transverse 33
Joint”, shall be full payment for all costs to complete the Work as specified, including 34
removing incompressible material, preparing and sealing existing transverse and 35
longitudinal joints where existing transverse and longitudinal joints are cleaned and for all 36
incidentals required to complete the Work as specified. 37
38
Section 5-02, Bituminous Surface Treatment 39
April 4, 2016 40
5-02.3(2) Preparation of Roadway Surface 41
This section is supplemented with the following new subsection: 42
43
5-02.3(2)E Crack Sealing 44
Where shown in the Plans, seal cracks and joints in the pavement in accordance with 45
Section 5-04.3(4)A1 and the following: 46
47
1. Cracks ¼ inch to 1 inch in width - fill with hot poured sealant. 48
49
2. Cracks greater than 1 inch in width – fill with sand slurry. 50
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 12 (Revised: 8/7/17)
2018
1
Section 5-04, Hot Mix Asphalt 2
April 3, 2017 3
This section (and all subsections) is revised to read: 4
5
This Section 5-04 is written in a style which, unless otherwise indicated, shall be 6
interpreted as direction to the Contractor. 7
8
5-04.1 Description 9
This Work consists of providing and placing one or more layers of plant-mixed hot mix 10
asphalt (HMA) on a prepared foundation or base, in accordance with these Specifications 11
and the lines, grades, thicknesses, and typical cross-sections shown in the Plans. The 12
manufacture of HMA may include warm mix asphalt (WMA) processes in accordance with 13
these Specifications. 14
15
HMA shall be composed of asphalt binder and mineral materials as required, and may 16
include reclaimed asphalt pavement (RAP) or reclaimed asphalt shingles (RAS), mixed 17
in the proportions specified to provide a homogeneous, stable, and workable mix. 18
19
5-04.2 Materials 20
Provide materials as specified in these sections: 21
22
Asphalt Binder 9-02.1(4) 23
Cationic Emulsified Asphalt 9-02.1(6) 24
Anti-Stripping Additive 9-02.4 25
Warm Mix Asphalt Additive 9-02.5 26
Aggregates 9-03.8 27
Reclaimed Asphalt Pavement (RAP) 9-03.8(3)B 28
Reclaimed Asphalt Shingles (RAS) 9-03.8(3)B 29
Mineral Filler 9-03.8(5) 30
Recycled Material 9-03.21 31
Joint Sealants 9-04.2 32
Closed Cell Foam Backer Rod 9-04.2(3)A 33
34
5-04.2(1) How to Get an HMA Mix Design on the QPL 35
Comply with each of the following: 36
37
• Develop the mix design in accordance with WSDOT SOP 732. 38
39
• Develop a mix design that complies with Sections 9-03.8(2) and 9-03.8(6). 40
41
• Develop a mix design no more than 6 months prior to submitting it for QPL 42
evaluation. 43
44
• Submit mix designs to the WSDOT State Materials Laboratory in Tumwater, 45
including WSDOT Form 350-042. 46
47
• Include representative samples of the materials that are to be used in the 48
HMA production as part of the mix design submittal. 49
50
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 13 (Revised: 8/7/17)
2018
• Identify the brand, type, and percentage of anti-stripping additive in the mix 1
design submittal. 2
3
• Include with the mix design submittal a certification from the asphalt binder 4
supplier that the anti-stripping additive is compatible with the crude source 5
and the formulation of asphalt binder proposed for use in the mix design. 6
7
• Do not include warm mix asphalt (WMA) additives when developing a mix 8
design or submitting a mix design for QPL evaluation. The use of warm mix 9
asphalt (WMA) additives is not part of the process for obtaining approval for 10
listing a mix design on the QPL. Refer to Section 5-04.2(2)B. 11
12
The Contracting Agency’s basis for approving, testing, and evaluating HMA mix 13
designs for approval on the QPL is dependent on the contractual basis for 14
acceptance of the HMA mixture, as shown in Table 1. 15
16
Table 1
Basis for Contracting Agency Evaluation of HMA Mix Designs for
Approval on the QPL
Contractual Basis
for Acceptance of
HMA Mixture (see
Section 5-04.3(9))
Basis for Contracting
Agency Approval of
Mix Design for
Placement on QPL
Contracting Agency
Materials Testing for
Evaluation of the Mix
Design
Statistical Evaluation WSDOT Standard
Practice QC-8
The Contracting Agency
will test the mix design
materials for compliance
with Sections 9-03.8(2)
and 9-03.8(6).
Visual Evaluation
Review of Form 350-042
for compliance with
Sections 9-03.8(2) and
9-03.8(6)
The Contracting Agency
may elect to test the mix
design materials, or
evaluate in accordance
with WSDOT Standard
Practice QC-8, at its sole
discretion.
17
If the Contracting Agency approves the mix design, it will be listed on the QPL for 12 18
consecutive months. The Contracting Agency may extend the 12 month listing 19
provided the Contractor submits a certification letter to the Qualified Products 20
Engineer verifying that the aggregate source and job mix formula (JMF) gradation, 21
and asphalt binder crude source and formulation have not changed. The Contractor 22
may submit the certification no sooner than three months prior to expiration of the 23
initial 12 month mix design approval. Within 7 calendar days of receipt of the 24
Contractor’s certification, the Contracting Agency will update the QPL. The maximum 25
duration for approval of a mix design and listing on the QPL will be 24 months from 26
the date of initial approval or as approved by the Engineer. 27
28
5-04.2(1)A Mix Designs Containing RAP and/or RAS 29
Mix designs are classified by the RAP and/or RAS content as shown in Table 2. 30
31
Table 2
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 14 (Revised: 8/7/17)
2018
Mix Design Classification Based on RAP/RAS Content
RAP/RAS Classification RAP/RAS Content1
Low RAP/No RAS 0% ≤ RAP% ≤ 20% and RAS% =
0%
High RAP/Any RAS 20% < RAP% ≤ Maximum
Allowable RAP2
and/or
0% < RAS% ≤ Maximum
Allowable RAS2
1Percentages in this table are by total weight of HMA
2See Table 4 to determine the limits on the maximum amount RAP
and/or RAS.
1
5-04.2(1)A1 Low RAP/No RAS – Mix Design Submittals for Placement 2
on QPL 3
For Low RAP/No RAS mix designs, comply with the following additional 4
requirements: 5
6
1. Develop the mix design with or without the inclusion of RAP. 7
8
2. The asphalt binder grade shall be the grade indicated in the Bid 9
item name or as otherwise required by the Contract. 10
11
3. Submit samples of RAP if used in development of the mix design. 12
13
4. Testing RAP or RAS stockpiles is not required for obtaining 14
approval for placing these mix designs on the QPL. 15
16
5-04.2(1)A2 High RAP/Any RAS - Mix Design Submittals for 17
Placement on QPL 18
For High RAP/Any RAS mix designs, comply with the following additional 19
requirements: 20
21
1. For mix designs with any RAS, test the RAS stockpile (and RAP 22
stockpile if any RAP is in the mix design) in accordance with Table 23
3. 24
25
2. For High RAP mix designs with no RAS, test the RAP stockpile in 26
accordance with Table 3. 27
28
3. For mix designs with High RAP/Any RAS, construct a single 29
stockpile for RAP and a single stockpile for RAS and isolate 30
(sequester) these stockpiles from further stockpiling before 31
beginning development of the mix design. Test the RAP and RAS 32
during stockpile construction as required by item 1 and 2 above. 33
Use the test data in developing the mix design, and report the test 34
data to the Contracting Agency on WSDOT Form 350-042 as part 35
of the mix design submittal for approval on the QPL. Account for 36
the reduction in asphalt binder contributed from RAS in 37
accordance with AASHTO PP 78. Do not add to these stockpiles 38
after starting the mix design process. 39
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 15 (Revised: 8/7/17)
2018
1
Table 3
Test Frequency of RAP/RAS During RAP/RAS Stockpile
Construction For Approving a High RAP/Any RAS Mix
Design for Placement on the QPL
Test Frequency1 Test for Test Method
• 1/1000 tons of
RAP (minimum
of 10 per mix
design) and
• 1/100 tons of
RAS (minimum
of 10 per mix
design)
Asphalt Binder
Content and Sieve
Analysis of Fine
and Coarse
Aggregate
FOP for AASHTO
T 308
and
FOP for WAQTC T
27/T 11
1“tons”, in this table, refers to tons of the reclaimed material
before being incorporated into HMA.
2
4. Limit the amount of RAP and/or RAS used in a High RAP/Any RAS 3
mix design by the amount of binder contributed by the RAP and/or 4
RAS, in accordance with Table 4. 5
6
Table 4
Maximum Amount of RAP and/or RAS in HMA Mixture
Maximum Amount of Binder Contributed from:
RAP RAS
40%1 minus contribution of
binder from RAS 20%2
1 Calculated as the weight of asphalt binder contributed from the
RAP as a percentage of the total weight of asphalt binder in
the mixture.
2 Calculated as the weight of asphalt binder contributed from the
RAS as a percentage of the total weight of asphalt binder in
the mixture.
7
5. Develop the mix design including RAP, RAS, recycling agent, and 8
new binder. 9
10
6. Extract, recover, and test the asphalt residue from the RAP and 11
RAS stockpiles to determine the percent of recycling agent and/or 12
grade of new asphalt binder needed to meet but not exceed the 13
performance grade (PG) of asphalt binder required by the 14
Contract. 15
16
a. Perform the asphalt extraction in accordance with AASHTO T 17
164 or ASTM D 2172 using reagent grade solvent. 18
19
b. Perform the asphalt recovery in accordance with AASHTO R 20
59 or ASTM D 1856. 21
22
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 16 (Revised: 8/7/17)
2018
c. Test the recovered asphalt residue in accordance with 1
AASHTO R 29 to determine the asphalt binder grade in 2
accordance with Section 9-02.1(4). 3
4
d. After determining the recovered asphalt binder grade, 5
determine the percent of recycling agent and/or grade of new 6
asphalt binder in accordance with ASTM D 4887. 7
8
e. Test the final blend of recycling agent, binder recovered from 9
the RAP and RAS, and new asphalt binder in accordance with 10
AASHTO R 29. The final blended binder shall meet but not 11
exceed the performance grade of asphalt binder required by 12
the Contract and comply with the requirements of Section 9-13
02.1(4). 14
15
7. Include the following test data with the mix design submittal: 16
17
a. All test data from RAP and RAS stockpile construction. 18
19
b. All data from testing the recovered and blended asphalt 20
binder. 21
22
8. Include representative samples of the following with the mix 23
design submittal: 24
25
a. RAP and RAS. 26
27
b. 150 grams of recovered asphalt residue from the RAP and 28
RAS that are to be used in the HMA production. 29
30
5-04.2(1)B Commercial HMA - Mix Design Submittal for Placement on 31
QPL 32
For HMA used in the Bid item Commercial HMA, in addition to the requirements 33
of 5-04.2(1) identify the following in the submittal: 34
35
1. Commercial HMA 36
37
2. Class of HMA 38
39
3. Performance grade of binder 40
41
4. Equivalent Single Axle Load (ESAL) 42
43
The Contracting Agency may elect to approve Commercial HMA mix designs 44
without evaluation. 45
46
5-04.2(1)C Mix Design Resubmittal for QPL Approval 47
Develop a new mix design and resubmit for approval on the QPL when any of 48
the following changes occur. When these occur, discontinue using the mix 49
design until after it is reapproved on the QPL. 50
51
1. Change in the source of crude petroleum used in the asphalt binder. 52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 17 (Revised: 8/7/17)
2018
1
2. Changes in the asphalt binder refining process. 2
3
3. Changes in additives or modifiers in the asphalt binder. 4
5
4. Changes in the anti-strip additive, brand, type or quantity. 6
7
5. Changes to the source of material for aggregate. 8
9
6. Changes to the job mix formula that exceed the amounts as described 10
in item 2 of Section 9-03.8(7), unless otherwise approved by the 11
Engineer. 12
13
7. Changes in the percentage of material from a stockpile, when such 14
changes exceed 5% of the total aggregate weight. 15
16
a. For Low RAP/No RAS mix designs developed without RAP, 17
changes to the percentage of material from a stockpile will be 18
calculated based on the total aggregate weight not including the 19
weight of RAP. 20
21
b. For Low RAP/No RAS mix designs developed with RAP, changes 22
to the percentage of material from a stockpile will be calculated 23
based on the total aggregate weight including the weight of RAP. 24
25
c. For High RAP/Any RAS mix designs, changes in the percentage 26
of material from a stockpile will be based on total aggregate weight 27
including the weight of RAP (and/or RAS when included in the 28
mixture). 29
30
Prior to making any change in the amount of RAS in an approved mix design, 31
notify the Engineer for determination of whether a new mix design is required, 32
and obtain the Engineer’s approval prior to implementing such changes. 33
34
5-04.2(2) Mix Design – Obtaining Project Approval 35
Use only mix designs listed on the Qualified Products List (QPL). Submit WSDOT 36
Form 350-041 to the Engineer to request approval to use a mix design from the QPL. 37
Changes to the job mix formula (JMF) that have been approved on other contracts 38
may be included. The Engineer may reject a request to use a mix design if production 39
of HMA using that mix design on any contract is not in compliance with Section 5-40
04.3(11)D, E, F, and G for mixture or compaction. 41
42
5-04.2(2)A Changes to the Job Mix Formula 43
The approved mix design obtained from the QPL will be considered the starting 44
job mix formula (JMF) and shall be used as the initial basis for acceptance of 45
HMA mixture, as detailed in Section 5-04.3(9). 46
47
During production the Contractor may request to adjust the JMF. Any 48
adjustments to the JMF will require approval of the Engineer and shall be made 49
in accordance with item 2 of Section 9-03.8(7). After approval by the Engineer, 50
such adjusted JMF’s shall constitute the basis for acceptance of the HMA 51
mixture. 52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 18 (Revised: 8/7/17)
2018
1
5-04.2(2)B Using Warm Mix Asphalt Processes 2
The Contractor may, at the Contractor’s discretion, elect to use warm mix 3
asphalt (WMA) processes for producing HMA. WMA processes include organic 4
additives, chemical additives, and foaming. The use of WMA is subject to the 5
following: 6
7
• Do not use WMA processes in the production of High RAP/Any RAS 8
mixtures. 9
• Before using WMA processes, obtain the Engineer’s approval using 10
WSDOT Form 350-076 to describe the proposed WMA process. 11
12
5-04.3 Construction Requirements 13
5-04.3(1) Weather Limitations 14
Do not place HMA for wearing course on any Traveled Way beginning October 1st 15
through March 31st of the following year, without written concurrence from the 16
Engineer. 17
18
Do not place HMA on any wet surface, or when the average surface temperatures 19
are less than those specified in Table 5, or when weather conditions otherwise 20
prevent the proper handling or finishing of the HMA. 21
22
Table 5
Minimum Surface Temperature for Paving
Compacted
Thickness (Feet) Wearing Course Other Courses
Less than 0.10 55°F 45°F
0.10 to 0.20 45°F 35°F
More than 0.20 35°F 35°F
23
5-04.3(2) Paving Under Traffic 24
These requirements apply when the Roadway being paved is open to traffic. 25
26
In hot weather, the Engineer may require the application of water to the pavement to 27
accelerate the finish rolling of the pavement and to shorten the time required before 28
reopening to traffic. 29
30
During paving operations, maintain temporary pavement markings throughout the 31
project. Install temporary pavement markings on the Roadway prior to opening to 32
traffic. Temporary pavement markings shall comply with Section 8-23. 33
34
5-04.3(3) Equipment 35
5-04.3(3)A Mixing Plant 36
Equip mixing plants as follows. 37
38
1. Use tanks for storage and preparation of asphalt binder which: 39
40
• Heat the contents by means that do not allow flame to contact the 41
contents or the tank, such as by steam or electricity. 42
43
• Heat and hold contents at the required temperatures. 44
45
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 19 (Revised: 8/7/17)
2018
• Continuously circulate contents to provide uniform temperature 1
and consistency during the operating period. 2
3
• Provide an asphalt binder sampling valve, in either the storage 4
tank or the supply line to the mixer. 5
6
2. Provide thermometric equipment: 7
8
• In the asphalt binder feed line near the charging valve at the mixer 9
unit, capable of detecting temperature ranges expected in the 10
HMA and in a location convenient and safe for access by 11
Inspectors. 12
13
• At the discharge chute of the drier to automatically register or 14
indicate the temperature of the heated aggregates, and situated in 15
full view of the plant operator. 16
17
3. When heating asphalt binder: 18
19
• Do not exceed the maximum temperature of the asphalt binder 20
recommended by the asphalt binder supplier. 21
22
• Avoid local variations in heating. 23
24
• Provide a continuous supply of asphalt binder to the mixer at a 25
uniform average temperature with no individual variations 26
exceeding 25°F. 27
28
4. Provide a mechanical sampler for sampling mineral materials 29
that: 30
31
• Meets the crushing or screening requirements of Section 1-05.6. 32
33
5. Provide HMA sampling equipment that complies with WSDOT 34
T168. 35
36
• Use a mechanical sampling device installed between the 37
discharge of the silo and the truck transport, approved by the 38
Engineer, or 39
40
• Platforms or devices to enable sampling from the truck transport 41
without entering the truck transport for sampling HMA. 42
43
6. Provide for setup and operation of the Contracting Agency’s field 44
testing: 45
46
• As required in Section 3-01.2(2). 47
48
7. Provide screens or a lump breaker: 49
50
• When using any RAP or any RAS, to eliminate oversize RAP or 51
RAS particles from entering the pug mill or drum mixer. 52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 20 (Revised: 8/7/17)
2018
1
5-04.3(3)B Hauling Equipment 2
Provide HMA hauling equipment with tight, clean, smooth metal beds and a 3
cover of canvas or other suitable material of sufficient size to protect the HMA 4
from adverse weather. Securely attach the cover to protect the HMA whenever 5
the weather conditions during the work shift include, or are forecast to include, 6
precipitation or an air temperature less than 45°F. 7
8
Prevent HMA from adhering to the hauling equipment. Spray metal beds with an 9
environmentally benign release agent. Drain excess release agent prior to filling 10
hauling equipment with HMA. Do not use petroleum derivatives or other coating 11
material that contaminate or alter the characteristics of the HMA. For hopper 12
trucks, operate the conveyer during the process of applying the release agent. 13
14
5-04.3(3)C Pavers 15
Use self-contained, power-propelled pavers provided with an internally heated 16
vibratory screed that is capable of spreading and finishing courses of HMA in 17
lane widths required by the paving section shown in the Plans. 18
19
When requested by the Engineer, provide written certification that the paver is 20
equipped with the most current equipment available from the manufacturer for 21
the prevention of segregation of the coarse aggregate particles. The certification 22
shall list the make, model, and year of the paver and any equipment that has 23
been retrofitted to the paver. 24
25
Operate the screed in accordance with the manufacturer’s recommendations 26
and in a manner to produce a finished surface of the required evenness and 27
texture without tearing, shoving, segregating, or gouging the mixture. Provide 28
a copy of the manufacturer’s recommendations upon request by the Contracting 29
Agency. Extensions to the screed will be allowed provided they produce the 30
same results, including ride, density, and surface texture as obtained by the 31
primary screed. In the Travelled Way do not use extensions without both augers 32
and an internally heated vibratory screed. 33
34
Equip the paver with automatic screed controls and sensors for either or both 35
sides of the paver. The controls shall be capable of sensing grade from an 36
outside reference line, sensing the transverse slope of the screed, and providing 37
automatic signals that operate the screed to maintain the desired grade and 38
transverse slope. Construct the sensor so it will operate from a reference line or 39
a mat referencing device. The transverse slope controller shall be capable of 40
maintaining the screed at the desired slope within plus or minus 0.1 percent. 41
42
Equip the paver with automatic feeder controls, properly adjusted to maintain a 43
uniform depth of material ahead of the screed. 44
45
Manual operation of the screed is permitted in the construction of irregularly 46
shaped and minor areas. These areas include, but are not limited to, gore areas, 47
road approaches, tapers and left-turn channelizations. 48
49
When specified in the Contract, provide reference lines for vertical control. Place 50
reference lines on both outer edges of the Traveled Way of each Roadway. 51
Horizontal control utilizing the reference line is permitted. Automatically control 52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 21 (Revised: 8/7/17)
2018
the grade and slope of intermediate lanes by means of reference lines or a mat 1
referencing device and a slope control device. When the finish of the grade 2
prepared for paving is superior to the established tolerances and when, in the 3
opinion of the Engineer, further improvement to the line, grade, cross-section, 4
and smoothness can best be achieved without the use of the reference line, a 5
mat referencing device may be substituted for the reference line. Substitution of 6
the device will be subject to the continued approval of the Engineer. A joint 7
matcher may be used subject to the approval of the Engineer. The reference line 8
may be removed after completion of the first course of HMA when approved by 9
the Engineer. Whenever the Engineer determines that any of these methods are 10
failing to provide the necessary vertical control, the reference lines will be 11
reinstalled by the Contractor. 12
13
Furnish and install all pins, brackets, tensioning devices, wire, and accessories 14
necessary for satisfactory operation of the automatic control equipment. 15
16
If the paving machine in use is not providing the required finish, the Engineer 17
may suspend Work as allowed by Section 1-08.6. 18
19
5-04.3(3)D Material Transfer Device or Material Transfer Vehicle 20
Use a material transfer device (MTD) or material transfer vehicle (MTV) to 21
deliver the HMA from the hauling equipment to the paving machine for any lift in 22
(or partially in) the top 0.30 feet of the pavement section used in traffic lanes. 23
However, an MTD/V is not required for HMA placed in irregularly shaped and 24
minor areas such as tapers and turn lanes, or for HMA mixture that is accepted 25
by Visual Evaluation. At the Contractor’s request the Engineer may approve 26
paving without an MTD/V; the Engineer will determine if an equitable adjustment 27
in cost or time is due. If a windrow elevator is used, the Engineer may limit the 28
length of the windrow in urban areas or through intersections. 29
30
To be approved for use, an MTV: 31
32
1. Shall be a self-propelled vehicle, separate from the hauling vehicle or 33
paver. 34
35
2. Shall not connected to the hauling vehicle or paver. 36
37
3. May accept HMA directly from the haul vehicle or pick up HMA from a 38
windrow. 39
40
4. Shall mix the HMA after delivery by the hauling equipment and prior to 41
placement into the paving machine. 42
43
5. Shall mix the HMA sufficiently to obtain a uniform temperature 44
throughout the mixture. 45
46
To be approved for use, an MTD: 47
48
1. Shall be positively connected to the paver. 49
50
2. May accept HMA directly from the haul vehicle or pick up HMA from a 51
windrow. 52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 22 (Revised: 8/7/17)
2018
1
3. Shall mix the HMA after delivery by the hauling equipment and prior to 2
placement into the paving machine. 3
4
4. Shall mix the HMA sufficiently to obtain a uniform temperature 5
throughout the mixture. 6
7
5-04.3(3)E Rollers 8
Operate rollers in accordance with the manufacturer’s recommendations. When 9
requested by the Engineer, provide a Type 1 Working Drawing of the 10
manufacturer’s recommendation for the use of any roller planned for use on the 11
project. Do not use rollers that crush aggregate, produce pickup or washboard, 12
unevenly compact the surface, displace the mix, or produce other undesirable 13
results. 14
15
5-04.3(4) Preparation of Existing Paved Surfaces 16
Before constructing HMA on an existing paved surface, the entire surface of the 17
pavement shall be clean. Entirely remove all fatty asphalt patches, grease drippings, 18
and other deleterious substances from the existing pavement to the satisfaction of 19
the Engineer. Thoroughly clean all pavements or bituminous surfaces of dust, soil, 20
pavement grindings, and other foreign matter. Thoroughly remove any cleaning or 21
solvent type liquids used to clean equipment spilled on the pavement before paving 22
proceeds. Fill all holes and small depressions with an appropriate class of HMA. 23
Level and thoroughly compact the surface of the patched area. 24
25
Apply a uniform coat of asphalt (tack coat) to all paved surfaces on which any course 26
of HMA is to be placed or abutted. Apply tack coat to cover the cleaned existing 27
pavement with a thin film of residual asphalt free of streaks and bare spots. Apply a 28
heavy application of tack coat to all joints. For Roadways open to traffic, limit the 29
application of tack coat to surfaces that will be paved during the same working shift. 30
Equip the spreading equipment with a thermometer to indicate the temperature of 31
the tack coat material. 32
33
Do not operate equipment on tacked surfaces until the tack has broken and cured. 34
Repair tack coat damaged by the Contractor’s operation, prior to placement of the 35
HMA. 36
37
Unless otherwise approved by the Engineer, use cationic emulsified asphalt CSS-1, 38
CSS-1h, STE-1, or Performance Graded (PG) asphalt for tack coat. The CSS-1 and 39
CSS-1h may be diluted with water at a rate not to exceed one part water to one part 40
emulsified asphalt. Do not allow the tack coat material to exceed the maximum 41
temperature recommended by the asphalt supplier. 42
43
When shown in the Plans, prelevel uneven or broken surfaces over which HMA is to 44
be placed by using an asphalt paver, a motor patrol grader, or by hand raking, as 45
approved by the Engineer. 46
47
5-04.3(4)A Crack Sealing 48
5-04.3(4)A1 General 49
When the Proposal includes a pay item for crack sealing, seal all cracks ¼ 50
inch in width and greater. 51
52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 23 (Revised: 8/7/17)
2018
Cleaning: Ensure that cracks are thoroughly clean, dry and free of all loose 1
and foreign material when filling with crack sealant material. Use a hot 2
compressed air lance to dry and warm the pavement surfaces within the 3
crack immediately prior to filling a crack with the sealant material. Do not 4
overheat pavement. Do not use direct flame dryers. Routing cracks is not 5
required. 6
7
Sand Slurry: For cracks that are to be filled with sand slurry, thoroughly mix 8
the components and pour the mixture into the cracks until full. Add additional 9
CSS-1 cationic emulsified asphalt to the sand slurry as needed for 10
workability to ensure the mixture will completely fill the crack. Strike off the 11
sand slurry flush with the existing pavement surface and allow the mixture 12
to cure. Top off cracks that were not completely filled with additional sand 13
slurry. Do not place the HMA overlay until the slurry has fully cured. 14
15
Hot Poured Sealant: For cracks that are to be filled with hot poured 16
sealant, apply the material in accordance with these requirements and the 17
manufacturer's recommendations. Furnish a Type 1 Working Drawing of the 18
manufacturer's product information and recommendations to the Engineer 19
prior to the start of work, including the manufacturer’s recommended 20
heating time and temperatures, allowable storage time and temperatures 21
after initial heating, allowable reheating criteria, and application temperature 22
range. Confine hot poured sealant material within the crack. Clean any 23
overflow of sealant from the pavement surface. If, in the opinion of the 24
Engineer, the Contractor’s method of sealing the cracks with hot poured 25
sealant results in an excessive amount of material on the pavement surface, 26
stop and correct the operation to eliminate the excess material. 27
28
5-04.3(4)A2 Crack Sealing Areas Prior to Paving 29
In areas where HMA will be placed, use sand slurry to fill the cracks. 30
31
5-04.3(4)A3 Crack Sealing Areas Not to be Paved 32
In areas where HMA will not be placed, fill the cracks as follows: 33
34
1. Cracks ¼ inch to 1 inch in width - fill with hot poured sealant. 35
36
2. Cracks greater than 1 inch in width – fill with sand slurry. 37
38
5-04.3(4)B Soil Residual Herbicide 39
Where shown in the Plans, apply one application of an approved soil residual 40
herbicide. Comply with Section 8-02.3(3)B. Complete paving within 48 hours of 41
applying the herbicide. 42
43
Use herbicide registered with the Washington State Department of Agriculture 44
for use under pavement. Before use, obtain the Engineer’s approval of the 45
herbicide and the proposed rate of application. Include the following information 46
in the request for approval of the material: 47
48
1. Brand Name of the Material, 49
50
2. Manufacturer, 51
52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 24 (Revised: 8/7/17)
2018
3. Environmental Protection Agency (EPA) Registration Number, 1
2
4. Material Safety Data Sheet, and 3
4
5. Proposed Rate of Application. 5
6
5-04.3(4)C Pavement Repair 7
Excavate pavement repair areas and backfill these with HMA in accordance with 8
the details shown in the Plans and as staked. Conduct the excavation 9
operations in a manner that will protect the pavement that is to remain. Repair 10
pavement not designated to be removed that is damaged as a result of the 11
Contractor’s operations to the satisfaction of the Engineer at no cost to the 12
Contracting Agency. Excavate only within one lane at a time unless approved 13
otherwise by the Engineer. Do not excavate more area than can be completely 14
backfilled and compacted during the same shift. 15
16
Unless otherwise shown in the Plans or determined by the Engineer, excavate 17
to a depth of 1.0 feet. The Engineer will make the final determination of the 18
excavation depth required. 19
20
The minimum width of any pavement repair area shall be 40 inches unless 21
shown otherwise in the Plans. Before any excavation, sawcut the perimeter of 22
the pavement area to be removed unless the pavement in the pavement repair 23
area is to be removed by a pavement grinder. 24
25
Excavated materials shall be the property of the Contractor and shall be 26
disposed of in a Contractor-provided site off the Right of Way or used in 27
accordance with Sections 2-02.3(3) or 9-03.21. 28
29
Apply a heavy application of tack coat to all surfaces of existing pavement in the 30
pavement repair area, in accordance with Section 5-04.3(4). 31
32
Place the HMA backfill in lifts not to exceed 0.35-foot compacted depth. 33
Thoroughly compact each lift by a mechanical tamper or a roller. 34
35
5-04.3(5) Producing/Stockpiling Aggregates, RAP, & RAS 36
Produce aggregate in compliance with Section 3-01. Comply with Section 3-02 37
for preparing stockpile sites, stockpiling, and removing from stockpile each of 38
the following: aggregates, RAP, and RAS. Provide sufficient storage space for 39
each size of aggregate, RAP and RAS. Fine aggregate or RAP may be uniformly 40
blended with the RAS as a method of preventing the agglomeration of RAS 41
particles. Remove the aggregates, RAP and RAS from stockpile(s) in a manner 42
that ensures minimal segregation when being moved to the HMA plant for 43
processing into the final mixture. Keep different aggregate sizes separated until 44
they have been delivered to the HMA plant. 45
46
5-04.3(5)A Stockpiling RAP or RAS for High RAP/Any RAS Mixes 47
Do not place any RAP or RAS into a stockpile which has been sequestered 48
for a High RAP/Any RAS mix design. Do not incorporate any RAP or RAS 49
into a High RAP/Any RAS mixture from any source other than the stockpile 50
which was sequestered for approval of that particular High RAP/Any RAS 51
mix design. 52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 25 (Revised: 8/7/17)
2018
1
RAP that is used in a Low RAP/No RAS mix is not required to come from a 2
sequestered stockpile. 3
4
5-04.3(6) Mixing 5
The asphalt supplier shall introduce anti-stripping additive, in the amount 6
designated on the QPL for the mix design, into the asphalt binder prior to 7
shipment to the asphalt mixing plant. 8
9
Anti-strip is not required for temporary work that will be removed prior to Physical 10
Completion. 11
12
Use asphalt binder of the grade, and from the supplier, in the approved mix 13
design. 14
15
Prior to introducing reclaimed materials into the asphalt plant, remove wire, 16
nails, and other foreign material. Discontinue use of the reclaimed material if the 17
Engineer, in their sole discretion, determines the wire, nails, or other foreign 18
material to be excessive. 19
20
Size RAP and RAS prior to entering the mixer to provide uniform and thoroughly 21
mixed HMA. If there is evidence of the RAP or RAS not breaking down during 22
the heating and mixing of the HMA, immediately suspend the use of the RAP or 23
RAS until changes have been approved by the Engineer. 24
25
After the required amount of mineral materials, RAP, RAS, new asphalt binder 26
and recycling agent have been introduced into the mixer, mix the HMA until 27
complete and uniform coating of the particles and thorough distribution of the 28
asphalt binder throughout the mineral materials, RAP and RAS is ensured. 29
30
Upon discharge from the mixer, ensure that the temperature of the HMA does 31
not exceed the optimum mixing temperature shown on the approved Mix Design 32
Report by more than 25°F, or as approved by the Engineer. When a WMA 33
additive is included in the manufacture of HMA, do not heat the WMA additive 34
(at any stage of production including in binder storage tanks) to a temperature 35
higher than the maximum recommended by the manufacturer of the WMA 36
additive. 37
38
A maximum water content of 2 percent in the mix, at discharge, will be allowed 39
providing the water causes no problems with handling, stripping, or flushing. If 40
the water in the HMA causes any of these problems, reduce the moisture 41
content. 42
43
During the daily operation, HMA may be temporarily held in approved storage 44
facilities. Do not incorporate HMA into the Work that has been held for more than 45
24 hours after mixing. Provide an easily readable, low bin-level indicator on the 46
storage facility that indicates the amount of material in storage. Waste the HMA 47
in storage when the top level of HMA drops below the top of the cone of the 48
storage facility, except as the storage facility is being emptied at the end of the 49
working shift. Dispose of rejected or waste HMA at no expense to the 50
Contracting Agency. 51
52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 26 (Revised: 8/7/17)
2018
5-04.3(7) Spreading and Finishing 1
Do not exceed the maximum nominal compacted depth of any layer in any 2
course, as shown in Table 6, unless approved by the Engineer: 3
4
Table 6
Maximum Nominal Compacted Depth of Any Layer
HMA Class Wearing Course Other than Wearing
Course
1 inch 0.35 feet 0.35 feet
¾ and ½ inch 0.30 feet 0.35 feet
3⁄8 inch 0.15 feet 0.15 feet
5
Use HMA pavers complying with Section 5-04.3(3) to distribute the mix. On 6
areas where irregularities or unavoidable obstacles make the use of mechanical 7
spreading and finishing equipment impractical, the paving may be done with 8
other equipment or by hand. 9
10
When more than one JMF is being utilized to produce HMA, place the material 11
produced for each JMF with separate spreading and compacting equipment. Do 12
not intermingle HMA produced from more than one JMF. Each strip of HMA 13
placed during a work shift shall conform to a single JMF established for the class 14
of HMA specified unless there is a need to make an adjustment in the JMF. 15
16
5-04.3(8) Aggregate Acceptance Prior to Incorporation in HMA 17
Sample aggregate for meeting the requirements of Section 3-04 prior to being 18
incorporated into HMA. (The acceptance data generated for the Section 3-04 19
acceptance analysis will not be commingled with the acceptance data generated 20
for the Section 5-04.3(9) acceptance analysis.) Aggregate acceptance samples 21
shall be taken as described in Section 3-04. Aggregate acceptance testing will 22
be performed by the Contracting Agency. Aggregate contributed from RAP 23
and/or RAS will not be evaluated under Section 3-04. 24
25
For aggregate that will be used in HMA mixture which will be accepted by 26
Statistical Evaluation, the Contracting Agency’s acceptance of the aggregate 27
will be based on: 28
29
1. Samples taken prior to mixing with asphalt binder, RAP, or RAS; 30
31
2. Testing for the materials properties of fracture, uncompacted void 32
content, and sand equivalent; 33
34
3. Evaluation by the Contracting Agency in accordance with Section 3-04, 35
including price adjustments as described therein. 36
37
For aggregate that will be used in HMA which will be accepted by Visual 38
Evaluation, evaluation in accordance with items 1, 2, and 3 above is at the 39
discretion of the Engineer. 40
41
5-04.3(9) HMA Mixture Acceptance 42
The Contracting Agency will evaluate HMA mixture for acceptance by one of two 43
methods as determined from the criteria in Table 7. 44
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 27 (Revised: 8/7/17)
2018
1
Table 7
Basis of Acceptance for HMA Mixture
Visual Evaluation Statistical Evaluation
Criteria
for
Selecting
the
Evaluation
Method
· Commercial HMA
placed at any
location
· Any HMA placed in:
o sidewalks
o road approaches
o ditches
o slopes
o paths
o trails
o gores
o prelevel
o temporary
pavement1
o pavement repair
· Other nonstructural
applications of HMA
as approved by the
Engineer
· All HMA mixture
other than that
accepted by Visual
Evaluation
1 Temporary pavement is HMA that will be removed before
Physical Completion of the Contract.
2
5-04.3(9)A Test Sections 3
This Section applies to HMA mixture accepted by Statistical Evaluation. A 4
test section is not allowed for HMA accepted by Visual Evaluation. 5
6
The purpose of a test section is to determine whether or not the Contractor’s 7
mix design and production processes will produce HMA meeting the 8
Contract requirements related to mixture. Construct HMA mixture test 9
sections at the beginning of paving, using at least 600 tons and a maximum 10
of 1,000 tons or as specified by the Engineer. Each test section shall be 11
constructed in one continuous operation. 12
13
5-04.3(9)A1 Test Section – When Required, When to Stop 14
Use Tables 8 and 9 to determine when a test section is required, 15
optional, or not allowed, and to determine when performing test 16
sections may end. Each mix design will be evaluated independently for 17
the test section requirements. If more than one test section is required, 18
each test section shall be evaluated separately by the criteria in table 19
8 and 9. 20
21
Table 8
Criteria for Conducting and Evaluating HMA Mixture Test
Sections
(For HMA Mixture Accepted by Statistical Evaluation)
High RAP/Any RAS Low RAP/No
RAS
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 28 (Revised: 8/7/17)
2018
Is Mixture Test
Section Optional or
Mandatory?
Mandatory1 At Contractor’s
Option
Waiting period after
paving the test
section.
4 calendar days2 4 calendar days2
What Must Happen
to Stop Performing
Test Sections?
Meet “Results
Required to Stop
Performing Test
Sections” in Table 9
for High RAP/Any
RAS.
Provide samples
and respond to
WSDOT test
results required by
Table 9 for Low
RAP/No RAS.
1If a mix design has produced an acceptable test section on a
previous contract (paved in the same calendar year, from the
same plant, using the same JMF) the test section may be waived
if approved by the Engineer.
2This is to provide time needed by the Contracting Agency to
complete testing and the Contractor to adjust the mixture in
response to those test results. Paving may resume when this is
done.
1
Table 9
Results Required to Stop Performing HMA Mixture Test
Sections1
(For HMA Mixture Accepted by Statistical Evaluation)
Test Property
Type of HMA
High RAP/Any RAS Low RAP/No
RAS
Gradation
Minimum PFi of 0.95
based on the criteria
in Section 5-
04.3(9)B42
None4
Asphalt Binder
Minimum PFi of 0.95
based on the criteria
in Section 5-
04.3(9)B42
None4
Va
Minimum PFi of 0.95
based on the criteria
in Section 5-
04.3(9)B42
None4
Hamburg Wheel
Track
Indirect Tensile
Strength
Meet requirements
of Section 9-
03.8(2).3
These tests will
not be done as
part of Test
Section.
Aggregates
Sand Equivalent
Uncompacted Void
Content
Fracture
Nonstatistical
Evaluation in
accordance with the
requirements of
Section 3-043
None3
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 29 (Revised: 8/7/17)
2018
1In addition to the requirements of this table, acceptance of the
HMA mixture used in each test section is subject to the
acceptance criteria and price adjustments for Statistical
Evaluation (see Table 9a).
2Divide the test section lot into three sublots, approximately equal
in size. Take one sample from each sublot, and test each sample
for the property in the first column.
3Take one sample for each test section lot. Test the sample for
the properties in the first column.
4Divide the test section lot into three sublots, approximately equal
in size. Take one sample from each sublot, and test each sample
for the property in the first column. There are no criteria for
discontinuing test sections for these mixes; however, the
contractor must comply with Section 5-04.3(11)F before
resuming paving.
1
5-04.3(9)A2 Test Section – Evaluating the HMA Mixture in a Test 2
Section 3
The Engineer will evaluate the HMA mixture in each test section for 4
rejection, acceptance, and price adjustments based on the criteria in 5
Table 9a using the data generated from the testing required by Table 9. 6
Each test section shall be considered a separate lot. 7
8
Table 9a
Acceptance Criteria for HMA Mixture Placed in a Test
Section
(For HMA Mixture Accepted by Statistical Evaluation)
Test Property
Type of HMA
High RAP/Any RAS Low RAP/No
RAS
Gradation
Asphalt Binder
Va
Statistical Evaluation Statistical
Evaluation
Hamburg Wheel
Track
Indirect Tensile
Strength
Pass/Fail for the
requirements of
Section 9-03.8(2)1
N/A
HMA Aggregate
Sand Equivalent
Uncompacted Void
Content
Nonstatistical
Evaluation in
accordance with the
requirements of
Section 3-04
Nonstatistical
Evaluation in
accordance with
the requirements
of Section 3-04
1Failure to meet the specifications for Hamburg and/or IDT will
cause the mixture in the test section to be rejected. Refer to
Section 5-04.3(11).
9
5-04.3(9)B Mixture Acceptance – Statistical Evaluation 10
5-04.3(9)B1 Mixture Statistical Evaluation – Lots and Sublots 11
HMA mixture which is accepted by Statistical Evaluation will be 12
evaluated by the Contracting Agency dividing that HMA tonnage into 13
mixture lots, and each mixture lot will be evaluated using stratified 14
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 30 (Revised: 8/7/17)
2018
random sampling by the Contracting Agency sub-dividing each mixture 1
lot into mixture sublots. All mixture in a mixture lot shall be of the same 2
mix design. The mixture sublots will be numbered in the order in which 3
the mixture (of a particular mix design) is paved. 4
5
Each mixture lot comprises a maximum of 15 mixture sublots, except: 6
7
• The final mixture lot of each mix design on the Contract will 8
comprise a maximum of 25 sublots. 9
• A mixture lot for a test section will consist of three sublots. 10
11
Each mixture sublot shall be approximately uniform in size with the 12
maximum mixture sublot size as specified in Table 10. The quantity of 13
material represented by the final mixture sublot of the project, for each 14
mix design on the project, may be increased to a maximum of two times 15
the mixture sublot quantity calculated. 16
17
Table 10
Maximum HMA Mixture Sublot Size
For HMA Accepted by Statistical Evaluation
HMA Original Plan Quantity
(tons)1 Maximum Sublot Size (tons)2
< 20,000 1,000
20,000 to 30,000 1,500
>30,000 2,000
1 “Plan quantity” means the plan quantity of all HMA of the same
class and binder grade which is accepted by Statistical
Evaluation.
2 The maximum sublot size for each combination of HMA class
and binder grade shall be calculated separately.
18
• For a mixture lot in progress with a mixture CPF less than 19
0.75, a new mixture lot will begin at the Contractor’s request 20
after the Engineer is satisfied that material conforming to the 21
Specifications can be produced. See also Section 5-22
04.3(11)F. 23
24
• If, before completing a mixture lot, the Contractor requests a 25
change to the JMF which is approved by the Engineer, the 26
mixture produced in that lot after the approved change will be 27
evaluated on the basis of the changed JMF, and the mixture 28
produced in that lot before the approved change will be 29
evaluated on the basis of the unchanged JMF; however, the 30
mixture before and after the change will be evaluated in the 31
same lot. Acceptance of subsequent mixture lots will be 32
evaluated on the basis of the changed JMF. 33
34
5-04.3(9)B2 Mixture Statistical Evaluation – Sampling 35
Comply with Section 1-06.2(1). 36
37
Samples of HMA mixture which is accepted by Statistical Evaluation 38
will be randomly selected from within each sublot, with one sample per 39
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 31 (Revised: 8/7/17)
2018
sublot. The Engineer will determine the random sample location using 1
WSDOT Test Method T 716. The Contractor shall obtain the sample 2
when ordered by the Engineer. The Contractor shall sample the HMA 3
mixture in the presence of the Engineer and in accordance with FOP 4
for WAQTC T 168. 5
6
5-04.3(9)B3 Mixture Statistical Evaluation – Acceptance Testing 7
Comply with Section 1-06.2(1). 8
9
The Contracting Agency will test the mixture sample from each sublot 10
(including sublots in a test section) for the properties shown in Table 11
11. 12
13
Table 11
Testing Required for each HMA Mixture Sublot
Test Procedure Performed by
Va WSDOT SOP
731
Engineer
Asphalt Binder Content FOP for
AASHTO T 308
Engineer
Gradation: Percent Passing
1½″, 1″, ¾″, ½″, ⅜″, No. 4,
No. 8, No. 200
FOP for
WAQTC
T 27/T 11
Engineer
14
The mixture samples and tests taken for the purpose of determining 15
acceptance of the test section (as described in Section 5-04.3(9)A) 16
shall also be used as the test results for acceptance of the mixture 17
described in 5-04.3(9)B3, 5-04.3(9)B4, 5-04.3(9)B5, and 5-04.3(9)B6. 18
19
5-04.3(9)B4 Mixture Statistical Evaluation – Pay Factors 20
Comply with Section 1-06.2(2). 21
22
The Contracting Agency will determine a pay factor (PFi) for each of 23
the properties in Table 11, for each mixture lot, using the quality level 24
analysis in Section 1-06.2(2)D. For Gradation, a pay factor will be 25
calculated for each of the sieve sizes listed in Table 11 which is equal 26
to or smaller than the maximum allowable aggregate size (100 percent 27
passing sieve) of the HMA mixture. The USL and LSL shall be 28
calculated using the Job Mix Formula Tolerances (for Statistical 29
Evaluation) in Section 9-03.8(7). 30
31
If a constituent is not measured in accordance with these 32
Specifications, its individual pay factor will be considered 1.00 in 33
calculating the Composite Pay Factor (CPF). 34
35
5-04.3(9)B5 Mixture Statistical Evaluation – Composite Pay 36
Factors (CPF) 37
Comply with Section 1-06.2(2). 38
39
In accordance with Section 1-06.2(2)D4, the Contracting Agency will 40
determine a Composite Pay Factor (CPF) for each mixture lot from the 41
pay factors calculated in Section 5-04.3(9)B4, using the price 42
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 32 (Revised: 8/7/17)
2018
adjustment factors in Table 12. Unless otherwise specified, the 1
maximum CPF for HMA mixture shall be 1.05. 2
3
Table 12
HMA Mixture Price Adjustment Factors
Constituent Factor “f”
All aggregate passing: 1½″, 1″, ¾″, ½″,
⅜″ and No.4 sieves 2
All aggregate passing No. 8 sieve 15
All aggregate passing No. 200 sieve 20
Asphalt binder 40
Air Voids (Va) 20
4
5-04.3(9)B6 Mixture Statistical Evaluation – Price Adjustments 5
For each HMA mixture lot, a Job Mix Compliance Price Adjustment will 6
be determined and applied, as follows: 7
8
JMCPA = [0.60 x (CPF – 1.00)] x Q x UP 9
10
Where 11
12
JMCPA = Job Mix Compliance Price Adjustment for a given lot of 13
mixture ($) 14
CPF = Composite Pay factor for a given lot of mixture 15
(maximum is 1.05) 16
Q = Quantity in a given lot of mixture (tons) 17
UP = Unit price of the HMA in a given lot of mixture ($/ton) 18
19
5-04.3(9)B7 Mixture Statistical Evaluation – Retests 20
The Contractor may request that a mixture sublot be retested. To 21
request a retest, submit a written request to the Contracting Agency 22
within 7 calendar days after the specific test results have been posted 23
to the website or emailed to the Contractor, whichever occurs first. The 24
Contracting Agency will send a split of the original acceptance sample 25
for testing by the Contracting Agency to either the Region Materials 26
Laboratory or the State Materials Laboratory as determined by the 27
Engineer. The Contracting Agency will not test the split of the sample 28
with the same equipment or by the same tester that ran the original 29
acceptance test. The sample will be tested for a complete gradation 30
analysis, asphalt binder content, and Va, and the results of the retest 31
will be used for the acceptance of the HMA mixture in place of the 32
original mixture sublot sample test results. The cost of testing will be 33
deducted from any monies due or that may come due the Contractor 34
under the Contract at the rate of $250 per sample. 35
36
5-04.3(9)C Vacant 37
38
5-04.3(9)D Mixture Acceptance – Visual Evaluation 39
Visual Evaluation of HMA mixture will be by visual inspection by the 40
Engineer or, in the sole discretion of the Engineer, the Engineer may sample 41
and test the mixture. 42
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 33 (Revised: 8/7/17)
2018
1
5-04.3(9)D1 Mixture Visual Evaluation – Lots, Sampling, Testing, 2
Price Adjustments 3
HMA mixture accepted by Visual Evaluation will not be broken into lots 4
unless the Engineer determines that testing is required. When that 5
occurs, the Engineer will identify the limits of the questionable HMA 6
mixture, and that questionable HMA mixture shall constitute a lot. Then, 7
the Contractor will take samples from the truck, or the Engineer will 8
take core samples from the roadway at a minimum of three random 9
locations from within the lot, selected in accordance with WSDOT Test 10
Method T 716, taken from the roadway in accordance with WSDOT 11
SOP 734, and tested in accordance with WSDOT SOP 737. The 12
Engineer will test one of the samples for all constituents in Section 5-13
04.3(9)B3. If all constituents from that test fall within the Job Mix 14
Formula Tolerances (for Visual Evaluation) in Section 9-03.8(7), the lot 15
will be accepted at the unit Contract price with no further evaluation. 16
17
When one or more constituents fall outside those tolerance limits, the 18
other samples will be tested for all constituents in Section 5-04.3(9)B3, 19
and a Job Mix Compliance Price Adjustment will be calculated in 20
accordance with Table 13. 21
22
Table 13
Visual Evaluation – Out of Tolerance Procedures
Comply with the Following
Pay Factors1 Section 5-04.3(9)B4
Composite Pay Factors2 Section 5-04.3(9)B5
Price Adjustments Section 5-04.3(9)B6
1The Visual Evaluation tolerance limits in Section 9-03.8(7) will be
used in the calculation of the PFi.
2The maximum CPF shall be 1.00.
23
5-04.3(9)E Mixture Acceptance – Notification of Acceptance Test 24
Results 25
The results of all mixture acceptance testing and the Composite Pay Factor 26
(CPF) of the lot after three sublots have been tested will be available to the 27
Contractor through The Contracting Agency’s website. 28
29
The Contracting Agency will endeavor to provide written notification (via 30
email to the Contractor’s designee) of acceptance test results through its 31
web-based materials testing system Statistical Analysis of Materials (SAM) 32
within 24 hours of the sample being made available to the Contracting 33
Agency. However, the Contractor agrees: 34
35
1. Quality control, defined as the system used by the Contractor to 36
monitor, assess, and adjust its production processes to ensure 37
that the final HMA mixture will meet the specified level of quality, 38
is the sole responsibility of the Contractor. 39
40
2. The Contractor has no right to rely on any testing performed by the 41
Contracting Agency, nor does the Contractor have any right to rely 42
on timely notification by the Contracting Agency of the Contracting 43
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 34 (Revised: 8/7/17)
2018
Agency’s test results (or statistical analysis thereof), for any part 1
of quality control and/or for making changes or correction to any 2
aspect of the HMA mixture. 3
4
3. The Contractor shall make no claim for untimely notification by the 5
Contracting Agency of the Contracting Agency’s test results or 6
statistical analysis. 7
8
5-04.3(10) HMA Compaction Acceptance 9
For all HMA, the Contractor shall comply with the General Compaction 10
Requirements in Section 5-04.3(10)A. The Contracting Agency will evaluate all 11
HMA for compaction compliance with one of the following - Statistical Evaluation, 12
Visual Evaluation, or Test Point Evaluation - determined by the criteria in Table 13
14: 14
15
Table 14
Criteria for Determining Method of Evaluation for HMA Compaction1
Statistical Evaluation
of HMA Compaction is
Required For:
Visual Evaluation of
HMA Compaction is
Required For:
Test Point
Evaluation of HMA
Compaction is
Required For:
· Any HMA for which
the specified course
thickness is greater
than 0.10 feet, and
the HMA is in:
o traffic lanes,
including but not
limited to:
· ramp lanes
· truck climbing
lanes
· weaving
lanes
· speed change
lanes
· “HMA for
Preleveling]”
· “HMA for
Pavement
Repair]”
· Any HMA not
meeting the
criteria for
Statistical
Evaluation or
Visual Evaluation
1This table applies to all HMA, and shall be the sole basis for determining
the acceptance method for compaction.
16
The Contracting Agency may, at its sole discretion, evaluate any HMA for 17
compliance with the Cyclic Density requirements of Section 5-04.3(10)B. 18
19
5-04.3(10)A HMA Compaction – General Compaction Requirements 20
Immediately after the HMA has been spread and struck off, and after 21
surface irregularities have been adjusted, thoroughly and uniformly 22
compact the mix. The completed course shall be free from ridges, ruts, 23
humps, depressions, objectionable marks, and irregularities and shall 24
conform to the line, grade, and cross-section shown in the Plans. If 25
necessary, alter the JMF in accordance with Section 9-03.8(7) to achieve 26
desired results. 27
28
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 35 (Revised: 8/7/17)
2018
Compact the mix when it is in the proper condition so that no undue 1
displacement, cracking, or shoving occurs. Compact areas inaccessible to 2
large compaction equipment by mechanical or hand tampers. Remove HMA 3
that becomes loose, broken, contaminated, shows an excess or deficiency 4
of asphalt, or is in any way defective. Replace the removed material with 5
new HMA, and compact it immediately to conform to the surrounding area. 6
7
The type of rollers to be used and their relative position in the compaction 8
sequence shall generally be the Contractor’s option, provided the specified 9
densities are attained. An exception shall be that pneumatic tired rollers 10
shall be used for compaction of the wearing course beginning October 1st 11
of any year through March 31st of the following year. Coverage with a steel 12
wheel roller may precede pneumatic tired rolling. Unless otherwise 13
approved by the Engineer, operate rollers in the static mode when the 14
internal temperature of the mix is less than 175°F. Regardless of mix 15
temperature, do not operate a roller in a mode that results in checking or 16
cracking of the mat. 17
18
On bridge decks and on the five feet of roadway approach immediately 19
adjacent to the end of bridge/back of pavement seat, operate rollers in static 20
mode only. 21
22
5-04.3(10)B HMA Compaction – Cyclic Density 23
Low cyclic density areas are defined as spots or streaks in the pavement 24
that are less than 90 percent of the theoretical maximum density. At the 25
Engineer’s discretion, the Engineer may evaluate the HMA pavement for 26
low cyclic density, and when doing so will follow W SDOT SOP 733. A $500 27
Cyclic Density Price Adjustment will be assessed for any 500-foot section 28
with two or more density readings below 90 percent of the theoretical 29
maximum density. 30
31
5-04.3(10)C HMA Compaction Acceptance – Statistical Evaluation 32
HMA compaction which is accepted by Statistical Evaluation will be based 33
on acceptance testing performed by the Contracting Agency, and statistical 34
analysis of those acceptance tests results. This will result in a Compaction 35
Price Adjustment. 36
37
5-04.3(10)C1 HMA Compaction Statistical Evaluation – Lots and 38
Sublots 39
HMA compaction which is accepted by Statistical Evaluation will be 40
evaluated by the Contracting Agency dividing the project into 41
compaction lots, and each compaction lot will be evaluated using 42
stratified random sampling by the Contracting Agency sub-dividing 43
each compaction lot into compaction sublots. All mixture in any 44
individual compaction lot shall be of the same mix design. The 45
compaction sublots will be numbered in the order in which the mixture 46
(of a particular mix design) is paved. 47
48
Each compaction lot comprises a maximum of 15 compaction sublots, 49
except for the final compaction lot of each mix design on the Contract, 50
which comprises a maximum of 25 sublots. 51
52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 36 (Revised: 8/7/17)
2018
Each compaction sublot shall be uniform in size as shown in Table 15, 1
except that the last compaction sublot of each day may be increased 2
to a maximum of two times the compaction sublot quantity calculated. 3
Minor variations in the size of any sublot shall not be cause to invalidate 4
the associated test result. 5
6
Table 15
HMA Compaction Sublot Size
HMA Original Plan Quantity
(tons)1
Compaction Sublot Size
(tons)
<20,000 100
20,000 to 30,000 150
>30,000 200
1 In determining the plan quantity tonnage, do not include any
tons accepted by test point evaluation.
7
The following will cause one compaction lot to end prematurely and a 8
new compaction lot to begin: 9
10
• For a compaction lot in progress with a compaction CPF less 11
than 0.75, a new compaction lot will begin at the Contractor’s 12
request after the Engineer is satisfied that material 13
conforming to the Specifications can be produced. See also 14
Section 5-04.3(11)F. 15
16
All HMA which is paved on a bridge and accepted for compaction by 17
Statistical Evaluation will compose a bridge compaction lot. If the 18
contract includes such HMA on more than one bridge, compaction will 19
be evaluated on each bridge individually, as separate bridge 20
compaction lots. 21
22
Bridge compaction sublots will be determined by the Engineer subject 23
to the following: 24
25
• All sublots on a given bridge will be approximately the same 26
size. 27
28
• Sublots will be stratified from the lot. 29
30
• In no case will there be less than 3 sublots in each bridge 31
compaction lot. 32
33
• No sublot will exceed 50 tons. 34
35
• Compaction test locations will be determined by the Engineer 36
in accordance with WSDOT FOP for AASHTO T716. 37
38
5-04.3(10)C2 HMA Compaction Statistical Evaluation – 39
Acceptance Testing 40
Comply with Section 1-06.2(1). 41
42
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 37 (Revised: 8/7/17)
2018
The location of HMA compaction acceptance tests will be randomly 1
selected by the Contracting Agency from within each sublot, with one 2
test per sublot. The Contracting Agency will determine the random 3
sample location using WSDOT Test Method T 716. 4
5
Use Table 16 to determine compaction acceptance test procedures and 6
to allocate compaction acceptance sampling and testing 7
responsibilities between the Contractor and the Contracting Agency. 8
HMA cores shall be taken or nuclear density testing shall occur after 9
completion of the finish rolling, prior to opening to traffic, and on the 10
same day that the mix is placed. 11
12
Table 16
HMA Compaction Acceptance Testing Procedures and
Responsibilities
When Contract
Includes Bid
Item “HMA Core
– Roadway” or
“HMA Core –
Bridge”4
When Contract Does Not
Include Bid Item “HMA Core –
Roadway” or “HMA Core –
Bridge”4
Basis for Test: Cores Cores3
Nuclear
Density
Gauge3
In-Place
Density
Determined by:
Contractor shall
take cores1
using WSDOT
SOP 7342
Contracting
Agency will
determine core
density using
FOP for
AASHTO T 166
Contracting
Agency will take
cores1 using
WSDOT SOP
734
Contracting
Agency will
determine core
density using
FOP for
AASHTO T 166
Contracting
Agency, using
WSDOT FOP
for AASHTO T
355
Theoretical
Maximum
Density
Determined by:
Contracting Agency, using FOP for AASHTO T 209
Rolling
Average of
Theoretical
Maximum
Densities
Determined by:
Contracting Agency, using WSDOT SOP 729
Percent
Compaction in
Each Sublot
Determined by:
Contracting
Agency, using
WSDOT SOP
736
Contracting
Agency, using
WSDOT SOP
736
Contracting
Agency, using
WSDOT FOP
for AASHTO T
355
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 38 (Revised: 8/7/17)
2018
1The core diameter shall be 4-inches unless otherwise approved by the
Engineer.
2The Contractor shall take the core samples in the presence of the
Engineer, at locations designated by the Engineer, and deliver the
core samples to the Contracting Agency.
3The Contracting Agency will determine, in its sole discretion, whether
it will take cores or use the nuclear density gauge to determine in-
place density. Exclusive reliance on cores for density acceptance is
generally intended for small paving projects and is not intended as a
replacement for nuclear gauge density testing on typical projects.
4The basis for test of all compaction sublots in a bridge compaction lot
shall be cores. These cores shall be taken by the Contractor when the
Proposal includes the bid item “HMA Cores – Bridge”. When there is
no bid item for “HMA Cores – Bridge”, the Engineer will be responsible
for taking HMA cores for all compaction sublots in a bridge compaction
lot. In either case, the Engineer will determine core location, in-place
density of the core, theoretical maximum density, rolling average of
theoretical maximum density, and percent compaction using the
procedure called for in this Section.
1
When using the nuclear density gauge for acceptance testing of 2
pavement density, the Engineer will follow WSDOT SOP 730 for 3
correlating the nuclear gauge with HMA cores. When cores are 4
required for the correlation, coring and testing will be by the Contracting 5
Agency. When a core is taken for gauge correlation at the location of a 6
sublot, the relative density of the core will be used for the sublot test 7
result and is exempt from retesting. 8
9
5-04.3(10)C3 HMA Statistical Compaction – Price Adjustments 10
For each HMA compaction lot (that is accepted by Statistical 11
Evaluation) which has less than three compaction sublots, for which all 12
compaction sublots attain a minimum of 91 percent compaction 13
determined in accordance with WSDOT FOP for AASHTO T 355 (or 14
WSDOT SOP 736 when provided by the Contract), the HMA will be 15
accepted at the unit Contract price with no further evaluation. 16
17
For each HMA compaction lot (that is accepted by Statistical 18
Evaluation) which does not meet the criteria in the preceding 19
paragraph, the compaction lot shall be evaluated in accordance with 20
Section 1-06.2(2) to determine the appropriate Compaction Price 21
Adjustment (CPA). All of the test results obtained from the acceptance 22
samples from a given compaction lot shall be evaluated collectively. 23
Additional testing by either a nuclear density gauge or cores will be 24
completed as required to provide a minimum of three tests for 25
evaluation. 26
27
For the statistical analysis in Section 1-06.2, use the following values: 28
29
x = Percent compaction of each sublot 30
USL = 100 31
LSL= 91 32
33
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 39 (Revised: 8/7/17)
2018
Each CPA will be determined as follows: 1
2
CPA = [0.40 x (CPF – 1.00)] x Q x UP 3
4
Where 5
6
CPA = Compaction Price Adjustment for the compaction lot ($) 7
CPF = Composite Pay Factor for the compaction lot (maximum 8
is 1.05) 9
Q = Quantity in the compaction lot (tons) 10
UP = Unit price of the HMA in the compaction lot ($/ton) 11
12
5-04.3(10)C4 HMA Statistical Compaction – Requests for 13
Retesting 14
For a compaction sublot that has been tested with a nuclear density 15
gauge that did not meet the minimum of 91 percent of the theoretical 16
maximum density in a compaction lot with a CPF below 1.00 and thus 17
subject to a price reduction or rejection, the Contractor may request 18
that a core, taken at the same location as the nuclear density test, be 19
used for determination of the relative density of the compaction sublot. 20
The relative density of the core will replace the relative density 21
determined by the nuclear density gauge for the compaction sublot and 22
will be used for calculation of the CPF and acceptance of HMA 23
compaction lot. When cores are taken by the Contracting Agency at the 24
request of the Contractor, they shall be requested by noon of the next 25
workday after the test results for the compaction sublot have been 26
provided or made available to the Contractor. Traffic control shall be 27
provided by the Contractor as requested by the Engineer. Failure by 28
the Contractor to provide the requested traffic control will result in 29
forfeiture of the request for retesting. When the CPF for the compaction 30
lot based on the results of the cores is less than 1.00, the Contracting 31
Agency will deduct the cost for the coring from any monies due or that 32
may become due the Contractor under the Contract at the rate of $200 33
per core and the Contractor shall pay for the cost of the traffic control. 34
35
5-04.3(10)D HMA Compaction – Visual Evaluation 36
Visual Evaluation will be the basis of acceptance for compaction of the Bid 37
items “HMA for Pavement Repair Cl. ___ PG ___”and “HMA for Prelevelling 38
Class___ PG___”. This HMA shall be thoroughly compacted to the 39
satisfaction of the Engineer. HMA that is used to prelevel wheel ruts shall 40
be compacted with a pneumatic tire roller. 41
42
5-04.3(10)E HMA Compaction – Test Point Evaluation 43
When compaction acceptance is by Test Point Evaluation, compact HMA 44
based on a test point evaluation of the compaction train. Perform the test 45
point evaluation in accordance with instructions from the Engineer. The 46
number of passes with an approved compaction train, required to attain the 47
maximum test point density, shall be used on all subsequent paving. 48
49
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 40 (Revised: 8/7/17)
2018
5-04.3(10)F HMA Compaction Acceptance – Notification of 1
Acceptance Test Results 2
The obligations and responsibilities for notifying the Contractor of 3
compaction acceptance test results are the same as for mixture acceptance 4
test results. See Section 5-04.3(9)E. 5
6
5-04.3(11) Reject Work 7
This Section applies to HMA and all requirements related to HMA (except 8
aggregates prior to being incorporated into HMA). For rejection of aggregate 9
prior to its incorporation into HMA refer to Section 3-04. 10
11
5-04.3(11)A Reject Work – General 12
Work that is defective or does not conform to Contract requirements shall 13
be rejected. The Contractor may propose, in writing, alternatives to removal 14
and replacement of rejected material. Acceptability of such alternative 15
proposals will be determined at the sole discretion of the Engineer. 16
17
5-04.3(11)B Rejection by Contractor 18
The Contractor may, prior to acceptance sampling and testing, elect to 19
remove any defective material and replace it with new material. Any such 20
new material will be sampled, tested, and evaluated for acceptance. 21
22
5-04.3(11)C Rejection Without Testing (Mixture or Compaction) 23
The Engineer may, without sampling, reject any batch, load, or section of 24
Roadway that appears defective. Material rejected before placement shall 25
not be incorporated into the pavement. 26
27
No payment will be made for the rejected materials or the removal of the 28
materials unless the Contractor requests the rejected material to be tested. 29
If the Contractor requests testing, acceptance will be by Statistical 30
Evaluation, and a minimum of three samples will be obtained and tested. 31
When uncompacted material is required for testing but not available, the 32
Engineer will determine random sample locations on the roadway in 33
accordance with WSDOT Test Method T 716, take cores in accordance with 34
WSDOT SOP 734, and test the cores in accordance with WSDOT SOP 737. 35
36
If the CPF for the rejected material is less than 0.75, no payment will be 37
made for the rejected material; in addition, the cost of sampling and testing 38
shall be borne by the Contractor. If the CPF is greater than or equal to 0.75, 39
the cost of sampling and testing will be borne by the Contracting Agency. If 40
the material is rejected before placement and the CPF is greater than or 41
equal to 0.75, compensation for the rejected material will be at a CPF of 42
0.75. If rejection occurs after placement and the CPF is greater than or 43
equal to 0.75, compensation for the rejected material will be at the 44
calculated CPF with an addition of 25 percent of the unit Contract price 45
added for the cost of removal and disposal. 46
47
5-04.3(11)D Rejection – A Partial Sublot (Mixture or Compaction) 48
In addition to the random acceptance sampling and testing, the Engineer 49
may also isolate from a mixture or compaction sublot any material that is 50
suspected of being defective in relative density, gradation or asphalt binder 51
content. Such isolated material will not include an original sample location. 52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 41 (Revised: 8/7/17)
2018
The Contracting Agency will obtain a minimum of three random samples of 1
the suspect material and perform the testing. When uncompacted material 2
is required for testing but is not available, the Engineer will select random 3
sample locations on the roadway in accordance with WSDOT Test Method 4
T 716, take cores samples in accordance with WSDOT SOP 734, and test 5
the material in accordance with WSDOT SOP 737. The material will then be 6
statistically evaluated as an independent lot in accordance with Section 1-7
06.2(2). 8
9
5-04.3(11)E Rejection – An Entire Sublot (Mixture or Compaction) 10
An entire mixture or compaction sublot that is suspected of being defective 11
may be rejected. When this occurs, a minimum of two additional random 12
samples from this sublot will be obtained. When uncompacted material is 13
required for the additional samples but the material has been compacted, 14
the Contracting Agency will take and test cores from the roadway as 15
described in Section 5-04.3(11)D. The additional samples and the original 16
sublot will be evaluated as an independent lot in accordance with Section 17
1-06.2(2). 18
19
5-04.3(11)F Rejection - A Lot in Progress (Mixture or Compaction) 20
The Contractor shall shut down operations and shall not resume HMA 21
placement until such time as the Engineer is satisfied that material 22
conforming to the Specifications can be produced when: 23
24
1. the Composite Pay Factor (CPF) of a mixture or compaction lot in 25
progress drops below 1.00 and the Contractor is taking no 26
corrective action, or 27
28
2. the Pay Factor (PFi) for any constituent of a mixture or compaction 29
lot in progress drops below 0.95 and the Contractor is taking no 30
corrective action, or 31
32
3. either the PFi for any constituent (or the CPF) of a mixture or 33
compaction lot in progress is less than 0.75. 34
35
5-04.3(11)G Rejection – An Entire Lot (Mixture or Compaction) 36
An entire lot with a CPF of less than 0.75 will be rejected. 37
38
5-04.3(12) Joints 39
5-04.3(12)A HMA Joints 40
5-04.3(12)A1 Transverse Joints 41
Conduct operations such that placement of the top or wearing course 42
is a continuous operation or as close to continuous as possible. 43
Unscheduled transverse joints will be allowed, but the roller may pass 44
over the unprotected end of the freshly laid HMA only when the 45
placement of the course is discontinued for such a length of time that 46
the HMA will cool below compaction temperature. When the Work is 47
resumed, cut back the previously compacted HMA to produce a slightly 48
beveled edge for the full thickness of the course. 49
50
Construct a temporary wedge of HMA on a 50H:1V where a transverse 51
joint as a result of paving or planing is open to traffic. Separate the HMA 52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 42 (Revised: 8/7/17)
2018
in the temporary wedge from the permanent HMA upon which it is 1
placed by strips of heavy wrapping paper or other methods approved 2
by the Engineer. Remove the wrapping paper and trim the joint to a 3
slightly beveled edge for the full thickness of the course prior to 4
resumption of paving. 5
6
Waste the material that is cut away and place new HMA against the 7
cut. Use rollers or tamping irons to seal the joint. 8
9
5-04.3(12)A2 Longitudinal Joints 10
Offset the longitudinal joint in any one course from the course 11
immediately below by not more than 6 inches nor less than 2 inches. 12
Locate all longitudinal joints constructed in the wearing course at a lane 13
line or an edge line of the Traveled Way. Construct a notched wedge 14
joint along all longitudinal joints in the wearing surface of new HMA 15
unless otherwise approved by the Engineer. The notched wedge joint 16
shall have a vertical edge of not less than the maximum aggregate size 17
nor more than ½ of the compacted lift thickness, and then taper down 18
on a slope not steeper than 4H:1V. Uniformly compact the sloped 19
portion of the HMA notched wedge joint. 20
21
On one-lane ramps a longitudinal joint may be constructed at the center 22
of the traffic lane, subject to approval by the Engineer, if: 23
24
1. The ramp must remain open to traffic, or 25
26
2. The ramp is closed to traffic and a hot-lap joint is constructed. 27
28
a. Two paving machines shall be used to construct the hot-29
lap joint. 30
31
b. The pavement within 6 inches of the hot-lap joint will not 32
be excluded from random location selection for 33
compaction testing. 34
35
c. Construction equipment other than rollers shall not 36
operate on any uncompacted HMA. 37
38
When HMA is placed adjacent to cement concrete pavement, construct 39
longitudinal joints between the HMA and the cement concrete 40
pavement. Saw the joint to the dimensions shown on Standard Plan A-41
40.10 and fill with joint sealant meeting the requirements of Section 9-42
04.2. 43
44
5-04.3(12)B Bridge Paving Joint Seals 45
5-04.3(12)B1 HMA Sawcut and Seal 46
Prior to placing HMA on the bridge deck, establish sawcut alignment 47
points at both ends of the bridge paving joint seals to be placed at the 48
bridge ends, and at interior joints within the bridge deck when and 49
where shown in the Plans. Establish the sawcut alignment points in a 50
manner that they remain functional for use in aligning the sawcut after 51
placing the HMA overlay. 52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 43 (Revised: 8/7/17)
2018
1
Submit a Type 1 Working Drawing consisting of the sealant 2
manufacturer’s application procedure. 3
4
Construct the bridge paving joint seal as specified in the Plans and in 5
accordance with the detail shown in the Standard Plans. Construct the 6
sawcut in accordance with Section 5-05.3(8). Apply the sealant in 7
accordance with Section 5-05.3(8)B and the manufacturer’s application 8
procedure. 9
10
5-04.3(12)B2 Paved Panel Joint Seal 11
Construct the paved panel joint seal in accordance with the 12
requirements specified in Section 5-04.3(12)B1 and the following 13
requirement: 14
15
1. Clean and seal the existing joint between concrete panels in 16
accordance with Section 5-01.3(8) and the details shown in 17
the Standard Plans. 18
19
5-04.3(13) Surface Smoothness 20
The completed surface of all courses shall be of uniform texture, smooth, 21
uniform as to crown and grade, and free from defects of all kinds. The completed 22
surface of the wearing course shall not vary more than ⅛ inch from the lower 23
edge of a 10-foot straightedge placed on the surface parallel to the centerline. 24
The transverse slope of the completed surface of the wearing course shall vary 25
not more than ¼ inch in 10 feet from the rate of transverse slope shown in the 26
Plans. 27
28
When deviations in excess of the above tolerances are found that result from 29
a high place in the HMA, correct the pavement surface by one of the 30
following methods: 31
32
1. Remove material from high places by grinding with an approved 33
grinding machine, or 34
35
2. Remove and replace the wearing course of HMA, or 36
37
3. By other method approved by the Engineer. 38
39
Correct defects until there are no deviations anywhere greater than the 40
allowable tolerances. 41
42
Deviations in excess of the above tolerances that result from a low place in the 43
HMA and deviations resulting from a high place where corrective action, in the 44
opinion of the Engineer, will not produce satisfactory results will be accepted 45
with a price adjustment. The Engineer shall deduct from monies due or that may 46
become due to the Contractor the sum of $500.00 for each and every section of 47
single traffic lane 100 feet in length in which any excessive deviations described 48
above are found. 49
50
When portland cement concrete pavement is to be placed on HMA, the surface 51
tolerance of the HMA shall be such that no surface elevation lies above the Plan 52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 44 (Revised: 8/7/17)
2018
grade minus the specified Plan depth of portland cement concrete pavement. 1
Prior to placing the portland cement concrete pavement, bring any such 2
irregularities to the required tolerance by grinding or other means approved by 3
the Engineer. 4
5
When utility appurtenances such as manhole covers and valve boxes are 6
located in the Traveled Way, pave the Roadway before the utility appurtenances 7
are adjusted to the finished grade. 8
9
5-04.3(14) Planing Bituminous Pavement 10
Plane in such a manner that the underlying pavement is not torn, broken, or 11
otherwise damaged by the planing operation. Delamination or raveling of the 12
underlying pavement will not be construed as damage due to the Contractor’s 13
operations. Pavement outside the limits shown in the Plans or designated by the 14
Engineer that is damaged by the Contractor’s operations shall be repaired to the 15
satisfaction of the Engineer at no additional cost to the Contracting Agency. 16
17
For mainline planing operations, use equipment with automatic controls and with 18
sensors for either or both sides of the equipment. The controls shall be capable 19
of sensing the grade from an outside reference line, or a mat-referencing device. 20
The automatic controls shall have a transverse slope controller capable of 21
maintaining the mandrel at the desired transverse slope (expressed as a 22
percentage) within plus or minus 0.1 percent. 23
24
Remove all loose debris from the planed surface before opening the planed 25
surface to traffic. The planings and other debris resulting from the planing 26
operation shall become the property of the Contractor and be disposed of in 27
accordance with Section 2-03.3(7)C, or as otherwise allowed by the Contract. 28
29
5-04.3(15) Sealing Pavement Surfaces 30
Apply a fog seal where shown in the Plans. Construct the fog seal in accordance 31
with Section 5-02.3. Unless otherwise approved by the Engineer, apply the fog 32
seal prior to opening to traffic. 33
34
5-04.3(16) HMA Road Approaches 35
Construct HMA approaches at the locations shown in the Plans or where staked 36
by the Engineer, in accordance with Section 5-04. 37
38
5-04.4 Measurement 39
HMA Cl. ___ PG ___, HMA for ___ Cl. ___ PG ___, and Commercial HMA will 40
be measured by the ton in accordance with Section 1-09.2, with no deduction being made 41
for the weight of asphalt binder, mineral filler, or any other component of the HMA. If the 42
Contractor elects to remove and replace HMA as allowed by Section 5-04.3(11), the 43
material removed will not be measured. 44
45
Roadway cores will be measured per each for the number of cores taken. 46
47
Crack Sealing-LF will be measured by the linear foot along the line of the crack. 48
49
Soil residual herbicide will be measured by the mile for the stated width to the nearest 50
0.01 mile or by the square yard, whichever is designated in the Proposal. 51
52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 45 (Revised: 8/7/17)
2018
Pavement repair excavation will be measured by the square yard of surface marked prior 1
to excavation. 2
3
Asphalt for fog seal will be measured by the ton, as provided in Section 5-02.4. 4
5
Longitudinal joint seals between the HMA and cement concrete pavement will be 6
measured by the linear foot along the line and slope of the completed joint seal. 7
8
HMA sawcut and seal, and paved panel joint seal, will be measured by the linear foot 9
along the line and slope of the completed joint seal. 10
11
Planing bituminous pavement will be measured by the square yard. 12
13
Temporary pavement marking will be measured by the linear foot as provided in Section 14
8-23.4. 15
16
Water will be measured by the M gallon as provided in Section 2-07.4. 17
18
5-04.5 Payment 19
Payment will be made for each of the following Bid items that are included in the Proposal: 20
21
“HMA Cl. ___ PG ___”, per ton. 22
“HMA for Approach Cl. ___ PG ___”, per ton. 23
“HMA for Preleveling Cl. ___ PG ___”, per ton. 24
“HMA for Pavement Repair Cl. ___ PG ___”, per ton. 25
“Commercial HMA”, per ton. 26
The unit Contract price per ton for “HMA Cl. ___ PG ___”, “HMA for Approach Cl. ___ 27
PG ___”, “HMA for Preleveling Cl. ___ PG ___”, “HMA for Pavement Repair Cl. ___ 28
PG ___”, and “Commercial HMA” shall be full compensation for all costs, including 29
anti-stripping additive, incurred to carry out the requirements of Section 5-04 except 30
for those costs included in other items which are included in this Subsection and 31
which are included in the Proposal. 32
33
“Crack Sealing-FA”, by force account. 34
“Crack Sealing-FA” will be paid for by force account as specified in Section 1-09.6. 35
For the purpose of providing a common Proposal for all Bidders, the Contracting 36
Agency has entered an amount in the Proposal to become a part of the total Bid by 37
the Contractor. 38
39
“Crack Sealing-LF”, per linear foot. 40
The unit Contract price per linear foot for “Crack Sealing-LF” shall be full payment for 41
all costs incurred to perform the Work described in Section 5-04.3(4)A. 42
43
“Soil Residual Herbicide ____ ft. Wide”, per mile, or 44
“Soil Residual Herbicide”, per square yard. 45
The unit Contract price per mile or per square yard for “Soil Residual Herbicide” shall 46
be full payment for all costs incurred to obtain, provide and install herbicide in 47
accordance with Section 5-04.3(4)B. 48
49
“Pavement Repair Excavation Incl. Haul”, per square yard. 50
The unit Contract price per square yard for “Pavement Repair Excavation Incl. Haul” 51
shall be full payment for all costs incurred to perform the Work described in Section 52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 46 (Revised: 8/7/17)
2018
5-04.3(4)C with the exception, however, that all costs involved in the placement of 1
HMA shall be included in the unit Contract price per ton for “HMA for Pavement 2
Repair Cl. ___ PG ___”, per ton. 3
4
“Asphalt for Fog Seal”, per ton. 5
Payment for “Asphalt for Fog Seal” is described in Section 5-02.5. 6
7
“Longitudinal Joint Seal”, per linear foot. 8
The unit Contract price per linear foot for “Longitudinal Joint Seal” shall be full 9
payment for all costs incurred to construct the longitudinal joint between HMA and 10
cement concrete pavement, as described in Section 5-04.3(12)B. 11
12
“HMA Sawcut And Seal”, per linear foot. 13
The unit Contract price per linear foot for “HMA Sawcut And Seal” shall be full 14
payment for all costs incurred to perform the Work described in Section 5-15
04.3(12)B1. 16
17
“Paved Panel Joint Seal”, per linear foot. 18
The unit Contract price per linear foot for “Paved Panel Joint Seal” shall be full 19
payment for all costs incurred to perform the Work described in Section 5-20
04.3(12)B2. 21
22
“Planing Bituminous Pavement”, per square yard. 23
The unit Contract price per square yard for “Planing Bituminous Pavement” shall be 24
full payment for all costs incurred to perform the Work described in Section 5-25
04.3(14). 26
27
“Temporary Pavement Marking”, per linear foot. 28
Payment for “Temporary Pavement Marking” is described in Section 8-23.5. 29
30
“Water”, per M gallon. 31
Payment for “Water” is described in Section 2-07.5. 32
33
“Job Mix Compliance Price Adjustment”, by calculation. 34
“Job Mix Compliance Price Adjustment” will be calculated and paid for as described 35
in Section 5-04.3(9)B6 and 5-04.3(9)D1. 36
37
“Compaction Price Adjustment”, by calculation. 38
“Compaction Price Adjustment” will be calculated and paid for as described in Section 39
5-04.3(10)C3. 40
41
“HMA Core – Bridge”, per each. 42
The unit Contract price per each for “HMA Core – Bridge” shall be full payment for all 43
costs, including traffic control, associated with taking HMA density cores in pavement 44
that is on a bridge deck. 45
46
“HMA Core – Roadway”, per each. 47
The unit Contract price per each for “HMA Core – Roadway” shall be full payment for 48
all costs, including traffic control, associated with taking HMA density cores in 49
pavement that is not on a bridge deck. 50
51
“Cyclic Density Price Adjustment”, by calculation. 52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 47 (Revised: 8/7/17)
2018
“Cyclic Density Price Adjustment” will be calculated and paid for as described in 1
Section 5-04.3(10)B. 2
3
Section 5-05, Cement Concrete Pavement 4
January 3, 2017 5
5-05.3(1) Concrete Mix Design for Paving 6
In last sentence of the second paragraph of item number 1, the reference to “Section 9-01.2(4)” 7
is revised to read “Section 9-01.2(1)B”. 8
9
The following is inserted after item number 2: 10
11
3. Mix Design Modifications - The Contractor may initiate adjustments to the 12
aggregate proportions of the approved mix design. An adjustment in both the fine 13
and coarse aggregate batch target weights of plus or minus 200 pounds per cubic 14
yard will be allowed without resubmittal of the mix design. The adjusted aggregate 15
weights shall become the new batch target weights for the mix design. 16
17
Item number 3 is renumbered to 4 and revised (up until the table) to read: 18
19
4. Conformance to Mix Design - Cement and coarse and fine aggregate weights shall 20
be within the following tolerances of the batch target weights of the mix design: 21
22
Portland Cement Concrete Batch Weights
Cement +5% -1%
Coarse Aggregate +2% -2%
Fine Aggregate +2% -2%
23
5-05.3(3)B Mixing Equipment 24
The last sentence of item number 4 is revised to read: 25
26
Plant-mixed concrete may be transported in nonagitated vehicles provided that the 27
concrete is in a workable condition when placed and: 28
29
a. discharge is completed within 45 minutes after the introduction of mixing water 30
to the cement and aggregates, or 31
32
b. discharge is completed within 60 minutes after the introduction of mixing water 33
to the cement and aggregates, provided the concrete mix temperature is 70°F 34
or below during placement, or 35
36
c. discharge is completed within 60 minutes after the introduction of mixing water 37
to the cement and aggregates, provided the mix contains an approved set 38
retarder at the manufacturer’s minimum dosage rate. 39
40
5-05.3(6) Subgrade 41
This section, including title, is revised to read: 42
43
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 48 (Revised: 8/7/17)
2018
5-05.3(6) Surface Preparation 1
The Subgrade surface shall be prepared and compacted a minimum of 3 feet beyond 2
each edge of the area which is to receive concrete pavement in order to accommodate 3
the slip-form equipment. 4
5
Concrete shall not be placed during a heavy rainfall. Prior to placing concrete: 6
7
1. The surface shall be moist; 8
9
2. Excess water (e.g., standing, pooling or flowing) shall be removed from the 10
surface. 11
12
3. The surface shall be clean and free of any deleterious materials. 13
14
4. The surface temperature shall not exceed 120°F or be frozen. 15
16
5-05.3(7)A Slip-Form Construction 17
The second sentence of the first paragraph is revised to read: 18
19
The alignment and elevation of the paver shall be regulated from outside reference lines 20
established for this purpose, or by an electronic control system capable of controlling the 21
line and grade within required tolerances. 22
23
Section 6-02, Concrete Structures 24
August 7, 2017 25
6-02.2 Materials 26
The item “Elastomeric Bearing Pads” is revised to read “Fabricated Bridge Bearing 27
Assemblies”. 28
29
6-02.3(2) Proportioning Materials 30
In the sixth paragraph, the reference to “Section 9-01.2(4)” is revised to read “9-01.2(1)B”. 31
32
6-02.3(2)A Contractor Mix Design 33
The following new sentence is inserted after the first sentence of the third paragraph: 34
35
The mix design submittal shall also include test results no older than one year showing 36
that the Aggregates do not contain Deleterious Substances in accordance with Section 9-37
03. 38
39
6-02.3(2)A1 Contractor Mix Design for Concrete Class 4000D 40
Item number 4 of the first paragraph is deleted. 41
42
Items number 5, 6, and 7 of the first paragraph are renumbered to 4, 5, and 6, respectively. 43
44
The following new sentence is inserted after the second sentence of the last paragraph: 45
46
Mix designs using shrinkage reducing admixture shall state the specific quantity required. 47
48
The following new sentence is inserted before the last sentence of the last paragraph: 49
50
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 49 (Revised: 8/7/17)
2018
Testing samples of mixes using shrinkage reducing admixture shall use the admixture 1
amount specified in the mix design submittal. 2
3
6-02.3(2)B Commercial Concrete 4
The last sentence of the first paragraph is revised to read: 5
6
Commercial concrete does not require mix design or source approvals for cement, 7
aggregate, and other admixtures. 8
9
6-02.3(5)G Sampling and Testing for Temperature, Consistency and Air 10
Content 11
The last three paragraphs are revised to read: 12
13
Sampling and testing will be performed before concrete placement from the first load. 14
Concrete shall not be placed until all tests have been completed by the Engineer, and the 15
results indicate that the concrete is within acceptable limits. If the concrete is not within 16
acceptable limits, sampling and testing will continue before concrete placement for each 17
load until one load meets all of the applicable acceptance requirements. After one test 18
indicates that the concrete is within specified limits, the concrete may be placed and the 19
sampling and testing frequency may decrease to one for every 100 cubic yards. Sampling 20
shall be performed in accordance with FOP for WAQTC TM 2 and random samples shall 21
be selected in accordance with WSDOT T 716. After the first acceptable load of concrete, 22
up to ½ cubic yard may be placed from subsequent loads to be tested prior to testing for 23
acceptance. 24
25
When the results for any subsequent acceptance test indicates that the concrete as 26
delivered and approved by the Contractor for placement does not conform to the specified 27
limits, the sampling and testing frequency will be resumed for each load. Whenever one 28
subsequent test indicates that the concrete is within the specified limits, the random 29
sampling and testing frequency of one for every 100 cubic yards may resume. 30
31
Sampling and testing for a placement of one class of concrete consisting of 50 cubic yards 32
or less will be as listed above, except that after one set of tests indicate that the concrete 33
is within specified limits, the remaining concrete to be placed may be accepted by visual 34
inspection. 35
36
6-02.3(6)A1 Hot Weather Protection 37
This section is revised to read: 38
39
The Contractor shall provide concrete within the specified temperature limits. Cooling of 40
the coarse aggregate piles by sprinkling with water is permitted provided the moisture 41
content is monitored and the mixing water is adjusted for the free water in the aggregate. 42
Shading or cooling aggregate piles (sprinkling of fine aggregate piles with water is not 43
allowed). If sprinkling of the coarse aggregates is to be used, the piles moisture content 44
shall be monitored and the mixing water adjusted for the free water in the aggregate. In 45
addition, when removing the coarse aggregate, it shall be removed from at least 1 foot 46
above the bottom of the pile. Refrigerating mixing water; or replacing all or part of the 47
mixing water with crushed ice, provided the ice is completely melted by placing time. 48
49
If air temperature exceeds 90°F, the Contractor shall use water spray or other accepted 50
methods to cool all concrete-contact surfaces to less than 90°F. These surfaces include 51
forms, reinforcing steel, steel beam flanges, and any others that touch the mix. 52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 50 (Revised: 8/7/17)
2018
1
6-02.3(6)A2 Cold Weather Protection 2
This section is revised to read: 3
4
Concrete shall be maintained at or above a temperature of 40°F during the first seven 5
days of the Cold Weather Protection Period and at or above a temperature of 35°F during 6
the remainder of the Cold Weather Protection Period. Cold weather protection 7
requirements do not apply to concrete in shafts and piles placed below the ground line. 8
9
Prior to placing concrete in cold weather, the Contractor shall submit a Type 2 Working 10
Drawing with a written procedure for cold weather concreting. The procedure shall detail 11
how the Contractor will adequately cure the concrete and prevent the concrete 12
temperature from falling below the minimum temperature. Extra protection shall be 13
provided for areas especially vulnerable to freezing (such as exposed top surfaces, 14
corners and edges, thin sections, and concrete placed into steel forms). Concrete 15
placement will only be allowed if the Contractor’s cold weather protection plan has been 16
accepted by the Engineer. 17
18
Prior to concrete placement, the Contractor shall review the 7-day temperature 19
predictions for the job site from the Western Region Headquarters of the National Weather 20
Service (www.wrh.noaa.gov). When temperatures below 35°F are predicted, the 21
Contractor shall: 22
23
1. Install temperature sensors in each concrete placement. One sensor shall be 24
installed for every 100 cubic yards of concrete placed. Sensors shall be installed 25
at locations directed by the Engineer, and shall be placed 1.5 inches from the 26
face of concrete. 27
28
2. Immediately after concrete placement, temperature sensors shall be installed 29
on the concrete surface at locations directed by the Engineer. One sensor shall 30
be installed for every 100 cubic yards of concrete placed. 31
32
Temperatures shall be measured and recorded a minimum of every hour for the duration 33
of the Cold Weather Protection Period. Temperature data shall be submitted to the 34
Engineer as a Type 1 Working Drawing within three days following the end of the Cold 35
Weather Protection Period. 36
37
For each day that the concrete temperature falls below 40°F during the first seven days 38
of the Cold Weather Protection Period, no curing time is awarded for that day and the 39
Cold Weather Protection Period is extended for one additional day. If the concrete 40
temperature falls below 35°F during the Cold Weather Protection Period, the concrete 41
may be rejected by the Engineer. 42
43
6-02.3(7) Concrete Exposed to Sea Water 44
This section including title is revised to read: 45
46
6-02.3(7) Vacant 47
48
6-02.3(8) Concrete Exposed to Alkaline Soils or Water 49
This section including title is revised to read: 50
51
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 51 (Revised: 8/7/17)
2018
6-02.3(8) Vacant 1
2
6-02.3(10)D4 Monitoring Bridge Deck Concrete Temperature After Placement 3
This section is revised to read: 4
5
The Contractor shall measure and record the concrete temperature and ambient 6
temperature a minimum of every hour for seven calendar days after concrete placement. 7
The Contractor shall place two temperature sensors in the bridge deck at locations 8
specified by the Engineer. The Contractor shall measure ambient temperature near the 9
locations where concrete temperature is being measured. When the bridge deck is being 10
enclosed and heated to meet cold weather requirements, ambient temperature readings 11
shall be taken within the enclosure. The Contractor shall submit the concrete temperature 12
and ambient temperature data as a Type 1 Working Drawing in spreadsheet format within 13
14 calendar days from placing the bridge deck concrete. 14
15
The Contractor shall submit a Type 1 Working Drawing consisting of the type and model 16
of each device and the method used to measure and record the temperatures. 17
18
6-02.3(13)A Strip Seal Expansion Joint System 19
The first paragraph is revised to read: 20
21
The Contractor shall submit Type 2 Working Drawings consisting of the strip seal 22
expansion joint shop drawings. These plans shall include, at a minimum, the following: 23
24
1. Plan, elevation, and sections of the joint system and all components, with 25
dimensions and tolerances. 26
27
2. All material designations. 28
29
3. Manufacturer’s written installation procedure. The installation procedure shall 30
indicate how the extrusions set into the two sides of the joint will be allowed to 31
move independently of one another. 32
33
4. Corrosion protection system used on the metal components. 34
35
5. Locations of welded shear studs, lifting mechanisms, temperature setting 36
devices, and construction adjustment devices. 37
38
6. Method of sealing the system to prevent leakage of water through the joint. 39
40
7. Details of the temporary supports for the steel extrusions while the 41
encapsulating concrete of the headers is placed and cured. 42
43
8. The gland installation procedure, including the means and methods used to 44
install the gland and assure correct seating of the gland within the steel 45
extrusions. 46
47
The following new paragraph is inserted after the third paragraph: 48
49
If the gland is installed in the field, the Contractor shall have the services of a strip seal 50
expansion joint system manufacturer’s technical representative physically present at the 51
job site. The manufacturer’s technical representative shall train the Contractor’s 52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 52 (Revised: 8/7/17)
2018
personnel performing the field installation of the gland, provide technical assistance for 1
installing the gland, and observe and inspect the installation of at least the first complete 2
joint. 3
4
The second to last paragraph is deleted. 5
6
6-02.3(14)D General Requirements for Concrete Surface Finishes Produced by 7
Form Liners 8
The first two sentences of the third paragraph are deleted. 9
10
6-02.3(16) Plans for Falsework and Formwork 11
The last sentence of the first paragraph is revised to read: 12
13
A submittal is not required for footing or retaining wall formwork if the concrete placement 14
is 4 feet or less in height. 15
16
The second to last paragraph is revised to read: 17
18
The Contractor shall furnish associated design calculations to the Engineer as part of the 19
submittal. The design calculations shall include the structural and geotechnical design of 20
the foundation and shall show the stresses and deflections in all load-carrying members 21
that are part of the falsework system. Construction details which may be shown in the 22
form of sketches on the calculation sheets shall be shown in the falsework or formwork 23
drawings as well. Falsework or formwork plans will not be accepted in cases where it is 24
necessary to refer to the calculation sheets for information needed for complete 25
understanding of the falsework and formwork plans or how to construct the falsework and 26
formwork. 27
28
The last paragraph is deleted. 29
30
6-02.3(17)D Falsework Support Systems: Piling, Temporary Concrete 31
Footings, Timber Mudsills, Manufactured Shoring Towers, Caps, and Posts 32
This section, including title, is revised to read: 33
34
6-02.3(17)D Falsework Support Systems: Foundations, Manufactured 35
Shoring Towers, Caps, and Posts 36
Foundations for falsework shall be designed for conditions stated in this Section using 37
methods shown in the AASHTO Standard Specifications for Highway Bridges 38
Seventeenth Edition – 2002 for allowable stress design, the AASHTO LRFD Bridge 39
Design Specifications for load and resistance factor design or the AASHTO Guide Design 40
Specifications for Bridge Temporary Works. Allowable stresses for materials shall not 41
exceed stresses and conditions allowed by Section 6-02.3(17)B. 42
43
6-02.3(17)D1 Piling 44
This section including title is revised to read: 45
46
6-02.3(17)D1 Vacant 47
48
6-02.3(17)D2 Temporary Concrete Footings and Timber Mudsills 49
This section including title is revised to read: 50
51
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 53 (Revised: 8/7/17)
2018
6-02.3(17)D2 Vacant 1
2
6-02.3(17)D4 Manufactured Shoring Tower Systems and Devices 3
The fifth paragraph is deleted. 4
5
6-02.3(17)D5 Cross-Braced Type Base Frames 6
This section is deleted in its entirety. 7
8
6-02.3(17)D6 Ladder Type Base Frames 9
This section is deleted in its entirety. 10
11
6-02.3(17)D7 Intermediate Strength Shoring 12
This section is deleted in its entirety. 13
14
6-02.3(17)D8 Heavy-Duty Shoring Systems 15
This section is deleted in its entirety. 16
17
6-02.3(17)K Concrete Forms on Steel Spans 18
In the last paragraph, “ASTM A325” is revised to read “ASTM F3125 Grade A325”. 19
20
6-02.3(17)N Removal of Falsework and Forms 21
The fifth paragraph is deleted. 22
23
6-02.3(19)A Vacant 24
This section, including title, is revised to read: 25
26
6-02.3(19)A Submittals of Acceptance Test Reports and Certificates 27
The Contractor shall submit the following production samples and test reports and 28
certificates for fabricated bridge bearing assemblies as applicable: 29
30
1. A Type 2 Working Drawing consisting of a six-inch square by 1⁄8-inch thick 31
sample of PTFE taken from the lot of production material. 32
33
2. A Type 2 Working Drawing consisting of a six-inch square by 1-inch thick sample 34
of pre-formed fabric pad taken from the lot of production material. 35
36
3. Type 1 Working Drawings consisting of Manufacturers’ Certificates of 37
Compliance for the PTFE, polyether urethane, pre-formed fabric pad duck, 38
silicone grease, epoxy gel, and resin filler. 39
40
4. Type 1 Working Drawings consisting of certified mill test reports for all steel and 41
stainless steel in the bearing assemblies. 42
43
5. Type 1 Working Drawings consisting of certified test reports confirming that the 44
pre-formed fabric pads meet the specific requirements of proof load. 45
46
6-02.3(24)A Field Bending 47
This section (excluding the tables) is revised to read: 48
49
Field bending of AASHTO M31 Grade 60 and ASTM A706 Grade 60 reinforcement shall 50
be done in accordance with the requirements of this section. Field bending of all other 51
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 54 (Revised: 8/7/17)
2018
reinforcement shall require a Type 2 Working Drawing showing the bend radii, bending 1
and heating procedures, and any inspection or testing requirements. 2
3
Field bending shall not be done on reinforcement within the top or bottom third of column 4
lengths or within plastic hinge regions identified in the Plans. Field bending shall not be 5
done on bar sizes No. 14 or No. 18. 6
7
In field-bending steel reinforcing bars, the Contractor shall: 8
9
1. Make the bend gradually using a bending tool equipped with a bending diameter 10
as listed in Table 1. Bending shall not be done by means of hammer blows and 11
pipe sleeves. When bending to straighten a previously bent bar, move a hickey 12
bar progressively around the bend. 13
14
2. Apply heat as described below for bending bar sizes No. 6 through No. 11 and 15
for bending bar sizes No. 5 and smaller when the bars have been previously 16
bent. Previously unbent bars of sizes No. 5 and smaller may be bent without 17
heating when the bar temperature is 40°F or higher. When previously unbent 18
bars of sizes No. 5 and smaller have a bar temperature lower than 40°F, they 19
shall be heated to within the range of 100°F to 150°F prior to bending. In applying 20
heat for field-bending steel reinforcing bars, the Contractor shall: 21
22
a. Avoid damage to the concrete by insulating any concrete within 6 inches of 23
the heated bar area; 24
25
b. Apply two heat tips simultaneously at opposite sides of bar sizes No. 7 or 26
larger; 27
28
c. Heat the bar to within the required temperature range shown in Table 2 as 29
verified by using temperature-indicating crayons or other suitable means; 30
31
d. Heat a minimum bar length as shown in Table 3. Locate the heated section 32
of the bar to include the entire bending length; 33
34
e. Bend immediately after the required temperature range has been achieved. 35
Maintain the bar within the required temperature range during the entire 36
bending process; 37
38
f. Do not cool bars artificially with water, forced air, or other means. 39
40
3. Limit any bend or straightening to these maximum angles: 135 degrees for bar 41
sizes No. 8 or smaller, and 90 degrees for bar sizes No. 9 through No. 11. 42
43
4. Repair epoxy coating on epoxy coated bars in accordance with Section 6-44
02.3(24)H. 45
46
6-02.3(25) Prestressed Concrete Girders 47
Under the heading “Prestressed Concrete Slab Girder”, the second sentence is deleted. 48
49
6-02.3(25)A Shop Drawings 50
The sixth paragraph is deleted. 51
52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 55 (Revised: 8/7/17)
2018
6-02.3(25)F Prestress Release 1
The last two sentences of the last paragraph are deleted and replaced with the following single 2
sentence: 3
4
This request shall be submitted as a Type 2E Working Drawing analyzing changes in 5
vertical deflection, girder lateral stability and concrete stresses in accordance with Section 6
6-02.3(25)L2. 7
8
6-02.3(25)H Finishing 9
Item number 2 in the first paragraph is revised to read: 10
11
2. The bottoms, sides, and tops of the lower flanges on all girders, including the top of 12
the bottom slab between the tub girder webs. 13
14
6-02.3(25)I Fabrication Tolerances 15
Items 4 and 5 in the first paragraph are revised to read: 16
17
4. Flange Depth: ± ¼ inch 18
19
5. Strand Position: 20
21
Individual strands: ± ¼ inch 22
23
Bundled strands: ± ½ inch 24
25
Harped strand group center of gravity at the girder ends: ± 1 inch 26
27
Items 7, 8, 9 and 10 in the first paragraph are revised to read: 28
29
7. Position of an Interior Void, vertically and horizontally: ± ½ inch. 30
31
8. Bearing Recess (center of recess to girder end): ± ⅝ inch. 32
33
9. Girder Ends (deviation from square or designated skew): 34
35
Horizontal: ± ⅛ inch per foot of girder width, up to a maximum of ± ½ inch 36
37
Vertical: ± 3⁄16 inch per foot of girder depth, up to a maximum of ± 1 inch 38
39
10. Bearing Area Deviation from Plane (in length or width of bearing): ± ⅛ inch 40
41
Items 14 and 15 in the first paragraph are revised to read: 42
43
14. Local smoothness of any surface: ± ¼ inch in 10 feet. 44
45
15. Differential Camber between Girders in a Span (measured in place at the job site): 46
47
For wide flange deck and deck bulb
tee girders with a cast-in-place
reinforced concrete deck:
Cambers shall be equalized when
the differences in cambers between
adjacent girders exceeds ± ¾ inch
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 56 (Revised: 8/7/17)
2018
For wide flange deck, deck bulb tee
and slab girders without a cast-in-
place reinforced concrete deck:
Cambers shall be equalized when
the differences in cambers between
adjacent girders exceeds ± ¼ inch
1
Item 17 in the first paragraph is revised to read: 2
3
17. Position of Lifting Embedments: ± 3 inches longitudinal, ± ¼ inch transverse. 4
5
6-02.3(25)J Horizontal Alignment 6
This section is revised to read: 7
8
The Contractor shall check and record the horizontal alignment (sweep) of each girder at 9
the following times: 10
11
1. Initial – Upon removal of the girder from the casting bed 12
13
2. Shipment – Within 14 days prior to shipment; and 14
15
3. Erection – After girder erection and cutting temporary top strands but prior to 16
any equalization, welding ties or placement of diaphragms. 17
18
Horizontal alignment of the top and bottom flanges shall be checked and recorded. 19
Alternatively, the Contractor may check and record the horizontal alignment of the web 20
near mid-height of the girder. Each check shall be made by measuring the maximum 21
offset at mid-span relative to a chord that starts and stops at the girder ends. The 22
Contractor shall check and record the alignment at a time when the girder is not influenced 23
by temporary differences in surface temperature. Records for the initial check (item 1 24
above) shall be included in the Contractor’s prestressed concrete certificate of 25
compliance. Records for all other checks shall be submitted as a Type 1 Working Drawing. 26
27
For each check (Items 1 to 3 above), the alignment shall not be offset more than ⅛ inch 28
for each 10 feet of girder length. Girders not meeting this tolerance for the shipment check 29
(Item 2 above) shall require an analysis of girder lateral stability and stresses in 30
accordance with Section 6-02.3(25)L1. The Contractor shall perform this analysis and 31
submit it as a Type 2E Working Drawing prior to shipment of the girder. Any girder that 32
exceeds an offset of 1⁄8 inch for each 10 feet of girder length for the erection check (Item 33
3 above) shall be corrected at the job site to the 1⁄8 inch maximum offset per 10 feet of 34
girder length before concrete is placed into the diaphragms. The Contractor shall submit 35
a Type 2 Working Drawing for any required corrective action. 36
37
The maximum distance between the side of a prestressed concrete slab girder, or the 38
edge of the top flange of a wide flange deck, wide flange thin deck or deck bulb tee girder, 39
and a chord that extends the full length of the girder shall be ±½ inch after erection (Item 40
3 above). 41
42
6-02.3(25)K Vertical Deflection 43
Items 2 and 3 in the first paragraph are revised to read: 44
45
2. Shipment – Within 14 days prior to shipment; 46
47
3. Erection – After girder erection and cutting temporary top strands but prior to any 48
equalization, welding ties or placement of diaphragms. 49
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 57 (Revised: 8/7/17)
2018
1
The following new paragraph is inserted after the second paragraph: 2
3
Girders with vertical deflections not meeting the limit shown in the Plans for the shipment 4
check (Item 2 above) shall require an analysis of girder lateral stability and stresses in 5
accordance with Section 6-02.3(25)L1. The Contractor shall perform this analysis and 6
submit it as a Type 2E Working Drawing prior to shipment. 7
8
The following new sentence is inserted after the second sentence of the fourth to last 9
paragraph: 10
11
Any diaphragms are assumed to be placed. 12
13
The last three paragraphs are deleted and replaced with the following: 14
15
If the girder vertical deflection measured for the erection check (Item 3 above) is not 16
between the lower “D” dimension bound shown in the Plans and the upper “D” dimension 17
bound shown in the Plans plus ¾ inches, the Engineer may require corrective action. The 18
Contractor shall submit a Type 2 Working Drawing for any required corrective action. 19
20
6-02.3(25)L Handling and Storage 21
The second paragraph is revised to read: 22
23
For strand lift loops, only ½-inch diameter or 0.6-inch diameter strand conforming to 24
Section 9-07.10 shall be used, and a minimum 2-inch diameter straight pin of a shackle 25
shall be used through the loops. Multiple loops shall be held level in the girder during 26
casting in a manner that allows each loop to carry its share of the load during lifting. The 27
minimum distance from the end of the girder to the centroid of the strand lift loops shall 28
be 3 feet. The loops for all prestressed concrete girders, with the exception of prestressed 29
concrete slab girders, shall project a minimum of 1′-6″ from the top of the girder. The loops 30
for prestressed concrete slab girders shall project a minimum of 4 inches. Loops shall 31
extend to within 3 inches clear of the bottom of the girder, terminating with a 9-inch long 32
90-degree hook. Loads on individual loops shall be limited to 12 kips, and all girders shall 33
be picked up at a minimum angle of 60 degrees from the top of the girder. 34
35
The third sentence of the fourth paragraph is revised to read: 36
37
Alternatively, these temporary strands may be post-tensioned provided the strands are 38
stressed on the same day that the permanent prestress is released into the girder and 39
the strands are tensioned prior to lifting the girder. 40
41
The second to last sentence of the fourth paragraph is revised to read: 42
43
When the post-tensioned alternative is used, the Contractor shall be responsible for 44
properly sizing the anchorage plates, and configuring the reinforcement adjacent to the 45
anchorage plates, to prevent bursting or splitting of the concrete in the top flange. 46
47
The second to last paragraph is deleted. 48
49
This section is supplemented with the following new subsections: 50
51
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 58 (Revised: 8/7/17)
2018
6-02.3(25)L1 Girder Lateral Stability and Stresses 1
The Contractor shall be responsible for safely lifting, storing, shipping and erecting 2
prestressed concrete girders. 3
4
The Contract documents may provide shipping and handling details for girders including 5
lifting embedment locations (L), shipping support locations (L1 and L2), minimum shipping 6
support rotational spring constants (Kθ), minimum shipping support center-to-center 7
wheel spacings (W cc), vertical deflections and number of temporary top strands. These 8
shipping and handling details have been determined in accordance with Section 6-9
02.3(25)L2. 10
11
The Contractor shall submit a Type 2E Working Drawing analyzing girder lateral stability 12
and concrete stresses during lifting, storage, shipping and erection in accordance with 13
Section 6-02.3(25)L2 in the following cases: 14
15
1. Any of the analysis assumptions listed in Section 6-02.3(25)L2 are invalid. 16
Determination of validity shall be made by the Contractor, except that analysis 17
assumptions shall be considered invalid if the actual values are outside of the 18
provided tolerances. 19
20
2. The Contractor intends to alter the shipping and handling details provided in the 21
Contract documents. 22
23
3. The Contract documents do not provide shipping and handling details. 24
25
6-02.3(25)L2 Lateral Stability and Stress Analysis 26
Analysis for girder lateral stability and concrete stresses during lifting, storage, shipping 27
and erection shall be in accordance with the PCI Recommended Practice for Lateral 28
Stability of Precast, Prestressed Concrete Bridge Girders, First Edition, Publication CB-29
02-16-E and the AASHTO LRFD Bridge Design Specifications edition identified in the 30
Contract documents. The following design criteria shall be met: 31
32
1. Factor of Safety against cracking shall be at least 1.0 33
34
2. Factor of Safety against failure shall be at least 1.5 35
36
3. Factor of Safety against rollover shall be at least 1.5 37
38
4. Allowable concrete stresses shall be as specified in Section 6-02.3(25)L3 39
40
The analysis shall address any effects on girder vertical deflection (camber), “A” 41
dimensions at centerline of bearings and deck screed cambers (C). 42
43
Shipping and handling details provided in the Contract documents have been determined 44
using the following analysis assumptions: 45
46
1. Girder dimensions, strand locations and lifting embedment locations are within 47
the tolerances specified in Section 6-02.3(25)I 48
49
2. Girder horizontal alignment (sweep) is within the tolerance specified in Section 50
6-02.3(25)J 51
52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 59 (Revised: 8/7/17)
2018
3. Girder vertical deflection (camber) at midspan is less than or equal to the value 1
shown in the Plans for shipping 2
3
4. Minimum concrete compressive strength at release (f’ci) has been reached 4
before initial lifting from casting bed. Minimum concrete compressive strength at 5
28 days (f’c) has been reached before shipping. 6
7
5. Height of girder bottom above roadway at shipping supports is less than or equal 8
to 72 inches 9
10
6. Height of shipping support roll center above roadway is 24 inches, ± 2 inches 11
12
7. Shipping support longitudinal placement (L1 and L2) tolerance is ± 6 inches 13
14
8. Shipping support lateral placement tolerance is ±1 inches 15
16
9. Shipping supports provide the minimum shipping support rotational spring 17
constant (Kθ) and minimum shipping support center-to-center wheel spacings 18
(W cc) shown in the Plans 19
20
10. For shipping at highway speeds a ± 20% dynamic load allowance (impact) is 21
included with a typical roadway superelevation of 2% 22
23
11. For turning at slow speeds, no dynamic load allowance (impact) is included with 24
a maximum roadway superelevation of 6% 25
26
12. Wind, centrifugal and seismic forces are not considered 27
28
6-02.3(25)L3 Allowable Stresses 29
Prestressed concrete girder stresses shall be limited to the following values at all stages 30
of construction and in service: 31
32
Condition Stress Location Allowable Stress (ksi)
Temporary
Stress at
Transfer
and Lifting
from
Casting
Bed
Tensile In areas without bonded
reinforcement sufficient
to resist the tensile force
in the concrete
0.0948 ′≤0.2
In areas with bonded
reinforcement sufficient
to resist the tensile force
in the concrete
0.24 ′
Compressive All locations
0.65 ′
Temporary
Stress at
Shipping
and
Erection
Tensile In areas without bonded
reinforcement sufficient
to resist the tensile force
in the concrete
0.0948 ′≤0.2
In areas with bonded
reinforcement sufficient
to resist the tensile force
in the concrete
0.19 ′
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 60 (Revised: 8/7/17)
2018
In areas with bonded
reinforcement sufficient
to resist the tensile force
in the concrete when
shipping at 6%
superelevation, without
impact
0.24 ′
Compressive All locations 0.65 ′
Final
Stresses
at Service
Load
Tensile Precompressed tensile
zone 0.0
Compressive Effective prestress and
permanent loads 0.45 ′
Effective prestress,
permanent loads and
transient (live) loads
0.60 ′
Final
Stresses
at Fatigue
Load
Compressive Fatigue I Load
Combination plus one-
half effective prestress
and permanent loads
0.40 ′
Variables are as defined in the AASHTO LRFD Bridge Design Specifications.
1
6-02.3(25)M Shipping 2
The last four paragraphs are deleted and replaced with the following: 3
4
Girder lateral stability and stresses during shipping shall be in accordance with Section 5
6-02.3(25)L1. 6
7
If the Contractor elects to assemble spliced prestressed concrete girders into shipping 8
configurations not shown in the Contract documents, the Contractor shall submit a Type 9
2E Working Drawing analyzing girder lateral stability and concrete stresses in accordance 10
with Section 6-02.3(25)L2 before shipping. 11
12
6-02.3(25)N Prestressed Concrete Girder Erection 13
The second sentence of the first paragraph is revised to read: 14
15
The erection plan shall conform to Section 6-02.3(25)L1. 16
17
The last paragraph is revised to read: 18
19
Stop plates and dowel bars for prestressed concrete girders shall be set with either epoxy 20
grout conforming to Section 9-26.3 or type IV epoxy bonding agent conforming to Section 21
9-26.1. 22
23
6-02.3(25)O Girder to Girder Connections 24
The second paragraph is revised to read: 25
26
Prestressed concrete girders shall be constructed in the following sequence: 27
28
1. If required, deflections shall be equalized in accordance with the Contractor’s 29
equalization plan. 30
31
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 61 (Revised: 8/7/17)
2018
2. Any intermediate diaphragms shall be placed and any weld ties shall be welded 1
in accordance with Section 6-03.3(25). Welding ground shall be attached directly 2
to the steel plates being welded when welding the weld-ties. 3
4
3. Any keyways between adjacent girders shown in the Plans to receive grout shall 5
be filled flush with the surrounding surfaces using a grout conforming to Section 6
9-20.3(2). 7
8
4. Equalization equipment shall not be removed and other construction equipment 9
shall not be placed on the structure until intermediate diaphragms and keyway 10
grout have attained a minimum compressive strength of 2,500 psi. 11
12
6-02.3(26)D2 Test Block Dimensions 13
The first sentence is revised to read: 14
15
The dimensions of the test block perpendicular to the tendon in each direction shall be 16
the smaller of twice the minimum edge distance or the minimum spacing specified by the 17
special anchorage device manufacturer, with the stipulation that the concrete cover over 18
any confining reinforcing steel or supplementary skin reinforcement shall be appropriate 19
for the project-specific application and circumstances. 20
21
6-02.3(26)E2 Ducts for External Exposed Installation 22
In the first paragraph, “ASTM D3350” is revised to read “ASTM D3035”. 23
24
In the fourth paragraph, "ASTM D3505" is revised to read "ASTM D3035". 25
26
6-02.3(26)G Tensioning 27
Item number 1 of the second paragraph is revised to read: 28
29
1. All concrete has reached a compressive strength of at least 4,000 psi or the strength 30
specified in the Plans. When tensioning takes place prior to 28-day compressive 31
strength testing on concrete sampled in accordance with Section 6-02.3(25)H, 32
compressive strength shall be verified on field cured cylinders in accordance with the 33
FOP for AASHTO T23. 34
35
6-02.3(27)A Use of Self-Consolidating Concrete for Precast Units 36
Item number 2 of the first paragraph is revised to read: 37
38
2. Precast reinforced concrete three-sided structures, box culverts and split box 39
culverts in accordance with Section 7-02.3(6). 40
41
Section 6-03, Steel Structures 42
January 3, 2017 43
6-03.3(33) Bolted Connections 44
In this section, “AASHTO M253” is revised to read “ASTM F3125 Grade A490”, “ASTM F1852” 45
is revised to read “ASTM F3125 Grade F1852”, and “ASTM A325” is revised to read “ASTM 46
F3125 Grade A325”. 47
48
In the headings of Table 3, “A 325” is revised to read “ASTM F3125 Grade A325”. 49
50
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 62 (Revised: 8/7/17)
2018
In the headings of Table 3, “M 253” is revised to read “ASTM F3125 Grade A490”. 1
2
Section 6-05, Piling 3
August 1, 2016 4
In this section, the words “capacity” and “capacities” are replaced with “resistance” and 5
“resistances”, respectively. 6
7
6-05.3(1) Piling Terms 8
The third paragraph is revised to read: 9
10
Overdriving – Over-driving of piles occurs when the ultimate bearing resistance 11
calculated from the equation in Section 6-05.3(12), or the wave equation driving criteria if 12
applicable, exceeds the ultimate bearing resistance required in the Contract in order to 13
reach the minimum tip elevation specified in the Contract, or as required by the Engineer. 14
15
The first sentence of the last paragraph is revised to read: 16
17
Minimum Tip Elevation – The minimum tip elevation is the elevation to which the pile tip 18
shall be driven. 19
20
6-05.3(3)A Casting and Stressing 21
The last sentence of the third paragraph is revised to read: 22
23
If the corrective action is not acceptable to the Engineer, the piling(s) will be subject to 24
rejection by the Engineer. 25
26
6-05.3(5) Manufacture of Steel Piles 27
This section is supplemented with the following new paragraph: 28
29
At least 14-days prior to the start of production of the piling, the Contractor shall advise 30
the Engineer of the production schedule. The Contractor shall give the Inspector safe and 31
free access to the Work. If the Inspector observes any nonspecification Work or 32
unacceptable quality control practices, the Inspector will advise the plant manager. If the 33
corrective action is not acceptable to the Engineer, the piling(s) will be subject to rejection 34
by the Engineer. 35
36
6-05.3(9)A Pile Driving Equipment Approval 37
The first sentence of the second paragraph is revised to read: 38
39
The Contractor shall submit Type 2E Working Drawings consisting of a wave equation 40
analysis for all pile driving systems used to drive piling with required maximum driving 41
resistances of greater than 300 tons. 42
43
Section 6-07, Painting 44
August 7, 2017 45
6-07.3(2) Submittals 46
This section is revised to read: 47
48
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 63 (Revised: 8/7/17)
2018
The Contractor shall submit a painting plan consisting of one comprehensive submittal 1
including all components described in this Section. The Contractor shall submit Type 2 2
Working Drawings of the painting plan components. 3
4
For shop application of paint, the painting plan shall include the documents and samples 5
listed in Sections 6-07.3(2)B, 6-07.3(2)C, and 6-07.3(2)E. 6
7
For field application of paint, the painting plan shall include the documents and samples 8
listed in Section 6-07.3(2)A through 6-07.3(2)F. 9
10
6-07.3(2)A Work Force Qualifications Submittal Component 11
Item number 2 is revised to read: 12
13
2. Resumé of qualifications and contact information for the Contractor’s on-site 14
supervisors. Each on-site supervisor shall have 3 years’ minimum of industrial 15
painting field experience with 1 year minimum of field supervisory or management 16
experience in bridge painting projects. 17
18
6-07.3(2)D Hazardous Waste Containment, Collection, Testing, and Disposal 19
Submittal Component 20
This section is revised to read: 21
22
The hazardous waste containment, collection, testing, and disposal submittal component 23
of the painting plan shall include the following: 24
25
1. Abrasive blasting containment system attachment and support in accordance 26
with Section 6-07.3(10)A, with a complete description of each attachment 27
device. 28
29
2. Details of jobsite material storage facilities and containment waste storage 30
facilities, including location, security, and environmental control. 31
32
3. Methods and materials used to contain, collect, and dispose of all containment 33
waste and all construction-related waste, including transportation of waste. 34
35
4. Details of the containment waste sampling plan conforming to WAC 173-303 for 36
waste designated as dangerous waste or extremely hazardous waste. 37
38
5. The name of, and contact information for, the accredited analytical laboratory 39
performing the testing of the containment waste samples in accordance with 40
Section 6-07.3(10)F. 41
42
6. Process for tracking the disposal of hazardous waste, including a sample form 43
of the tracking documentation. 44
45
7. When a wind speed threshold is specified, a description of the method to lower 46
or withdraw tarps, plastic exterior, and other containment components 47
presenting an exposed face to wind, and the estimated time required to 48
accomplish this action. 49
50
8. Provisions for dust and debris collection, ventilation, and auxiliary lighting within 51
the containment system. 52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 64 (Revised: 8/7/17)
2018
1
6-07.3(2)E Cleaning and Surface Preparation Equipment Submittal Component 2
This section, including title, is revised to read: 3
4
6-07.3(2)E Cleaning and Surface Preparation Submittal Component 5
The cleaning and surface preparation submittal component of the painting plan shall 6
include the following: 7
8
1. Details of the abrasive blast cleaning operation, including: 9
10
a. Description of the abrasive blast cleaning procedure. 11
12
b. Type, manufacturer, and brand of abrasive blast material and all associated 13
additives, including Materials Safety Data Sheets (MSDS). 14
15
c. Description of the abrasive blast cleaning equipment to be used. 16
17
6-07.3(3)A Quality Control and Quality Assurance for Shop Application of 18
Paint 19
In this section, “approved” is revised to read “accepted”. 20
21
6-07.3(3)B Quality Control and Quality Assurance for Field Application of Paint 22
The first sentence of the first paragraph is revised to read: 23
24
For field application of paint, the Contractor shall conduct quality control inspections as 25
required by SSPC-PA 1, using the personnel and the processes outlined in the painting 26
plan. 27
28
The second paragraph is revised to read: 29
30
A Type 1 Working Drawing consisting of the Contractor’s daily quality control report, 31
signed and dated by the Contractor’s quality control inspector, accompanied by copies of 32
the test results of quality control tests performed on the work covered by the daily quality 33
control report, shall be submitted before the end of the next day’s work shift. 34
35
In the third paragraph, “approval” is revised to read “acceptance”. 36
37
Item number 2 of the fourth paragraph is deleted. 38
39
In the fourth paragraph, items 3, 4 and 5 are renumbered to 2, 3 and 4, respectively. 40
41
6-07.3(9)F Shop Surface Cleaning and Preparation 42
In the first sentence, “approved” is revised to read “accepted”. 43
44
6-07.3(9)G Application of Shop Primer Coat 45
In the first sentence of the first paragraph, “approval” is revised to read “acceptance”. 46
47
The last sentence of the first paragraph is revised to read: 48
49
Primer shall be applied with the spray nozzles and pressures recommended by the 50
manufacturer of the paint system, to attain the film thicknesses specified. 51
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 65 (Revised: 8/7/17)
2018
1
In the third paragraph, the first sentence is revised to read: 2
3
The Contractor shall provide access to the steel to permit inspection by the Engineer. 4
5
6-07.3(9)I Application of Field Coatings 6
The following new paragraph is inserted before to the first paragraph: 7
8
An on-site supervisor shall be present for each work shift at the bridge site. 9
10
In the fourth paragraph (after the preceding Amendment is applied), “approved” is deleted from 11
the first sentence. 12
13
The first sentence of the last paragraph is revised to read: 14
15
All paint damage that occurs shall be repaired in accordance with the manufacturer’s 16
written recommendations. 17
18
6-07.3(10)A Containment 19
The first four paragraphs are deleted and replaced with the following three paragraphs: 20
21
The containment system shall be in accordance with SSPC Technology Guide No. 6, 22
Guide for Containing Surface Preparation Debris Generated During Paint Removal 23
Operations Class 1. The containment system shall fully enclose the steel to be painted 24
and not allow any material to escape the containment system. The Contractor shall 25
protect the surrounding environment from all debris or damage resulting from the 26
Contractor’s operations. 27
28
Except as otherwise specified in the Contract, the containment length shall not exceed 29
the length of a span (defined as pier to pier). The containment system shall not cause any 30
damage to the existing structure. Attachment devices shall not mark or otherwise damage 31
the steel member to which they are attached. Field-welding of attachments to the existing 32
structure will not be allowed. The Contractor shall not drill holes into the existing structure 33
or through existing structural members except as shown in the Contractor’s painting plan 34
Working Drawing submittal. 35
36
Emissions shall be assessed by Visible Emission Observations (Method A) in SSPC 37
Technology Update No. 7 Section 6.2 and shall be limited to the Level A Acceptance 38
Criteria Option Level 0 Emissions standard. If visible emissions occur or if failure to the 39
containment system occurs or if signs of failure to the containment system are present, 40
the Contractor shall stop work immediately. Work shall not resume until the failure has 41
been corrected to the satisfaction of the Engineer. 42
43
6-07.3(10)B Bird Guano, Fungus, and Vegetation Removal 44
The last paragraph is revised to read: 45
46
Bird guano, bird nesting materials, fungus, and vegetative growth shall be disposed of at 47
a land disposal site accepted by the Engineer. The Contractor shall submit a Type 1 48
Working Drawing consisting of a copy of the disposal receipt, which shall include a 49
description of the disposed material. 50
51
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 66 (Revised: 8/7/17)
2018
6-07.3(10)C Dry Cleaning 1
This section is revised to read: 2
3
Dry cleaning shall include removal of accumulated dirt and debris on the surfaces to be 4
painted. Collected dirt and debris shall be disposed of at a land disposal site accepted by 5
the Engineer. The Contractor shall submit a Type 1 Working Drawing consisting of a copy 6
of the disposal receipt, which shall include a description of the disposed material. 7
8
6-07.3(10)D Surface Preparation Prior to Overcoat Painting 9
The second paragraph is revised to read: 10
11
Following any preparation by SSPC-SP1, all steel surfaces to be painted shall be 12
prepared in accordance with SSPC-SP 7, brush-off blast cleaning. Surfaces inaccessible 13
to brush-off blast shall be prepared in accordance with SSPC-SP 15, commercial grade 14
power tool cleaning, as allowed by the Engineer. 15
16
The first sentence of the third paragraph is revised to read: 17
18
Following brush-off blast cleaning, the Contractor shall perform spot abrasive blast 19
cleaning in accordance with SSPC-SP 6, commercial blast cleaning. 20
21
In the fifth sentence of the third paragraph, “approved” is revised to read “accepted”. 22
23
The second sentence of the last paragraph is deleted. 24
25
6-07.3(10)F Collecting, Testing, and Disposal of Containment Waste 26
The third, fourth and fifth paragraphs are deleted and replaced with the following two new 27
paragraphs: 28
29
Containment waste is defined as all paint chips and debris removed from the steel surface 30
and all abrasive blast media, as contained by the containment system. After all waste 31
from the containment system has been collected, the Contractor shall collect 32
representative samples of the components that field screening indicates are lead-33
contaminated material. The Contractor shall collect at least one representative sample 34
from each container. The Contractor may choose to collect a composite sample of each 35
container, but the composite sample must consist of several collection points (a minimum 36
of 3 random samples) that are representative of the entire contents of the container and 37
representative of the characteristics of the type of waste in the container. In accordance 38
with WAC 173–303-040, a representative sample means “a sample which can be 39
expected to exhibit the average properties of the sample source.” 40
41
The debris shall be tested for metals using the Toxicity Characteristics Leaching 42
Procedure (TCLP) and EPA Methods 1311 and 6010. At a minimum, the materials should 43
be analyzed for the Resource Conservation and Recovery Act (RCRA) 8 Metals (arsenic, 44
barium, cadmium, chromium, lead, mercury, selenium, and silver). Pursuant to the 45
Dangerous Waste (DW) Regulations Chapter 173-303-90(8)(c) WAC, “Any waste that 46
contains contaminants which occur at concentrations at or above the DW threshold must 47
be designated as DW.” All material within each individual container or containment 48
system that designates as DW shall be disposed of at a legally permitted Subtitle C 49
Hazardous Waste Landfill. All material within each individual container or containment 50
system that designate below the DW threshold, will be designated as “Solid Waste” and 51
shall be disposed of at a legally permitted Subtitle D Landfill. Disposal shall be in 52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 67 (Revised: 8/7/17)
2018
accordance with WAC 173-303 for waste designated “Dangerous Waste” and pursuant to 1
WAC 173-350 for waste designated as “Solid Waste”. 2
3
The first sentence of the fifth to last paragraph is revised to read: 4
5
The Contractor shall submit a Type 1 Working Drawing consisting of two copies of the 6
transmittal documents or bill of lading listing the waste material shipped from the 7
construction site to the waste disposal site. 8
9
6-07.3(10)G Treatment of Pack Rust and Gaps 10
In this section, “approved by the Engineer” is revised to read “accepted by the Engineer”. 11
12
6-07.3(10)H Paint System 13
In the last paragraph, “approved” is revised to read “allowed”. 14
15
6-07.3(10)I Paint Color 16
In the last sentence, “approved” is revised to read “allowed”. 17
18
6-07.3(10)J Mixing and Thinning Paint 19
In the third paragraph, “approved” is revised to read “allowed”. 20
21
6-07.3(10)O Applying Field Coatings 22
The following new paragraph is inserted before the first paragraph: 23
24
An on-site supervisor shall be present for each work shift at the bridge site. 25
26
In the sixth paragraph (after the preceding Amendment is applied), “approved” and “approval” 27
are revised to read “accepted” and “acceptance”, respectively. 28
29
In the seventh paragraph (after the preceding Amendment is applied), “approval” is revised to 30
read “concurrence”. 31
32
The second sentence of the last paragraph is revised to read: 33
34
Any plank removal or cutting shall be done with the concurrence of the Engineer. 35
36
6-07.3(10)P Field Coating Repair 37
In the second to last sentence, “approved” is revised to read “accepted”. 38
39
The last sentence is deleted. 40
41
6-07.3(11)A Painting of Galvanized Surfaces 42
In the last sentence, “approval” is revised to read “acceptance”. 43
44
6-07.5 Payment 45
The following new paragraph is inserted after the paragraph following the Bid item “Cleaning 46
and Painting - _____”, lump sum: 47
48
When a weather station is specified, all costs in connection with furnishing, installing, 49
operating, and removing the weather station, including furnishing mounting hardware and 50
repeaters, accessories and wireless display console units, processing and submitting 51
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 68 (Revised: 8/7/17)
2018
daily weather data reports, maintenance and upkeep, shall be included in the lump sum 1
Contract price for “Cleaning And Painting – _____”. 2
3
Section 6-08, Waterproofing 4
January 3, 2017 5
This section and all subsections, including title, is revised to read: 6
7
6-08 Bituminous Surfacing on Structure Decks 8
6-08.1 Description 9
This Work consists of removing and placing Hot Mix Asphalt (HMA) or Bituminous 10
Surface Treatment (BST) directly on or over a Structure. This Work also includes 11
performing concrete bridge deck repair, applying waterproofing membrane, and 12
sealing paving joints. 13
14
6-08.2 Materials 15
Materials shall meet the requirements of the following sections: 16
17
Bituminous Surface Treatment 5-02.2 18
Hot Mix Asphalt 5-04.2 19
Joint Sealants 9-04.2 20
Closed Cell Foam Backer Rod 9-04.2(3)A 21
Waterproofing Membrane (Deck Seal) 9-11 22
Bridge Deck Repair Material 9-20.5 23
24
6-08.3 Construction Requirements 25
6-08.3(1) Definitions 26
Adjusted Removal Depth – the Bituminous Pavement removal depth specified 27
by the Engineer to supersede the Design Removal Depth after review of the 28
Contractor survey of the existing Bituminous Pavement grade profile. 29
30
Bituminous Pavement – the surfacing material containing an asphalt binder. 31
32
Design Removal Depth – the value shown in the "pavement schedule" or 33
elsewhere in the Plans to indicate the design thickness of Bituminous Pavement 34
to be removed. 35
36
Final Grade Profile – the compacted finished grade surface of completed 37
Bituminous Pavement surfacing consisting of a vertical profile and 38
superelevation cross-slope, developed by the Engineer for Grade Controlled 39
Structure Decks based on the Contractor survey. 40
41
Grade Controlled – a Structure Deck requiring restriction of Bituminous 42
Pavement work, including restriction of pavement removal methods and 43
restriction of overlay pavement thicknesses. 44
45
Structure Deck – the bridge deck (concrete or timber), bridge approach slab, 46
top of concrete box culvert, or other concrete surfaces over or upon which 47
existing Bituminous Pavement is removed and new Bituminous Pavement is 48
applied. 49
50
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 69 (Revised: 8/7/17)
2018
6-08.3(2) Contractor Survey for Grade Controlled Structure Decks 1
Prior to removing existing Bituminous Pavement from a Grade Controlled 2
Structure Deck, the Contractor shall complete a survey of the existing surface 3
for use in establishing the existing cross section and grade profile elevations. 4
When removal of Bituminous Pavement is to be achieved by rotary 5
milling/planing, the Contractor’s survey shall also include the depths of the 6
existing surfacing at each survey point. 7
8
The Contractor is responsible for all calculations, surveying, installation of 9
control points, and measuring required for setting, maintaining and resetting 10
equipment and materials necessary for the construction of the overlay to the 11
Final Grade Profile. 12
13
6-08.3(2)A Survey Requirements 14
The Contractor shall establish at least two primary survey control points for 15
controlling actual Bituminous Pavement removal depth and the Final Grade 16
Profile. Horizontal control shall be by station and offset which shall be tied 17
to either the Roadway centerline or the Structure centerline. Vertical control 18
may be an assumed datum established by the Contractor. 19
20
Primary control points shall be described by station or milepost and offset 21
on the baseline selected by the Contractor. The Contractor may expand the 22
survey control information to include secondary horizontal and vertical 23
control points as needed for the project. 24
25
Survey information collected shall include station or milepost, offset, and 26
elevation for each lane line and curb line. Survey information shall be 27
collected at even 20 foot station intervals, and along the centerline of each 28
bridge expansion joint. The survey shall extend 300’-0” beyond the bridge 29
back of pavement seat or end of Structure Deck. The survey information 30
shall include the top of Bituminous Pavement elevation and, when rotary 31
milling/planing equipment is used, the corresponding depth of Bituminous 32
Pavement to the Structure Deck. The Contractor shall ensure a surveying 33
accuracy to within ± 0.01 feet for vertical control and ± 0.2 feet for horizontal 34
control. 35
36
Voids in HMA created by the Contractor’s Bituminous Pavement depth 37
measurements shall be filled by material conforming to Section 9-20 or 38
another material acceptable to the Engineer. 39
40
6-08.3(2)B Survey Submittal 41
The Contractor's survey records shall include descriptions of all survey 42
control points including station/milepost, offset, and elevations of all 43
secondary control points. The Contractor shall maintain survey records of 44
sufficient detail to allow the survey to be reproduced. The Contractor shall 45
submit a Type 2 Working Drawing consisting of the compiled survey records 46
and information. Survey data shall be submitted as an electronic file in 47
Microsoft Excel format. 48
49
6-08.3(2)C Final Grade Profile and Adjusted Removal Depth 50
Based on the results of the survey, the Engineer may develop a Final Grade 51
Profile and Adjusted Removal Depth. If they are developed, the Final Grade 52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 70 (Revised: 8/7/17)
2018
Profile and Adjusted Removal Depth will be provided to the Contractor 1
within three working days after receiving the Contractor's survey 2
information. When provided, the Adjusted Removal Depth supersedes the 3
Design Removal Depth to become the Bituminous Pavement removal depth 4
for that Structure Deck. 5
6
6-08.3(3) General Bituminous Pavement Removal Requirements 7
The Contractor shall remove Bituminous Pavement and associated deck repair 8
material from Structure Decks to the horizontal limits shown in the Plans and to 9
either the specified or adjusted Bituminous Pavement removal depth as 10
applicable. 11
12
Removal of Bituminous Pavement within 12-inches of existing permanent 13
features that limit the reach of the machine or the edge of the following items 14
shall be by hand or by hand operated (nominal 30-pounds class) power tools: 15
existing bridge expansion joint headers; steel expansion joint assemblies; 16
concrete butt joints between back of pavement seats and bridge approach slabs, 17
bridge drain assemblies; thrie beam post steel anchorage assemblies fastened 18
to the side or top of the Structure Deck. 19
20
When removing Bituminous Pavement with a planer, Section 5-04.3(14) shall 21
apply. If the planer contacts the Structure Deck in excess of the specified planing 22
depth tolerance, or contacts steel reinforcing bars at any time, the Contractor 23
shall immediately cease planing operations and notify the Engineer. Planing 24
operations shall not resume until completion of the appropriate adjustments to 25
the planing machine and receiving the Engineer’s concurrence to resume. 26
27
6-08.3(4) Partial Depth Removal of Bituminous Pavement from Structure 28
Decks 29
The depth of surfacing removal, as measured to the bottom of the lowest milling 30
groove generated by the rotary milling/planing machine shall be +0.01, -0.02-31
feet of the specified or Adjusted Removal Depth as applicable. 32
33
6-08.3(5) Full Depth Removal of Bituminous Pavement from Structure 34
Decks 35
6-08.3(5)A Method of Removal 36
The Contractor shall perform full depth removal by a method that does not 37
damage or remove the Structure Deck in excess of the specified Bituminous 38
Pavement removal tolerance. The Contractor shall submit a Type 2 39
Working Drawing consisting of the proposed methods and equipment to be 40
used for full depth removal. 41
42
6-08.3(5)B Planer Requirements for Full Depth Removal 43
The final planed surface shall have a finished surface with a tolerance of 44
+0.01, -0.02 feet within the planed surface profile, as measured from a 10-45
foot straight edge. Multiple passes of planing to achieve smoothness will 46
not be allowed. 47
48
In addition to Section 6-08.3(3), the planing equipment shall conform to the 49
following additional requirements: 50
51
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 71 (Revised: 8/7/17)
2018
1. The cutting tooth spacing on the rotary milling head shall be less 1
than or equal to ¼ inch. 2
3
2. The rotary milling/planing machine shall have cutting teeth that 4
leave a uniform plane surface at all times. All teeth on the mill 5
head shall be kept at a maximum differential tolerance of 3⁄8-inch 6
between the shortest and longest tooth, as measured by a straight 7
edge placed the full width of the rotary milling head. 8
9
3. Cutting tips shall be replaced when 30 percent of the total length 10
of the cutting tip material remains. 11
12
Prior to each day’s Bituminous Pavement removal operations, the 13
Contractor shall confirm to the satisfaction of the Engineer that the rotary 14
head cutting teeth are within the specified tolerances. 15
16
6-08.3(5)C Structure Deck Cleanup after Bituminous Pavement 17
Removal 18
Waterproofing membrane that is loose or otherwise not firmly bonded to the 19
Structure Deck shall be removed as an incidental component of the Work 20
of surfacing removal. Existing waterproofing membrane bonded to the 21
Structure Deck need not be removed. 22
23
6-08.3(6) Repair of Damage due to Bituminous Pavement Removal 24
Operations 25
All concrete bridge deck, pavement seat, and steel reinforcing bar damage due 26
to the Contractor’s surfacing removal operations shall be repaired by the 27
Contractor in accordance with Section 1-07.13, and as specified below. 28
29
Damaged concrete in excess of the specified Bituminous Pavement removal 30
tolerance shall be repaired in accordance with Section 6-08.3(7), with the bridge 31
deck repair material placed to the level of the surrounding bridge deck and 32
parallel to the final grade paving profile. 33
34
Damaged steel reinforcing bar shall be repaired as follows: 35
36
1. Damage to steel reinforcing bar resulting in a section loss less than 20-37
percent of the bar with no damage to the surrounding concrete shall be 38
left in place and shall be repaired by removing the concrete to a depth 39
¾-inches around the top steel reinforcing bar and placing bridge deck 40
repair material accepted by the Engineer to the level of the bridge deck 41
and parallel to the final grade paving profile. 42
43
2. Damage to steel reinforcing bar resulting in a section loss of 20-percent 44
or more in one location, bars partially or completely removed from the 45
bridge deck, or where there is a lack of bond to the concrete, shall be 46
repaired by removing the adjacent concrete and splicing a new bar of 47
the same size. Concrete shall be removed to provide a ¾-inch 48
minimum clearance around the bars. The splice bars shall extend a 49
minimum of 40 bar diameters beyond each end of the damage. 50
51
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 72 (Revised: 8/7/17)
2018
6-08.3(7) Concrete Deck Repair 1
This Work consists of repairing the concrete deck after Bituminous Pavement 2
has been removed. 3
4
6-08.3(7)A Concrete Deck Preparation 5
The Contractor, with the Engineer, shall inspect the exposed concrete deck 6
to establish the extent of bridge deck repair in accordance with Section 6-7
09.3(6), except item 4 in Section 6-09.3(6) does not apply. Areas of 8
Structure Deck left with existing well bonded waterproof membrane after full 9
depth Bituminous Pavement removal are exempt from this inspection 10
requirement. 11
12
All loose and unsound concrete within the repair area shall be removed with 13
jackhammers or chipping hammers no more forceful than the nominal 30 14
pounds class, or other mechanical means acceptable to the Engineer, and 15
operated at angles less than 45 degrees as measured from the surface of 16
the deck to the tool. If unsound concrete exists around the existing steel 17
reinforcing bars, or if the bond between concrete and steel reinforcing bar 18
is broken, the Contractor shall remove the concrete to provide a ¾ inch 19
minimum clearance to the bar. The Contractor shall take care to prevent 20
damage to the existing steel reinforcing bars and concrete to remain. 21
22
After removing sufficient concrete to establish the limits of the repair area, 23
the Contractor shall make ¾ inch deep vertical saw cuts and maintain 24
square edges at the boundaries of the repair area. The exposed steel 25
reinforcing bars and concrete in the repair area shall be abrasive blasted 26
and blown clean just prior to placing the bridge deck repair material. 27
28
6-08.3(7)B Ultra-Low Viscosity, Two-Part Liquid, Polyurethane-Hybrid 29
Polymer Concrete 30
The ultra-low viscosity, two-part liquid, polyurethane-hybrid polymer 31
concrete shall be mixed in accordance with the manufacturer’s 32
recommendations. 33
34
Aggregate shall conform to the gradation limit requirements recommended 35
by the manufacturer. The aggregate and the ultra-low viscosity, two-part 36
liquid, polyurethane-hybrid polymer concrete shall be applied to the repair 37
areas in accordance with the sequence and procedure recommended by 38
the manufacturer. 39
40
All repairs shall be float finished flush with the surrounding surface within a 41
tolerance of 1⁄8 inch of a straight edge placed across the full width and 42
breadth of the repair area. 43
44
6-08.3(7)C Pre-Packaged Cement Based Repair Mortar 45
The Contractor shall mix the pre-packaged cement based repair mortar 46
using equipment, materials and proportions, batch sizes, and process as 47
recommended by the manufacturer. 48
49
All repairs shall be float finished flush with the surrounding surface within a 50
tolerance of 1⁄8 inch of a straight edge placed across the full width and 51
breadth of the repair area. 52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 73 (Revised: 8/7/17)
2018
1
6-08.3(7)D Cure 2
All bridge deck repair areas shall be cured in accordance with the 3
manufacturer's recommendations and attain a minimum compressive 4
strength of 2,500 psi before allowing vehicular and foot traffic on the repair 5
and placing waterproofing membrane on the bridge deck over the repair. 6
7
6-08.3(8) Waterproof Membrane for Structure Decks 8
This work consists of furnishing and placing a waterproof sheet membrane 9
system over a prepared Structure Deck prior to placing an HMA overlay. The 10
waterproof membrane system shall consist of a sheet membrane adhered to the 11
Structure Deck with a primer. 12
13
The Contractor shall comply with all membrane manufacturer’s installation 14
recommendations. 15
16
6-08.3(8)A Structure Deck Preparation 17
The Structure Deck and ambient air temperatures shall be above 50°F and 18
the Structure Deck shall be surface-dry at the time of the application of the 19
primer and membrane. 20
21
All areas of a Structure Deck that have fresh cast bridge deck concrete less 22
than 28 days old (not including bridge deck repair concrete placed in 23
accordance with Section 6-08.3(7)) shall cure for a period of time 24
recommended by the membrane manufacturer, or as specified by the 25
Engineer, before application of the membrane. 26
27
The entire Structure Deck and the sides of the curb and expansion joint 28
headers to the height of the HMA overlay shall be free of all foreign material 29
such as dirt, grease, etc. Prior to applying the primer or sheet membrane, 30
all dust and loose material shall be removed from the Structure Deck with 31
compressed air. All surface defects such as spalled areas, cracks, 32
protrusions, holes, sharp edges, ridges, etc., and other surface 33
imperfections greater than ¼ inch in width shall be corrected prior to 34
application of the membrane. 35
36
6-08.3(8)B Applying Primer 37
The primer shall be applied to the cleaned deck surfaces at the rate 38
according to the procedure recommended by the membrane manufacturer. 39
All surfaces to be covered by the membrane shall be thoroughly and 40
uniformly coated with primer. Structure Deck areas left with existing well 41
bonded waterproof membrane after bituminous surfacing removal shall 42
receive an application of primer in accordance with the membrane 43
manufacturer’s recommendations. Precautionary measures shall be taken 44
to ensure that pools and thick layers of primer are not left on the deck 45
surface. The membrane shall not be applied until the primer has cured or 46
volatile material has substantially dissipated, in accordance with the 47
membrane manufacturer’s recommendations. 48
49
The primer and waterproof membrane shall extend from the bridge deck up 50
onto the curb face and expansion joint header face the thickness of the HMA 51
overlay. The membrane shall adhere to the vertical surface. 52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 74 (Revised: 8/7/17)
2018
1
6-08.3(8)C Placing Waterproof Membrane 2
Membrane application shall begin at the low point on the deck, and continue 3
in a lapped shingle pattern. The overlap shall be a minimum of six inches 4
or greater if recommended by the membrane manufacturer. Membrane 5
seams shall be sealed as recommended by the membrane manufacturer. 6
Hand rollers or similar tools shall be used on the applied membrane to 7
assure firm and uniform contact with the primed Structure surfaces. 8
9
The fabric shall be neatly cut and contoured at all expansion joints and 10
drains. The cuts at bridge drains shall be two right angle cuts made to the 11
inside diameter of the bridge deck drain outlet, after which the corners of 12
the waterproof membrane shall be turned down into the drains and laid in a 13
coating of primer. 14
15
6-08.3(8)D Membrane Repair and Protection 16
The waterproof membrane will be visually inspected by the Engineer for 17
uniformity, tears, punctures, bonding, bubbles, wrinkles, voids and other 18
defects. All such deficiencies shall be repaired in accordance with the 19
membrane manufacturer’s recommendations prior to placement of the HMA 20
overlay. 21
22
The membrane material shall be protected from damage due to the paving 23
operations in accordance with the membrane manufacturer’s 24
recommendations. No traffic or equipment except that required for the 25
actual waterproofing and paving operations will be permitted to travel or rest 26
on the membrane until it is covered by the HMA overlay. The use of 27
windrows is not allowed for laydown of HMA on a membrane. 28
29
Where waterproofing membrane is placed in stages or applied at different 30
times, a strip of temporary paper shall be used to protect the membrane 31
overlap from the HMA hand removal methods. 32
33
6-08.3(9) Placing Bituminous Pavement on Structure Decks 34
HMA overlay shall be applied on Grade Controlled Structure Decks using 35
reference lines for vertical control in accordance with Section 5-04.3(3)C. 36
37
The compacted elevation of the HMA overlay on Structure Decks shall be within 38
± 0.02 feet of the specified overlay thickness or Final Grade Profile as applicable. 39
Deviations from the final grade paving profile in excess of the specified tolerance 40
and areas of non-conforming surface smoothness shall be corrected in 41
accordance with Section 5-04.3(13). 42
43
Final grade Roadway transitions to a Structure Deck with Bituminous Pavement 44
shall not exceed a 0.20 percent change in grade in accordance with the bridge 45
deck transition for HMA overlay Standard Plan, unless shown otherwise in the 46
Plans. 47
48
Final grade compacted HMA elevations shall be higher than an adjacent 49
concrete edge by ¼ inch ± 1⁄8 inch at all expansion joint headers and concrete 50
butt joints as shown in the concrete to asphalt butt joint details of the bridge 51
paving joint seals Standard Plan. This also applies to steel edges within the limits 52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 75 (Revised: 8/7/17)
2018
of the overlay such as bridge drain frames and steel joint riser bars at bridge 1
expansion joints. 2
3
6-08.3(9)A Protection of Structure Attachments and Embedments 4
The Contractor is responsible for protecting all Structure attachments and 5
embedments from the application of BST and HMA. 6
7
Drainage inlets that are to remain open, and expansion joints, shall be 8
cleaned out immediately after paving is completed. Materials passing 9
through expansion joints shall be removed from the bridge within 10 working 10
days. 11
12
All costs incurred by the Contractor in protective measures and clean up 13
shall be included in the unit Contract prices for the associated Bid items of 14
Work. 15
16
6-08.3(10) HMA Compaction on Structure Decks 17
Compaction of HMA on Structure Decks shall be in accordance with Section 5-18
04.3(10). 19
20
Work rejected in accordance with Section 5-04.3(11) shall include the materials, 21
work, and incidentals to repair an existing waterproof membrane damaged by 22
the removal of the rejected work. 23
24
6-08.3(11) Paved Panel Joint Seals and HMA Sawcut and Seal 25
Bridge paving joint seals shall be installed in accordance with Section 5-26
04.3(12)B and the details shown in the Plans and Standard Plans. 27
28
When concrete joints are exposed after removal of Bituminous Pavement, the 29
joints shall be cleaned and sealed in accordance with Section 5-01.3(8) and the 30
paved panel joint seal details of the bridge paving joint seals Standard Plan, 31
including placement of the closed cell backer rod at the base of the cleaned joint. 32
If waterproofing membrane is required, the membrane shall be slack or folded 33
at the concrete joint to allow for Structure movements without stress to the 34
membrane. After placement of the HMA overlay, the second phase of the paved 35
panel joint seal shall be completed by sawing the HMA and sealing the sawn 36
joint in accordance with Section 5-04.3(12)B2. 37
38
6-08.4 Measurement 39
Removing existing Bituminous Pavement from Structure Decks will be measured by 40
the square yard of Structure Deck surface area with removed overlay. 41
42
Bridge deck repair will be measured by the square foot surface area of deck concrete 43
removed with the measurement taken at the plane of the top mat of steel reinforcing 44
bars. 45
46
Waterproof membrane will be measured by the square yard surface area of Structure 47
Deck and curb and header surface area covered by membrane. 48
49
6-08.5 Payment 50
Payment will be made for each of the following Bid items when they are included in 51
the Proposal: 52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 76 (Revised: 8/7/17)
2018
1
“Structure Surveying”, lump sum. 2
3
“Removing Existing Overlay From Bridge Deck___”, per square yard. 4
The unit Contract price per square yard for "Removing Existing Overlay From 5
Bridge Deck___”, shall be full pay for performing the Work as specified for full 6
removal of Bituminous Pavement on Structure Decks, including the removal of 7
existing waterproof membrane and disposing of materials. 8
9
“Bridge Deck Repair Br. No.___”, per square foot. 10
The unit Contract price per square foot for "Bridge Deck Repair Br. No.___" shall 11
be full pay for performing the Work as specified, including removing and 12
disposing of the concrete within the repair area and furnishing, placing, finishing, 13
and curing the repair concrete. 14
15
“Waterproof Membrane Br. No.___”, per square yard. 16
The unit Contract price per square yard for "Waterproof Membrane Br. No.___" 17
shall be full pay for performing the Work as specified, including repairing any 18
damaged or defective waterproofing membrane and repair of damaged HMA 19
overlay. 20
21
Section 6-09, Modified Concrete Overlays 22
April 4, 2016 23
6-09.3(8)A Quality Assurance for Microsilica Modified and Fly Ash Modified 24
Concrete Overlays 25
The first sentence of the first paragraph is revised to read the following two new sentences: 26
27
The Engineer will perform slump, temperature, and entrained air tests for acceptance in 28
accordance with Section 6-02.3(5)D and as specified in this Section after the Contractor 29
has turned over the concrete for acceptance testing. Concrete samples for testing shall 30
be supplied to the Engineer in accordance with Section 6-02.3(5)E. 31
32
The last paragraph is deleted. 33
34
6-09.3(8)B Quality Assurance for Latex Modified Concrete Overlays 35
The first two paragraphs are deleted and replaced with the following: 36
37
The Engineer will perform slump, temperature, and entrained air tests for acceptance in 38
accordance with Section 6-02.3(5)D and as specified in this Section after the Contractor 39
has turned over the concrete for acceptance testing. The Engineer will perform testing as 40
the concrete is being placed. Samples shall be taken on the first charge through each 41
mobile mixer and every other charge thereafter. The sample shall be taken after the first 42
2 minutes of continuous mixer operation. Concrete samples for testing shall be supplied 43
to the Engineer in accordance with Section 6-02.3(5)E. 44
45
The second to last sentence of the last paragraph is revised to read: 46
47
Recommendations made by the technical representative on or off the jobsite shall be 48
adhered to by the Contractor. 49
50
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 77 (Revised: 8/7/17)
2018
Section 6-10, Concrete Barrier 1
August 7, 2017 2
6-10.3(5) Temporary Concrete Barrier 3
This section title is revised to read: 4
5
Temporary Barrier 6
7
The first paragraph is revised to read: 8
9
For temporary barrier, the Contractor may use precast concrete barrier or temporary steel 10
barrier. Temporary concrete barrier shall comply with Standard Plan requirements and 11
cross-sectional dimensions, except that: (1) it may be made in other lengths than those 12
shown in the Standard Plan, and (2) it may have permanent lifting holes no larger than 4 13
inches in diameter or lifting loops. Temporary steel barrier shall be certified that it meets 14
the requirements of NCHRP 350 or MASH Test Level 3 or 4 and shall be installed in 15
accordance with the manufacturer’s recommendations. 16
17
6-10.4 Measurement 18
The first sentence of the second paragraph is revised to read: 19
20
Temporary barrier will be measured by the linear foot along the completed line and slope 21
of the barrier, one time only for each setup of barrier protected area. 22
23
6-10.5 Payment 24
The Bid item “Temporary Conc. Barrier”, per linear foot, and the paragraph following this Bid 25
item, is revised to read: 26
27
“Temporary Barrier”, per linear foot. 28
29
The unit Contract price per linear foot for “Temporary Barrier” shall be full pay for all costs, 30
including furnishing, installing, connecting, anchoring, maintaining, temporary storage, 31
and final removal of the temporary barrier. 32
33
Section 6-12, Noise Barrier Walls 34
January 3, 2017 35
6-12.3(9) Access Doors and Concrete Landing Pads 36
The first sentence of the last paragraph is revised to read: 37
38
The Contractor shall construct concrete landing pads for each access door location as 39
shown in the Plans. 40
41
6-12.5 Payment 42
In the paragraph following the bid item “Noise Barrier Wall Access Door”, per each, “concrete 43
landing pad” is revised to read “concrete landing pads”. 44
45
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 78 (Revised: 8/7/17)
2018
Section 6-14, Geosynthetic Retaining Walls 1
January 3, 2017 2
6-14.3(2) Submittals 3
The first sentence of the first paragraph is revised to read: 4
5
The Contractor shall submit Type 2E Working Drawings consisting of detailed plans for 6
each wall. 7
8
6-14.5 Payment 9
The bid item “Concrete Fascia Panel”, per square foot, and the paragraph following this bid 10
item are revised to read: 11
12
“Concrete Fascia Panel For Geosynthetic Wall”, per square foot. 13
14
All costs in connection with constructing the concrete fascia panels as specified shall be 15
included in the unit Contract price per square foot for “Concrete Fascia Panel For 16
Geosynthetic Wall”, including all steel reinforcing bars, premolded joint filler, polyethylene 17
bond breaker strip, joint sealant, PVC pipe for weep holes, exterior surface finish, and 18
pigmented sealer (when specified), constructing and placing the concrete footing, edge 19
beam, anchor beam, anchor rod assembly, and backfill. 20
21
Section 6-19, Shafts 22
January 3, 2017 23
6-19.3 Construction Requirements 24
This section is supplemented with the following new subsection: 25
26
6-19.3(10) Engineer’s Final Acceptance of Shafts 27
The Engineer will determine final acceptance of each shaft, based on the nondestructive 28
QA test results and analysis for the tested shafts, and will provide a response to the 29
Contractor within 3 working days after receiving the test results and analysis submittal. 30
31
6-19.3(1)B Nondestructive Testing of Shafts 32
This section’s content is deleted and replaced with the following new subsections: 33
34
6-19.3(1)B1 Nondestructive Quality Assurance (QA) Testing of Shafts 35
Unless otherwise specified in the Special Provisions, the Contractor shall perform 36
nondestructive QA testing of shafts, except for those constructed completely in the dry. 37
Either crosshole sonic log (CSL) testing in accordance with ASTM D 6760 or thermal 38
integrity profiling (TIP) testing in accordance with ASTM D 7949 shall be used. 39
40
6-19.3(1)B2 Nondestructive Quality Verification (QV) Testing of Shafts 41
The Contracting Agency may perform QV nondestructive testing of shafts that have been 42
QA tested by the Contractor. The Contracting Agency may test up to ten percent of the 43
shafts. The Engineer will identify the shafts selected for QV testing and the testing 44
method the Contracting Agency will use. 45
46
The Contractor shall accommodate the Contracting Agency’s nondestructive testing. 47
48
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 79 (Revised: 8/7/17)
2018
6-19.3(2) Shaft Construction Submittal 1
This section is revised to read: 2
3
The shaft construction submittal shall be comprised of the following four components: 4
construction experience; shaft installation narrative; shaft slurry technical assistance; and 5
nondestructive QA testing personnel. The submittals shall be Type 2 Working Drawings, 6
except the shaft slurry technical assistance and nondestructive QA testing personnel 7
submittals shall be Type 1. 8
9
This section is supplemented with the following new subsection: 10
11
6-19.3(2)D Nondestructive QA Testing Organization and Personnel 12
The Contractor shall submit the names of the testing organizations, and the names of the 13
personnel who will conduct nondestructive QA testing of shafts. The submittal shall 14
include documentation that the qualifications specified below are satisfied. For TIP 15
testing, the testing organization is the group that performs the data analysis and produces 16
the final report. The testing organizations and the testing personnel shall meet the 17
following minimum qualifications: 18
19
1. The testing organization shall have performed nondestructive tests on a 20
minimum of three deep foundation projects in the last two years. 21
22
2. Personnel conducting the tests for the testing organization shall have a minimum 23
of one year experience in nondestructive testing and interpretation. 24
25
3. The experience requirements for the organization and personnel shall be 26
consistent with the testing methods the Contractor has selected for 27
nondestructive testing of shafts. 28
29
4. Personnel preparing test reports shall be a Professional Engineers, licensed 30
under Title 18 RCW, State of Washington, and in accordance with WAC 196-23-31
020. 32
33
6-19.3(3) Shaft Excavation 34
The second paragraph is revised to read: 35
36
Shaft excavation shall not be started until the Contractor has received the Engineer’s 37
acceptance for the reinforcing steel centralizers required when the casing is to be pulled 38
during concrete placement. 39
40
This section is supplemented with the following: 41
42
Except as otherwise noted, the Contractor shall not commence subsequent shaft 43
excavations until receiving the Engineer’s acceptance of the first shaft, based on the 44
results and analysis of the nondestructive testing for the first shaft. The Contractor may 45
commence subsequent shaft excavations prior to receiving the Engineer’s acceptance of 46
the first shaft, provided the following condition is satisfied: 47
48
The Engineer permits continuing with shaft construction based on the Engineer’s 49
observations of the construction of the first shaft, including, but not limited to, 50
conformance to the shaft installation narrative in accordance with Section 6-19.3(2)B, 51
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 80 (Revised: 8/7/17)
2018
and the Engineer’s review of Contractor’s daily reports and Inspector’s daily logs 1
concerning excavation, steel reinforcing bar placement, and concrete placement. 2
3
6-19.3(5)B Steel Reinforcing Bar Cage Centralizers 4
This section is supplemented with the following new sentence: 5
6
The Contractor shall furnish and install additional centralizers as required to maintain the 7
specified concrete cover throughout the length of the shaft. 8
9
6-19.3(5)C Concrete Cover Over Steel Reinforcing Bars 10
In the table, the second column (including heading) is revised to read: 11
12
Minimum Concrete Cover, and
Concrete Cover Tolerance, Except at
Permanent Slip Casing (Inches)
3, -1½
4, -2
4, -2
6, -3
13
The following new paragraph is inserted after the table: 14
15
The concrete cover tolerances specified above apply to the concrete cover specified in 16
the Plans, even if it exceeds the minimum concrete cover. 17
18
6-19.3(6) Access Tubes for Crosshole Sonic Log (CSL) Testing 19
This section title is revised to read: 20
21
6-19.3(6) Contractor Furnished Accessories for Nondestructive QA Testing 22
23
This section is supplemented with the following three new subsections: 24
25
6-19.3(6)D Shafts Requiring Thermal Wire 26
The Contractor shall furnish and install thermal wire in all shafts receiving the thermal wire 27
method of TIP testing, except as otherwise noted in Section 6-19.3(1)B1. 28
29
6-19.3(6)E Thermal Wire and Thermal Access Points (TAPs) 30
The thermal wire and associated couplers shall be obtained from the source specified in 31
the Special Provisions. 32
33
The Contractor shall securely attach the thermal wire to the interior of the reinforcement 34
cage of the shaft in conformance with the supplier’s instructions. At a minimum, one 35
thermal wire shall be furnished and installed for each foot of shaft diameter, rounded to 36
the nearest whole number, as shown in the Plans. The number of thermal wires for shaft 37
diameters specified as "X feet 6 inches" shall be rounded up to the next higher whole 38
number. The thermal wires shall be placed around the shaft, inside the spiral or hoop 39
reinforcement, and tied to the vertical reinforcement with plastic "zip" ties at a maximum 40
spacing of 2-feet. Steel tie wire shall not be used. 41
42
The thermal wire shall be installed in straight alignment and taut, but with enough slack 43
to not be damaged during reinforcing cage lofting. The wires shall be as near to parallel 44
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 81 (Revised: 8/7/17)
2018
to the vertical axis of the reinforcement cage as possible. The thermal wire shall extend 1
from the bottom of the reinforcement cage to the top of the shaft, with 15-feet of slack 2
wire provided above the top of shaft. Care shall be taken to prevent damaging the thermal 3
wires during reinforcement cage installation and concrete placement operations in the 4
shaft excavation. 5
6
After completing shaft reinforcement cage fabrication at the site and prior to installation 7
of the cage into the shaft excavation, the Contractor shall install and connect thermal 8
access points (TAPs) to the thermal wires. The TAPs shall record data for at least one 9
hour after the cage is placed in the excavation to measure the slurry temperature and 10
enable the steel and slurry temperatures to equilibrate prior to placing concrete in the 11
shaft. The TAPs shall record and store data every 15 minutes. The TAPs shall remain 12
active for a minimum of 36 hours. 13
14
Prior to beginning concrete placement the TAPs shall be checked to ensure they are 15
recording data and that the wires have not been damaged. If a TAP unit is not functioning 16
due to a damaged wire, the Contractor shall repair or replace the wire. If a TAP unit fails 17
or a wire breaks after concrete placement has started, the Contractor shall not stop the 18
concrete placement operation to repair the wire. 19
20
6-19.3(6)F Use of Access Tubes for TIP Testing Under the Thermal Probe 21
Method 22
The Contractor may use access tubes for TIP testing under the thermal probe method. 23
Access tubes shall be cared for in accordance with Section 6-19.3(6)C. Prior to TIP testing 24
under the thermal probe method, the water in each tube shall be removed, collected, and 25
stored in an insulated container. The access tube shall be blown dry and swabbed to 26
remove residual water. After TIP testing, the collected and stored tube water shall be 27
introduced back into the access tube. New potable water may be used, provided the water 28
temperature is not more than 10°F cooler than the average concrete temperature 29
measured by the probe. 30
31
6-19.3(6)A Shafts Requiring CSL Access Tubes 32
This section, including title, is revised to read: 33
34
6-19.3(6)A Shafts Requiring Access Tubes 35
The Contractor shall furnish and install access tubes in all shafts receiving CSL testing or 36
the thermal probe method of TIP testing, except as otherwise noted in Section 6-37
19.3(1)B1. 38
39
6-19.3(6)B Orientation and Assembly of the CSL Access Tubes 40
This section’s title is revised to read: 41
42
6-19.3(6)B Orientation and Assembly of the Access Tubes 43
44
6-19.3(6)C Care for CSL Access Tubes from Erection through CSL Testing 45
This section’s title is revised to read: 46
47
6-19.3(6)C Care for Access Tubes from Erection Through Nondestructive 48
QA Testing 49
50
The second sentence is revised to read: 51
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 82 (Revised: 8/7/17)
2018
1
The Contractor shall keep all of a shaft’s access tubes full of water through the completion 2
of nondestructive QA testing of that shaft. 3
4
6-19.3(7)A Concrete Class for Shaft Concrete 5
This section is revised to read: 6
7
Shaft concrete shall be Class 5000P conforming to Section 6-02. 8
9
6-19.3(7)B Concrete Placement Requirements 10
The last sentence of the last paragraph is revised to read: 11
12
The Section 6-02.3(6) restriction for 5 feet maximum free fall shall not apply to placement 13
of concrete into a shaft. 14
15
6-19.3(7)I Requirements for Placing Concrete Above the Top of Shaft 16
This section is revised to read: 17
18
Concrete shall not be placed above the top of shaft (for column splice zones, columns, 19
footings, or shaft caps) until the Contractor receives the Engineer’s acceptance of 20
nondestructive QA testing, if performed at that shaft, and acceptance of the shaft. 21
22
6-19.3(9) Nondestructive Testing of Shafts (Crosshole Sonic Log (CSL) 23
Testing) 24
This section, including title, is revised to read: 25
26
6-19.3(9) Nondestructive QA Testing of Shafts 27
The Contractor shall provide nondestructive QA testing and analysis on all shafts with 28
access tubes or thermal wires and TAPs facilitating the testing (See Section 6-19.3(1)B). 29
The testing and analysis shall be performed by the testing organizations identified by the 30
Contractor’s submittal in accordance with Section 6-19.3(2)D. 31
32
The Engineer may direct that additional testing be performed at a shaft if anomalies or a 33
soft bottom are detected by the Contractor’s testing. If additional testing at a shaft 34
confirms the presence of a defect(s) in the shaft, the testing costs and the delay costs 35
resulting from the additional testing shall be borne by the Contractor in accordance with 36
Section 1-05.6. If the additional testing indicates that the shaft has no defect, the testing 37
costs and the delay costs resulting from the additional testing will be paid by the 38
Contracting Agency in accordance with Section 1-05.6, and, if the shaft construction is on 39
the critical path of the Contractor’s schedule, a time extension equal to the delay created 40
by the additional testing will be granted in accordance with Section 1-08.8. 41
42
6-19.3(9)A Schedule of CSL Testing 43
This section, including title, is revised to read: 44
45
6-19.3(9)A TIP Testing Using Thermal Probes or CSL Testing 46
If selected as the nondestructive QA testing method by the Contractor, TIP testing using 47
thermal probes, or CSL testing shall be performed after the shaft concrete has cured at 48
least 96 hours. Additional curing time prior to testing may be required if the shaft concrete 49
contains admixtures, such as set retarding admixture or water-reducing admixture, added 50
in accordance with Section 6-02.3(3). The additional curing time prior to testing required 51
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 83 (Revised: 8/7/17)
2018
under these circumstances shall not be grounds for additional compensation or extension 1
of time to the Contractor in accordance with Section 1-08.8. 2
3
6-19.3(9)B Inspection of CSL Access Tubes 4
This section’s title is revised to read: 5
6
6-19.3(9)B Inspection of Access Tubes 7
8
6-19.3(9)C Engineer’s Final Acceptance of Shafts 9
This section, including title, is revised to read: 10
11
6-19.3(9)C TIP Testing With Thermal Wires and TAPs 12
If selected as the nondestructive QA testing method by the Contractor, TIP testing with 13
thermal wires and TAPs (See Section 6-19.3(6)E) shall be performed. The TIP testing 14
shall commence at the beginning of the concrete placement operation, recording 15
temperature readings at 15-minute intervals until the peak temperature is captured in the 16
data. Additional curing time may be required if the shaft concrete contains admixtures, 17
such as set retarding admixture or water-reducing admixture, added in accordance with 18
Section 6-02.3(3). The additional curing time required under these circumstances shall 19
not be grounds for additional compensation or extension of time to the Contractor in 20
accordance with Section 1-08.8. 21
22
TIP testing shall be conducted at all shafts in which thermal wires and TAPs have been 23
installed for thermal wire analysis (Section 6-19.3(6)A). 24
25
6-19.3(9)D Requirements to Continue Shaft Excavation Prior to Acceptance of 26
First Shaft 27
This section, including title, is revised to read: 28
29
6-19.3(9)D Nondestructive QA Testing Results Submittal 30
The Contractor shall submit the results and analysis of the nondestructive QA testing for 31
each shaft tested. The Contractor shall submit the test results within three working days 32
of testing. Results shall be a Type 1 Working Drawing presented in a written report. 33
34
TIP reports shall include: 35
36
1. A map or plot of the wire/tube location within the shaft and their position relative 37
to a known and identifiable location, such as North. 38
39
2. Graphical displays of temperature measurements versus depth of each wire or 40
tube for the analysis time selected, overall average temperature with depth, 41
shaft radius or diameter with depth, concrete cover versus cage position with 42
depth, and effective radius. 43
44
3. The report shall identify unusual temperatures, particularly significantly cooler 45
local deviations from the overall average. 46
47
4. The report shall identify the location and extent where satisfactory or 48
questionable concrete is identified. 49
50
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 84 (Revised: 8/7/17)
2018
a. Satisfactory (S) - 0 to 6% Effective Radius Reduction and Cover Criteria 1
Met 2
3
b. Questionable (Q) - Effective Local Radius Reduction > 6%, Effective Local 4
Average Diameter Reduction > 4%, or Cover Criteria Not Met 5
6
5. Variations in temperature between wire/tubes (at each depth) which in turn 7
correspond to variations in cage alignment. 8
9
6. Where shaft specific construction information is available (e.g. elevations of the 10
top of shaft, bottom of casing, bottom of shaft, etc.), these values shall be noted 11
on all pertinent graphical displays. 12
13
CSL reports shall include: 14
15
1. A map or plot of the tube location within the shaft and their position relative to a 16
known and identifiable location, such as North. 17
18
2. Graphical displays of CSL Energy versus Depth and CSL signal arrival time 19
versus depth or velocity versus depth. 20
21
3. The report shall identify the location and extent where good, questionable, and 22
poor concrete is identified, where no signal was received, or where water is 23
present. 24
25
a. Good (G) - No signal distortion and decrease in signal velocity of 10% or 26
less is indicative of good quality concrete. 27
28
b. Questionable (Q) - Minor signal distortion and a lower signal amplitude with 29
a decrease in signal velocity between 10% and 20%. 30
31
c. Poor (P) - Severe signal distortion and much lower signal amplitude with a 32
decrease in signal velocity of 20% or more. 33
34
d. No Signal (NS) - No signal was received. 35
36
e. Water (W) - A measured signal velocity of nominally V = 4,800 to 5,000 fps. 37
38
All QA test reports will provide a recommendation to accept the shaft as-is, 39
recommendation for further review by the Engineer, or will provide a plan for further 40
testing, investigation or repair to address any deficiencies identified by the testing. 41
42
6-19.3(9)E Additional CSL Testing 43
This section, including title, is revised to read: 44
45
6-19.3(9)E Vacant 46
47
6-19.3(9)I Requirements for CSL Access Tubes and Cored Holes After CSL 48
Testing 49
This section’s title is revised to read: 50
51
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 85 (Revised: 8/7/17)
2018
6-19.3(9)I Requirements for Access Tubes and Cored Holes After CSL 1
Testing 2
3
6-19.4 Measurement 4
This section is revised to read: 5
6
Constructing shafts will be measured by the linear foot. The linear foot measurement will 7
be calculated using the top of shaft elevation and the bottom of shaft elevation for each 8
shaft as shown in the Plans. 9
10
Rock excavation for shaft, including haul, will be measured by the linear foot of shaft 11
excavated. The linear feet measurement will be computed using the top of the rock line, 12
defined as the highest bedrock point within the shaft diameter, and the bottom elevation 13
shown in the Plans. 14
15
QA shaft test will be measured once per shaft tested. 16
17
6-19.5 Payment 18
This section is revised to read: 19
20
Payment will be made for the following Bid items when they are included in the Proposal: 21
22
“Constructing___Diam. Shaft”, per linear foot. 23
The unit Contract price per linear foot for “Constructing___Diam. Shaft” shall be full 24
pay for performing the Work as specified, including: 25
26
1. Soil excavation for shaft, including all costs in connection with furnishing, 27
mixing, placing, maintaining, containing, collecting, and disposing of all 28
mineral, synthetic and water slurry, and disposing of groundwater collected 29
by the excavated shaft. 30
31
2. Furnishing and placing temporary shaft casing, including temporary casing 32
in addition to the required casing specified in the Special Provisions, and 33
including all costs in connection with completely removing the casing after 34
completing shaft construction. 35
36
3. Furnishing permanent casing for shaft. 37
38
4. Placing permanent casing for shaft. 39
40
5. Casing shoring, including all costs in connection with furnishing and 41
installing casing shoring above the specified upper limit for casing shoring 42
but necessary to provide for sufficient water head pressure to resist artesian 43
water pressure present in the shaft excavation, removing casing shoring, 44
and placing seals when required. 45
46
6. Furnishing and placing steel reinforcing bar and epoxy-coated steel 47
reinforcing bar, including furnishing and installing steel reinforcing bar 48
centralizers. 49
50
7. Installation of CSL tubes or thermal wires. 51
52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 86 (Revised: 8/7/17)
2018
8. Furnishing, placing and curing concrete to the top of shaft or to the 1
construction joint at the base of the shaft-column splice zone as applicable. 2
3
Payment for “Constructing___Diam. Shaft” will be made upon Engineer acceptance 4
of the shaft, including completion of satisfactory QA shaft tests as applicable. 5
6
“Rock Excavation For Shaft Including Haul”, per linear foot. 7
When rock excavation is encountered, payment for rock excavation is in addition to 8
the unit Contract price per linear foot for “Constructing___Diam. Shaft” 9
10
“Shoring Or Extra Excavation Cl. A - ___”, lump sum. 11
The lump sum Contract price for “Shoring Or Extra Excavation Cl. A - ___” shall be 12
full pay for performing the Work as specified, including all costs in connection with all 13
excavation outside the limits specified for soil and rock excavation for shaft including 14
haul, all temporary telescoping casings, and all temporary casings beyond the limits 15
of required temporary casing specified in the Special Provisions. 16
17
“QA Shaft Test”, per each. 18
The unit Contract price per each for “QA Shaft Test” shall be full pay for performing 19
the Work as specified, including operating all associated accessories necessary to 20
record and process data and develop the summary QA test reports. Section 1-04.6 21
does not apply to this bid item. 22
23
“Removing Shaft Obstructions”, estimated. 24
Payment for removing, breaking-up, or pushing aside shaft obstructions, as defined 25
in Section 6-19.3(3)E, will be made for the changes in shaft construction methods 26
necessary to deal with the obstruction. The Contractor and the Engineer shall 27
evaluate the effort made and reach agreement on the equipment and employees 28
utilized, and the number of hours involved for each. Once these cost items and their 29
duration have been agreed upon, the payment amount will be determined using the 30
rate and markup methods specified in Section 1-09.6. For the purpose of providing 31
a common proposal for all Bidders, the Contracting Agency has entered an amount 32
for the item “Removing Shaft Obstructions” in the Bid Proposal to become a part of 33
the total Bid by the Contractor. 34
35
If drilled shaft tools, cutting teeth, casing or Kelly bar is damaged as a result of the 36
obstruction removal work, the Contractor will be compensated for the costs to repair 37
this equipment in accordance with Section 1-09.6. 38
39
If shaft construction equipment is idled as a result of the Work required to deal with 40
the obstruction and cannot be reasonably reassigned within the project, then standby 41
payment for the idled equipment will be added to the payment calculations. If labor 42
is idled as a result of the Work required to deal with the obstruction and cannot be 43
reasonably reassigned within the project, then all labor costs resulting from 44
Contractor labor agreements and established Contractor policies will be added to the 45
payment calculations. 46
47
The Contractor shall perform the amount of obstruction Work estimated by the 48
Contracting Agency within the original time of the Contract. The Engineer will 49
consider a time adjustment and additional compensation for costs related to the 50
extended duration of the shaft construction operations, provided: 51
52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 87 (Revised: 8/7/17)
2018
1. The dollar amount estimated by the Contracting Agency has been 1
exceeded, and 2
3
2. The Contractor shows that the obstruction removal Work represents a delay 4
to the completion of the project based on the current progress schedule 5
provided in accordance with Section 1-08.3. 6
7
8
Section 7-02, Culverts 9
January 3, 2017 10
7-02.2 Materials 11
The following three new items are inserted after the item “Aggregate for Portland Cement 12
Concrete: 13
14
Gravel Backfill for Pipe Zone Bedding 9-03.12(3) 15
Butyl Rubber Sealant 9-04.11 16
External Sealing Band 9-04.12 17
18
The last paragraph is deleted. 19
20
7-02.3(6) Precast Reinf. Conc. Three Sided Structures, Box Culverts and Split 21
Box Culverts 22
This section is supplemented with the following new paragraph: 23
24
When the Plans include a complete set of design details for a Structure (defining panel 25
shapes and dimensions, concrete strength requirements, and steel reinforcing bar, joint, 26
and connection details), the design and load rating preparation and calculation submittal 27
requirements of Sections 7-02.3(6)A1 and 7-02.3(6)A2 do not apply for the components 28
shown in the Plans, but all other requirements of this Section remain in effect. The 29
Contractor may propose alternate concrete culvert designs, accommodating the same 30
rise, span, and length as shown in the Plans, to replace the Structure details shown in the 31
Plans. If an alternate concrete culvert design is proposed, all of the requirements of this 32
Section, including design and load rating preparation and calculation submittal, apply. 33
34
7-02.3(6)A General 35
This section is supplemented with the following two new paragraphs: 36
37
Tolerances for PRCTSS shall be as follows: 38
39
1. Internal Dimensions – The internal dimension shall not vary more than 1 percent 40
or 2 inches, whichever is less, from the Plan dimensions. The haunch 41
dimensions shall not vary more than 3⁄4 inch from the Plan dimensions. 42
43
2. Slab and Wall Thickness – The slab and wall thickness shall not be less than 44
that shown in the Plans by more than 5 percent or ½ inch, whichever is greater. 45
A thickness more than that required in the Plans will not be a cause for rejection 46
if proper joining is not affected. 47
48
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 88 (Revised: 8/7/17)
2018
3. Length of Opposite Surfaces – Variations in lengths of two opposite surfaces of 1
the three-sided section shall not be more than 3⁄4 inch unless beveled sections 2
are being used to accommodate a curve in the alignment. 3
4
4. Reinforcing steel placement shall meet the tolerances specified in Section 6-5
02.3(24)C. 6
7
Tolerances for PRCBC and PRCSBC shall be as follows: 8
9
1. Internal Dimensions – The internal dimensions shall not vary more than 1 10
percent from the Plan dimensions. If haunches are used, the haunch dimensions 11
shall not vary more than ¼ inch from the Plan dimensions. 12
13
2. Slab and Wall Thickness – The slab and wall thickness shall not be less than 14
that shown in the Plans by more than 5 percent or 3⁄16 inch, whichever is greater. 15
A thickness more than that required in the Plans will not be a cause for rejection. 16
17
3. Length of Opposite Box Segments – Variations in lengths of two opposite 18
surfaces of the box segments shall not be more than 1⁄8 inch per foot of internal 19
span, with a maximum of 5⁄8 inch for all sizes through 7 feet internal span, and a 20
maximum of ¾ inch for internal spans greater than 7 feet, except where beveled 21
sections are being used to accommodate a curve in the alignment. 22
23
4. Length of Box Segments – The underrun in length of a segment shall not be 24
more than 1⁄8 inch per foot of length with a maximum of 1⁄2 inch in any box 25
segment. 26
27
5. Length of Legs and Slabs – The variation in length of the legs shall not be more 28
than 1⁄8 inch per foot of the rise of the leg per leg with a maximum of 5⁄8 inches. 29
The differential length between opposing legs of the same segment shall not be 30
more than 1⁄2 inch. Length of independent top slab spans shall not vary by more 31
than 1⁄8 inch per foot of span of the top slab, with a maximum of 5⁄8 inches. 32
33
6. Reinforcing steel placement shall meet the tolerances specified in Section 6-34
02.3(24)C. 35
36
This section is supplemented with the following new subsection: 37
38
7-02.3(6)A5 Wingwalls and Retaining Walls 39
Wingwalls and retaining walls (including cutoff walls and headwalls) shall be constructed 40
in accordance with the Contractor’s design and Working Drawing submittal or when the 41
Plans include a complete set of design details for a wall (defining panel shapes and 42
dimensions, concrete strength requirements, and steel reinforcing bar, joint, and 43
connection details),the details shown in the Plans. 44
45
Precast concrete construction shall conform to Sections 6-02.3(28) and 6-11.3(3). 46
47
Culvert bedding material shall be furnished, placed, and compacted in accordance with 48
Section 7-02.3(6)A4. 49
50
7-02.3(6)A1 Design Criteria 51
The first sentence of the last paragraph is revised to read: 52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 89 (Revised: 8/7/17)
2018
1
Whenever the minimum finished backfill or surfacing depth above the top of the Structure 2
is less than 1’-0” (except when the top of the Structure is directly exposed to vehicular 3
traffic), either all steel reinforcing bars in the span unit shall be epoxy-coated with 2" 4
minimum concrete cover from the face of concrete to the face of the top mat of steel 5
reinforcing bars, or the minimum concrete cover shall be 2½". 6
7
The last sentence of the last paragraph is revised to read: 8
9
Concrete cover from the face of any concrete surface to the face of any steel 10
reinforcement shall be 1-inch minimum end clearance at all joints, and 2-inches minimum 11
at all other locations. 12
13
7-02.3(6)A2 Submittals 14
The first paragraph is revised to read: 15
16
The Contractor shall submit shop drawings of the precast Structures. Fabrication shop 17
drawings replicating complete design details when shown in the Plans shall be Type 2 18
Working Drawings. Submittals completing the design based on the schematic geometric 19
requirements shown in the Plans, or proposing a Contractor designed alternative concrete 20
culvert Structure shall be Type 2E Working Drawings with supporting design calculations. 21
22
The last paragraph is revised to read: 23
24
For precast Structures with a span length greater than 20-feet (as defined in Section 7-25
02.3(6)A1), except when the depth of fill above the top of culvert exceeds the Structure 26
span length, a Type 2E Working Drawing shall be submitted consisting of a load rating 27
report prepared in accordance with the AASHTO Manual for Bridge Evaluation and 28
WSDOT Bridge Design Manual LRFD M 23-50 Chapter 13. Soil pressures used shall 29
include effects from the backfill material and compaction methods, and shall be in 30
accordance with the WSDOT Geotechnical Design Manual M 46-03 and the geotechnical 31
report prepared for the project. 32
33
7-02.3(6)A3 Casting 34
This section is revised to read: 35
36
Concrete shall conform to Section 6-02.3(28)B, with a 28-day compressive strength as 37
specified in the Plans or the Working Drawings submittal. 38
39
7-02.3(6)A4 Excavation and Bedding Preparation 40
The last paragraph is revised to read: 41
42
The upper layer of bedding course shall be a 6-inch minimum thickness layer of culvert 43
bedding material, defined as granular material either conforming to Section 9-03.12(3) or 44
to AASHTO Grading No. 57 as specified in Section 9-03.1(4)C. The plan limits of the 45
culvert bedding material shall extend 1-foot beyond the plan limits of the culvert or the 46
Structure footing as applicable. The culvert bedding material shall be compacted in 47
accordance with the Section 2-09.3(1)E requirements for gravel backfill for drains. After 48
compaction, the culvert bedding material shall be screeded transversely to the specified 49
line and grade. Voids in the screeded culvert bedding material shall be filled and then 50
rescreeded prior to erecting the precast Structure. 51
52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 90 (Revised: 8/7/17)
2018
7-02.3(6)B3 Erection 1
The last paragraph is revised to read: 2
3
Adjacent precast sections shall be connected by welding the weld-tie anchors in 4
accordance with Section 6-03.3(25). Welding ground shall be attached directly to the steel 5
plates being welded when welding the weld-ties. The weld-tie anchor spacing shall not 6
exceed 6’-0”. After connecting the weld-tie anchors, the Contractor shall paint the 7
exposed metal surfaces with one coat of field primer conforming to Section 9-08.1(2)F. 8
Keyways shall be filled with grout conforming to Section 9-20.3(2). 9
10
7-02.3(6)C1 Casting 11
This section is revised to read: 12
13
PRCSBC shall consist of lid elements and “U” shaped base elements. The vertical legs 14
of the “U” shaped base elements shall be full height matching the rise of the culvert, 15
except as otherwise specified for culvert spans greater than 20-feet. For PRCSBC spans 16
greater than 20-feet (as defined in Section 7-02.3(6)A1), the lid elements may include 17
vertical legs of a maximum length of 4-feet. 18
19
All vertical and horizontal joints of PRCBC and PRCSBC elements shall be tongue and 20
groove type joints, except PRCBC and PRCSBC of 20-foot span or less may have keyway 21
joints connected by weld-tie anchors in accordance with Section 6-02.3(25)O. The weld-22
tie anchor spacing shall not exceed 6’-0”. There shall be at least two galvanized steel tie 23
plates across each top unit tongue and groove joint and each tongue and groove joint 24
between upper and lower units, unless otherwise shown in the Plans or required by the 25
seismic designed completed in accordance with Section 7-02.3(6)A1. 26
27
7-02.3(6)C3 Erection 28
This section is revised to read: 29
30
PRCBC and PRCSBC shall be erected and backfilled in accordance with the erection 31
sequence specified in the Working Drawing submittal, and the construction equipment 32
restrictions specified in Section 6-02.3(25)O. 33
34
The Contractor shall install a continuous strip of butyl rubber sealant within all tongue and 35
groove joints prior to connecting the precast elements together. The butyl rubber sealant 36
shall have a minimum cross section of 1⁄2-inch by 11⁄2-inch, unless otherwise shown in the 37
Plans. 38
39
After connecting the joints with weld-tie anchors, the Contractor shall paint the exposed 40
metal surfaces with one coat of field primer conforming to Section 9-08.1(2)F. Keyways 41
shall be filled with grout conforming to Section 9-20.3(2). 42
43
The Contractor shall wrap all exterior joints along the top and sides of the PRCBC and 44
PRCSBC with a 12-inch wide strip of external sealing band centered about the joint and 45
adhesively bonded to the concrete surface. 46
47
Backfill beside the PRCBC and PRCSBC shall be brought up in sequential layers, 48
compacted concurrently. The difference in backfill height on opposing sides of the 49
Structure shall not exceed 2-feet. 50
51
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 91 (Revised: 8/7/17)
2018
7-02.4 Measurement 1
This section is supplemented with the following: 2
3
Culvert bedding material will be measured by the cubic yard of material placed. 4
5
7-02.5 Payment 6
This section is supplemented with the following: 7
8
“Culvert Bedding Material”, per cubic yard. 9
10
Section 7-08, General Pipe Installation Requirements 11
January 3, 2017 12
7-08.3(1)A Trenches 13
The second sentence of the last paragraph is revised to read: 14
15
The embankment material shall be compacted to 95 percent of maximum density and the 16
moisture content at the time of compaction shall be between optimum and 3 percentage 17
points below optimum as determined by the Compaction Control Tests specified in 18
Section 2-03.3(14)D. 19
20
Section 7-09, Water Mains 21
April 3, 2017 22
7-09.3(24)D Dry Calcium Hypochlorite 23
The second paragraph is revised to read: 24
25
The number of grams of 70 percent test calcium hypochlorite required for a 20-foot length 26
of pipe equals 0.238 × d2, in which “d” is the diameter in inches. 27
28
Section 8-01, Erosion Control and Water Pollution Control 29
August 1, 2016 30
8-01.2 Materials 31
This section is supplemented with the following new paragraph: 32
33
Recycled concrete, in any form, shall not be used for any Work defined in Section 8-01. 34
35
8-01.3(7) Stabilized Construction Entrance 36
The last sentence of the first paragraph is revised to read: 37
38
Material used for stabilized construction entrance shall be free of extraneous materials 39
that may cause or contribute to track out. 40
41
8-01.3(8) Street Cleaning 42
This section is revised to read: 43
44
Self-propelled street sweepers shall be used to remove and collect sediment and other 45
debris from the Roadway, whenever required by the Engineer. The street sweeper shall 46
effectively collect these materials and prevent them from being washed or blown off the 47
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 92 (Revised: 8/7/17)
2018
Roadway or into waters of the State. Street sweepers shall not generate fugitive dust and 1
shall be designed and operated in compliance with applicable air quality standards. 2
3
Material collected by the street sweeper shall be disposed of in accordance with Section 4
2-03.3(7)C. 5
6
Street washing with water will require the concurrence of the Engineer. 7
8
Section 8-09, Raised Pavement Markers 9
January 3, 2017 10
8-09.5 Payment 11
In the last paragraph, “flaggers and spotters” is revised to read “flaggers”. 12
13
Section 8-10, Guide Posts 14
January 4, 2016 15
8-10.3 Construction Requirements 16
The last sentence of the second paragraph is deleted. 17
18
Section 8-11, Guardrail 19
January 17, 2017 20
8-11.3(1)C Terminal and Anchor Installation 21
This section is supplemented with the following new paragraph: 22
23
Beam Guardrail Non-flared Terminals for Type 1 guardrail shall meet the crash test and 24
evaluation criteria of NCHRP 350 or the Manual for Assessing Safety Hardware (MASH). 25
Beam Guardrail Non-flared Terminals for Type 31 guardrail shall meet the crash test and 26
evaluation criteria of MASH. 27
28
8-11.3(1)F Removing and Resetting Beam Guardrail 29
The last sentence of the first paragraph is deleted. 30
31
8-11.5 Payment 32
The paragraph following the Bid item “Removing and Resetting Beam Guardrail”, per linear 33
foot is revised to read: 34
35
The unit Contract price per linear foot for “Removing and Resetting Beam Guardrail” shall 36
be full payment for all costs to perform the Work as described in Section 8-11.3(1)F, 37
except for replacement posts and blocks. 38
39
The paragraph following the Bid item “Raising Existing Beam Guardrail”, per linear foot is 40
revised to read: 41
42
The unit Contract price per linear foot for “Raising Existing Beam Guardrail” shall be full 43
payment for all costs to perform the Work as described in Section 8-11.3(1)E, except for 44
replacement posts and blocks. 45
46
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 93 (Revised: 8/7/17)
2018
Section 8-20, Illumination, Traffic Signal Systems, Intelligent Transportation 1
Systems, and Electrical 2
August 7, 2017 3
8-20.1 Description 4
This section is supplemented with the following new subsection: 5
6
8-20.1(3) Permitting and Inspections 7
Electrical installations are subject to electrical inspection in accordance with RCW 8
19.28.101. Electrical inspections may only be performed by an electrical inspector 9
meeting the requirements of RCW 19.28.321. Electrical installations will not be accepted 10
until they have been inspected and approved by an electrical inspector as required by this 11
Section. This inspection is required even if there is no new electrical service or new 12
electrical meter being installed in the Contract. 13
14
Installations within WSDOT right of way are subject to a minimum of a final inspection by 15
a WSDOT certified electrical inspector as allowed by RCW 19.28.141. A separate permit 16
is not required for electrical installations within WSDOT right of way. Additional 17
inspections may be required at the discretion of the Engineer. 18
19
Installations outside of WSDOT right of way are subject to permitting and inspection by 20
the Washington State Department of Labor and Industries (L&I) or a local jurisdiction 21
approved for that location by L&I. Approved local jurisdictions and their contacts may be 22
found on the L&I website at 23
http://www.lni.wa.gov/TradesLicensing/Electrical/FeePermInsp/CityInspectors/. 24
25
8-20.1(1) Regulations and Code 26
The second paragraph is revised to read: 27
28
Wherever reference is made in these Specifications or in the Special Provisions to the 29
Code, the rules, or the standards mentioned above, the reference shall be construed to 30
mean the code, rule, or standard that is in effect on the Bid advertisement date. 31
32
8-20.3(5)A General 33
The last paragraph is revised to read: 34
35
Immediately after the sizing mandrel has been pulled through, install an equipment 36
grounding conductor if applicable (see Section 8-20.3(9)) and any new or existing wire or 37
cable as specified in the Plans. Where conduit is installed for future use, install a 200-38
pound minimum tensile strength pull string with the equipment grounding conductor. The 39
pull string shall be attached to duct plugs or caps at both ends of the conduit. 40
41
8-20.3(5)A1 Fiber Optic Conduit 42
The last paragraph is deleted. 43
44
8-20.3(5)B Conduit Type 45
The second and third paragraphs are deleted and replaced with the following new paragraph: 46
47
PVC and HDPE conduits shall be Schedule 80 unless installed as innerduct. 48
49
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 94 (Revised: 8/7/17)
2018
8-20.3(5)D Conduit Placement 1
Item number 2 is revised to read: 2
3
2. 24-inches below the top of the untreated surfacing on a Roadbed. 4
5
8-20.3(9) Bonding, Grounding 6
The following two new paragraphs are inserted after the first paragraph: 7
8
Install an equipment grounding conductor in all new conduit, whether or not the equipment 9
grounding conductor is called for in the wire schedule. 10
11
For each new conduit with innerduct install an equipment grounding conductor in only one 12
of the innerducts unless otherwise required by the NEC or the Plans. 13
14
The fourth paragraph (after the preceding Amendments are applied) is revised to read: 15
16
Bonding jumpers and equipment grounding conductors meeting the requirements of 17
Section 9-29.3(2)A3 shall be minimum #8 AWG, installed in accordance with the NEC. 18
Where existing conduits are used for the installation of new circuits, an equipment 19
grounding conductor shall be installed unless an existing equipment ground conductor, 20
which is appropriate for the largest circuit, is already present in the existing raceway. The 21
equipment ground conductor between the isolation switch and the sign lighter fixtures 22
shall be minimum #14 AWG stranded copper conductor. Where parallel circuits are 23
enclosed in a common conduit, the equipment-grounding conductor shall be sized by the 24
largest overcurrent device serving any circuit contained within the conduit. 25
26
The second sentence of the fifth paragraph (after the preceding Amendments are applied) is 27
revised to read: 28
29
A non-insulated stranded copper conductor, minimum #8 AWG with a full circle crimp on 30
connector (crimped with a manufacturer recommended crimper) shall be connected to 31
the junction box frame or frame bonding stud, the other end shall be crimped to the 32
equipment bonding conductor, using a “C” type crimp connector. 33
34
The last two sentences of the sixth paragraph (after the preceding Amendments are applied) 35
are revised to read: 36
37
For light standards, signal standards, cantilever and sign bridge Structures the 38
supplemental grounding conductor shall be #4 AWG non-insulated stranded copper 39
conductor. For steel sign posts which support signs with sign lighting or flashing beacons 40
the supplemental grounding conductor shall be #6 AWG non insulated stranded copper 41
conductor. 42
43
The fourth to last paragraph is revised to read: 44
45
Install a two grounding electrode system at each service entrance point, at each electrical 46
service installation and at each separately derived power source. The service entrance 47
grounding electrode system shall conform to the “Service Ground” detail in the Standard 48
Plans. If soil conditions make vertical grounding electrode installation impossible an 49
alternate installation procedure as described in the NEC may be used. Maintain a 50
minimum of 6 feet of separation between any two grounding electrodes within the 51
grounding system. Grounding electrodes shall be bonded copper, ferrous core materials 52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 95 (Revised: 8/7/17)
2018
and shall be solid rods not less than 10 feet in length if they are ½ inch in diameter or not 1
less than 8 feet in length if they are ⅝ inch or larger in diameter. 2
3
8-20.3(13)A Light Standards 4
The first sentence in the second to last paragraph is revised to read: 5
6
All new and relocated metal light standards shall be numbered for identification using 7
painted 4 inch block gothic letters (similar to series C highway lettering) and numbers 8
installed 3 feet above the base facing the Traveled Way. 9
10
The numbered list in the second to last paragraph is deleted and replaced with the following: 11
12
NN 13
CC-SSSS 14
VVV 15
16
Where: 17
NN – Is the pole number as identified in the Plans. May be one or more characters. 18
CC – Is the circuit letter as identified in the Plans. May be one or more characters. 19
SSSS – Is he service cabinet number as identified in the Plans. Do not include the two 20
or three letter prefix. Up to four digits - do not include leading zeros. 21
VVV – Is the operating voltage of the luminaire. Always three digits. 22
23
8-20.3(13)C Luminaires 24
The first paragraph is revised to read: 25
26
The Contractor shall mark the installation date on the inside of the luminaire ballast or 27
driver housing using a permanent marking pen. 28
29
Section 8-22, Pavement Marking 30
August 7, 2017 31
8-22.3(6) Removal of Pavement Markings 32
This section is revised to read: 33
34
Pavement markings to be removed shall be obliterated until all blemishes caused by 35
the pavement marking removal conform to the coloration of the adjacent pavement. 36
37
Grinding to remove pavement markings in their entirety is allowed in areas designated for 38
applications of either Hot Mix Asphalt (HMA) or Bituminous Surface Treatment (BST). 39
Pavement marking removal shall be performed from April 1st through September 30th and 40
only in those areas that shall be paved within the same time window as the grinding, 41
unless otherwise allowed by the Engineer in writing. 42
43
For all cement concrete pavement and areas that will not be overlaid with hot mix asphalt 44
or BST, grinding is allowed to a depth just above the pavement surface and then Water 45
blasting or shot blasting shall be required to remove the remaining pavement markings. 46
47
If in the opinion of the Engineer, the pavement is materially damaged by pavement 48
marking removal, such damage shall be repaired by the Contractor in accordance with 49
Section 1-07.13(1). Sand or other material deposited on the pavement as a result of 50
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 96 (Revised: 8/7/17)
2018
removing lines and markings shall be removed as the Work progresses to avoid 1
hazardous conditions. Accumulation of sand or other material which might interfere with 2
drainage will not be permitted. 3
4
8-22.4 Measurement 5
The first two sentences of the fourth paragraph are revised to read: 6
7
The measurement for “Painted Wide Lane Line”, “Plastic Wide Lane Line”, “Profiled 8
Plastic Wide Lane Line”, “Painted Barrier Center Line”, “Plastic Barrier Center Line”, 9
“Painted Stop Line”, “Plastic Stop Line”, “Painted Wide Dotted Entry Line”, or “Plastic 10
Wide Dotted Entry Line” will be based on the total length of each painted, plastic or 11
profiled plastic line installed. No deduction will be made for the unmarked area when the 12
marking includes a broken line such as, wide broken lane line, drop lane line, wide dotted 13
lane line or wide dotted entry line. 14
15
8-22.5 Payment 16
The following two new Bid items are inserted after the Bid item “Plastic Crosshatch Marking”, 17
per linear foot: 18
19
“Painted Wide Dotted Entry Line”, per linear foot. 20
21
“Plastic Wide Dotted Entry Line”, per linear foot. 22
23
Section 9-01, Portland Cement 24
August 7, 2017 25
This section’s title is revised to read: 26
27
Cement 28
29
9-01.1 Types of Cement 30
This section is revised to read: 31
32
Cement shall be classified as portland cement, blended hydraulic cement, or rapid 33
hardening hydraulic cement. 34
35
9-01.2(2) Vacant 36
This section, including title, is revised to read: 37
38
9-01.2(2) Rapid Hardening Hydraulic Cement 39
Rapid hardening hydraulic cement shall meet the requirements of ASTM C 1600. 40
41
9-01.2(3) Low Alkali Cement 42
This section is renumbered as follows: 43
44
9-01.2(1)A Low Alkali Cement 45
46
9-01.2(4) Blended Hydraulic Cement 47
This section is renumbered as follows: 48
49
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 97 (Revised: 8/7/17)
2018
9-01.2(1)B Blended Hydraulic Cement 1
2
In the first paragraph, items number 3 through 5 are revised to read: 3
4
3. Type IT(PX)(LY), where (PX) equals the targeted percentage of pozzolan, and (LY) 5
equals the targeted percentage of limestone. The pozzolan (PX) shall be Class F fly 6
ash and shall be a maximum of 35 percent. (LY) shall be a minimum of 5 percent and 7
a maximum of 15 percent. Separate testing of each source of fly ash at each 8
proposed replacement level shall be conducted in accordance with ASTM C1012. 9
Expansion at 180 days shall be 0.10 percent or less. 10
11
4. Type IT(SX)(LY), where (SX) equals the targeted percentage of slag cement, and 12
(LY) equals the targeted percentage of limestone. (SX) shall be a maximum of 50 13
percent. (LY) shall be a minimum of 5 percent and a maximum of 15 percent. 14
Separate testing of each source of slag at each proposed replacement level shall be 15
conducted in accordance with ASTM C1012. Expansion at 180 days shall be 0.10 16
percent or less. 17
18
5. Type IL(X), where (X) equals the targeted percentage of limestone, and shall be a 19
minimum of 5 percent and a maximum of 15 percent. Testing shall be conducted in 20
accordance with ASTM C1012. Expansion at 180 days shall be 0.10 percent or less. 21
22
9-01.3 Tests and Acceptance 23
The second paragraph is revised to read: 24
25
Cement producers/suppliers that certify portland cement or blended hydraulic cement 26
shall participate in the Cement Acceptance Program as described in WSDOT Standard 27
Practice QC 1. Rapid hardening hydraulic cement producers/suppliers are not required 28
to participate in WSDOT Standard Practice QC 1. 29
30
Section 9-03, Aggregates 31
August 7, 2017 32
9-03.1(1) General Requirements 33
In this section, each reference to “Section 9-01.2(3)” is revised to read “Section 9-01.2(1)A”. 34
35
This first paragraph is supplemented with the following: 36
37
Reclaimed aggregate may be used if it complies with the specifications for Portland 38
Cement Concrete. Reclaimed aggregate is aggregate that has been recovered from 39
plastic concrete by washing away the cementitious materials. 40
41
9-03.1(2) Fine Aggregate for Portland Cement Concrete 42
This section is revised to read: 43
44
Fine aggregate shall consist of natural sand or manufactured sand, or combinations 45
thereof, accepted by the Engineer, having hard, strong, durable particles free from 46
adherent coating. Fine aggregate shall be washed thoroughly to meet the specifications. 47
48
9-03.1(2)A Deleterious Substances 49
This section is revised to read: 50
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 98 (Revised: 8/7/17)
2018
1
The amount of deleterious substances in the washed aggregate shall be tested in 2
accordance with AASHTO M 6 and not exceed the following values: 3
4
Material finer than No. 200 Sieve 2.5 percent by weight 5
Clay lumps and friable particles 3.0 percent by weight 6
Coal and lignite 0.25 percent by weight 7
Particles of specific gravity less than 2.00 1.0 percent by weight. 8
9
Organic impurities shall be tested in accordance with AASHTO T 21 by the glass 10
color standard procedure and results darker than organic plate no. 3 shall be 11
rejected. A darker color results from AASHTO T 21 may be used provided that when 12
tested for the effect of organic impurities on strength of mortar, the relative strength 13
at 7 days, calculated in accordance with AASHTO T 71, is not less than 95 percent. 14
15
9-03.1(4) Coarse Aggregate for Portland Cement Concrete 16
This section is revised to read: 17
18
Coarse aggregate for concrete shall consist of gravel, crushed gravel, crushed stone, or 19
combinations thereof having hard, strong, durable pieces free from adherent coatings. 20
Coarse aggregate shall be washed to meet the specifications. 21
22
9-03.1(4)A Deleterious 23
This section, including title, is revised to read: 24
25
9-03.1(4)A Deleterious Substances 26
The amount of deleterious substances in the washed aggregate shall be tested in 27
accordance with AASHTO M 80 and not exceed the following values: 28
29
Material finer than No. 200 1.01 percent by weight 30
Clay lumps and Friable Particles 2.0 percent by weight 31
Shale 2.0 percent by weight 32
Wood waste 0.05 percent by weight 33
Coal and Lignite 0.5 percent by weight 34
Sum of Clay Lumps, Friable Particles, and 35
Chert (Less Than 2.40 specific gravity SSD) 3.0 percent by weight 36
37
1If the material finer than the No. 200 sieve is free of clay and shale, this percentage 38
may be increased to 1.5. 39
40
9-03.1(4)C Grading 41
The following new sentence is inserted at the beginning of the last pargraph: 42
43
Where coarse aggregate size 467 is used, the aggregate may be furnished in at least two 44
separate sizes. 45
46
9-03.1(5) Combined Aggregate Gradation for Portland Cement Concrete 47
This section is revised to read: 48
49
As an alternative to using the fine aggregate sieve grading requirements in Section 9-50
03.1(2)B, and coarse aggregate sieve grading requirements in Section 9-03.1(4)C, a 51
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 99 (Revised: 8/7/17)
2018
combined aggregate gradation conforming to the requirements of Section 9-03.1(5)A may 1
be used. 2
3
9-03.1(5)A Deleterious Substances 4
This section is revised to read: 5
6
The amount of deleterious substances in the washed aggregates 3⁄8 inch or larger shall 7
not exceed the values specified in Section 9-03.1(4)A and for aggregates smaller than 3⁄8 8
inch they shall not exceed the values specified in Section 9-03.1(2)A. 9
10
9-03.1(5)B Grading 11
The first paragraph is deleted. 12
13
9-03.8(2) HMA Test Requirements 14
In the table in item number 3, the heading “Statistical and Nonstatistical” is revised to read 15
“Statistical”. 16
17
9-03.8(7) HMA Tolerances and Adjustments 18
In the table in item number 1, the column titled “Nonstatistical Evaluation” is deleted. 19
20
In the table in item 1, the last column titled “Commercial Evaluation” is revised to read “Visual 21
Evaluation”. 22
23
9-03.11(1) Streambed Sediment 24
The following three new sentences are inserted after the first sentence of the first paragraph: 25
26
Alternate gradations may be used if proposed by the Contractor and accepted by the 27
Engineer. The Contractor shall submit a Type 2 Working Drawing consisting of 0.45 28
power maximum density curve of the proposed gradation. The alternate gradation shall 29
closely follow the maximum density line and have Nominal Aggregate Size of no less than 30
1½ inches or no greater than 3 inches. 31
32
9-03.12(4) Gravel Backfill for Drains 33
The following new sentence is inserted at the beginning of the second paragraph: 34
35
As an alternative, AASHTO grading No. 57 may be used in accordance with Section 9-36
03.1(4)C. 37
38
9-03.12(5) Gravel Backfill for Drywells 39
The following new sentence is inserted at the beginning of the second paragraph: 40
41
As an alternative, AASHTO grading No. 4 may be used in accordance with Section 9-42
03.1(4)C. 43
44
9-03.21(1)B Concrete Rubble 45
This section, including title, is revised to read: 46
47
9-03.21(1)B Recycled Concrete Aggregate 48
Recycled concrete aggregates are coarse aggregates manufactured from hardened 49
concrete mixtures. Recycled concrete aggregate may be used as coarse aggregate or 50
blended with coarse aggregate for Commercial Concrete. Recycled concrete aggregate 51
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 100 (Revised: 8/7/17)
2018
shall meet all of the requirements for coarse aggregate contained in Section 9-03.1(4) or 1
9-03.1(5). In addition to the requirements of Section 9-03.1(4) or 9-03.1(5), recycled 2
concrete shall: 3
4
1. Contain an aggregated weight of less than 1 percent of adherent fines, 5
vegetable matter, plastics, plaster, paper, gypsum board, metals, fabrics, wood, 6
tile, glass, asphalt (bituminous) materials, brick, porcelain or other deleterious 7
substance(s) not otherwise noted; 8
9
2. Be free of components such as chlorides and reactive materials that are 10
detrimental to the concrete, unless mitigation measures are taken to prevent 11
recurrence in the new concrete; 12
13
3. Have an absorption of less than 10 percent when tested in accordance with 14
AASHTO T 85. 15
16
4. Be considered mechanically fractured and therefore be considered part of the 17
total fracture calculation as determined by the FOP for AASHTO T 335. 18
19
Recycled concrete aggregate shall be in a saturated condition prior to mixing. 20
21
Recycled concrete aggregate shall not be placed below the ordinary high water mark of 22
any surface water of the State. 23
24
9-03.21(1)D Recycled Steel Furnace Slag 25
This section title is revised to read: 26
27
Steel Slag 28
29
9-03.21(1)E Table on Maximum Allowable Percent (By Weight) of Recycled 30
Material 31
32
In the Hot Mix Asphalt column, each value of “20” is revised to read “25”. 33
34
The last column heading “Steel Furnace Slag” is revised to read “Steel Slag”. 35
36
The following new row is inserted after the second row: 37
38
Coarse Aggregate for Commercial Concrete 9-03.1(4) 0 100 0 0
39
40
Section 9-04, Joint and Crack Sealing Materials 41
January 3, 2017 42
This section is supplemented with the following two new subsections: 43
44
9-04.11 Butyl Rubber Sealant 45
Butyl rubber sealant shall conform to ASTM C 990. 46
47
9-04.12 External Sealing Band 48
External sealing band shall by Type III B conforming to ASTM C 877. 49
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 101 (Revised: 8/7/17)
2018
1
9-04.1(2) Premolded Joint Filler for Expansion Joints 2
This section is supplemented with the following: 3
4
As an alternative to the above, a semi-rigid, non-extruding, resilient type, closed-cell 5
polypropylene foam, preformed joint filler with the following physical properties as tested 6
to AASHTO T 42 Standard Test Methods may be used. 7
8
Closed-Cell Polypropylene Foam Preformed Joint Filler
Physical Property Requirement Test Method
Water Absorption < 1.0% AASHTO T 42
Compression Recovery > 80% AASHTO T 42
Extrusion < 0.1 in. AASHTO T 42
Density > 3.5 lbs./cu.ft. AASHTO T 42
Water Boil (1 hr.) No expansion AASHTO T 42
Hydrochloric Acid Boil (1 hr.) No disintegration AASHTO T 42
Heat Resistance °F 392°F± 5°F ASTM D 5249
9
9-04.2(1) Hot Poured Joint Sealants 10
This section’s content is deleted and replaced with the following new subsections: 11
12
9-04.2(1)A Hot Poured Sealant 13
Hot poured sealant shall be sampled in accordance with ASTM D5167 and tested in 14
accordance with ASTM D5329. 15
16
9-04.2(1)A1 Hot Poured Sealant for Cement Concrete Pavement 17
Hot poured sealant for cement concrete pavement shall meet the requirements of 18
ASTM D6690 Type IV, except for the following: 19
20
1. The Cone Penetration at 25°C shall be 130 maximum. 21
22
2. The extension for the Bond, non-immersed, shall be 100 percent. 23
24
9-04.2(1)A2 Hot Poured Sealant for Bituminous Pavement 25
Hot poured sealant for bituminous pavement shall meet the requirements of ASTM 26
D6690 Type I or Type II. 27
28
9-04.2(1)B Sand Slurry for Bituminous Pavement 29
Sand slurry is mixture consisting of the following components measured by total weight: 30
31
1. Twenty percent CSS-1 emulsified asphalt, 32
33
2. Two percent portland cement, and 34
35
3. Seventy-eight percent fine aggregate meeting the requirements of 9-03.1(2)B 36
Class 2. Fine aggregate may be damp (no free water). 37
38
9-04.2(2) Poured Rubber Joint Sealer 39
The last paragraph is deleted. 40
41
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 102 (Revised: 8/7/17)
2018
9-04.4(1) Rubber Gaskets for Concrete Pipes and Precast Manholes 1
“AASHTO M 198” is revised to read “ASTM C 990”. 2
3
9-04.4(3) Gaskets for Aluminum or Steel Culvert or Storm Sewer Pipe 4
In the last sentence, “AASHTO M 198” is revised to read “ASTM C 990”. 5
6
Section 9-06, Structural Steel and Related Materials 7
January 3, 2017 8
9-06.5(3) High-Strength Bolts 9
In this section, “ASTM A325” is revised to read “ASTM F3125 Grade A325”, “ASTM A490” is 10
revised to read “ASTM F3125 Grade A490”, and “ASTM F1852” is revised to read “ASTM 11
F3125 Grade F1852”. 12
13
In the fifth paragraph, “ASTM-A325” is revised to read “ASTM F3125”. 14
15
9-06.12 Bronze Castings 16
In this section, “AASHTO M107” is revised to read “ASTM B22”. 17
18
9-06.16 Roadside Sign Structures 19
In the first paragraph, “ASTM A325” is revised to read “ASTM F3125 Grade A325”. 20
21
Section 9-07, Reinforcing Steel 22
August 1, 2016 23
9-07.1(1)A Acceptance of Materials 24
The first sentence of the first paragraph is revised to read: 25
26
Reinforcing steel rebar manufacturers shall comply with the National Transportation 27
Product Evaluation Program (NTPEP) Work Plan for Reinforcing Steel (rebar) 28
Manufacturers. 29
30
The first sentence of the second paragraph is revised to read: 31
32
Steel reinforcing bar manufacturers use either English or a Metric size designation while 33
stamping rebar. 34
35
9-07.1(2) Bending 36
The first two sentences of the first paragraph are deleted and replaced with the following two 37
new sentences: 38
39
Steel reinforcing bars shall be cut and bent cold to the shapes shown on the Plans. 40
Fabrication tolerances shall be in accordance with ACI 315. 41
42
Section 9-10, Piling 43
August 1, 2016 44
9-10.3 Cast-In-Place Concrete Piling 45
This section is revised to read: 46
47
Reinforcement for cast-in-place concrete piles shall conform to Section 9-07.2. 48
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 103 (Revised: 8/7/17)
2018
1
Section 9-11, Waterproofing 2
January 3, 2017 3
This section (and all subsections), including title, is revised to read: 4
5
9-11 Waterproof Membrane 6
9-11.1 Asphalt for Waterproofing 7
Waterproof membrane shall be a sheet membrane conforming to ASTM D 6153 Type 8
III, the puncture capacity specified below, and either the thin polymer sheet tensile 9
stress or the geotextile and fabric grab tensile strength specified below: 10
11
Performance Properties Test Method Specification
Requirements
Tensile Stress
(for Thin Polymer Sheets) ASTM D 882 75 pounds per inch
min.
Grab Tensile Strength
(for Geotextiles and
Fabrics)
ASTM D 4632
(Woven or
Nonwoven)
200 pounds min.
Puncture Capacity
(For Thin Polymer Sheets,
Geotextiles and Fabrics)
ASTM E 154 200 pounds min.
12
Waterproofing membrane will be accepted based on a Manufacturer’s Certificate of 13
Compliance with each lot of waterproof membrane. 14
15
9-11.2 Primer for Waterproof Membrane 16
The primer for the waterproof membrane shall be appropriate for bonding the sheet 17
membrane to the bridge deck surface and shall be compatible with the membrane in 18
accordance with the waterproof membrane manufacturer’s recommendations. 19
20
Section 9-14, Erosion Control and Roadside Planting 21
August 7, 2017 22
9-14.4(2) Hydraulically Applied Erosion Control Products (HECPs) 23
The first paragraph is revised to read: 24
25
All HECPs shall be made of natural plant fibers unaltered by synthetic materials, and in a 26
dry condition, free of noxious weeds, seeds, chemical printing ink, germination inhibitors, 27
herbicide residue, chlorine bleach, rock, metal, plastic, and other materials detrimental to 28
plant life. 29
30
The last sentence of the third paragraph is revised to read the following two sentences: 31
32
Under no circumstances will field mixing of additives or components be acceptable, with 33
the exception of seed and water. The product shall be hydrated in accordance with the 34
manufacturer’s recommendations. 35
36
In Table 1 of the fourth paragraph, the following new row is inserted below the table heading: 37
38
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 104 (Revised: 8/7/17)
2018
These test requirements apply to the fully mixed product, including tackifiers,
dyes, or other additives that may be included in the HECP final product in its
sprayable form.
1
The last two paragraphs are revised to read: 2
3
If the HECP contains a dye to facilitate placement and inspection of the material, it shall 4
be nontoxic to plants, animals, and aquatic life and shall not stain concrete or painted 5
surfaces. 6
7
The HECP shall not be harmful to plants, animals, and aquatic life. 8
9
9-14.4(4) Wood Strand Mulch 10
The last paragraph is revised to read: 11
12
The Contractor shall provide a test report performed in accordance with WSDOT T 125 13
demonstrating compliance to this specification prior to acceptance. This product shall not 14
be harmful to plants, animals, and aquatic life. 15
16
9-14.4(7) Tackifier 17
The first paragraph is supplemented with the following: 18
19
Tackifiers shall include a mulch tracer added to visible aid uniform application, and shall 20
not be harmful to plants, animals, or aquatic life. 21
22
The first sentence of the second paragraph is revised to read: 23
24
The Contractor shall provide test results documenting the tackifier and mulch tracer meets 25
the requirements for Acute Toxicity, Solvents, and Heavy Metals as required in Table 1 in 26
Section 9-14.4(2). 27
28
9-14.4(7)A Organic Tackifier 29
This section is revised to read: 30
31
Organic tackifiers shall be derived from natural plant sources and shall not be harmful to 32
plants, animals, and aquatic life. 33
34
9-14.4(7)B Synthetic Tackifier 35
This section is revised to read: 36
37
Synthetic tackifiers shall not be harmful to plants, animals, and aquatic life. 38
39
9-14.5(2) Biodegradable Erosion Control Blanket 40
The first paragraph is revised to read: 41
42
Biodegradable erosion control blankets, including netting if present, shall be made of 43
natural plant fibers unaltered by synthetic materials. All blanket material shall effectively 44
perform the intended erosion control function until permanent vegetation has been 45
established, or for a minimum of 6 months, whichever comes first. 46
47
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 105 (Revised: 8/7/17)
2018
9-14.5(4)A Biodegradable Check Dams 1
This section is revised to read: 2
3
Biodegradable check dams shall meet the following requirements: 4
5
Wattle Section 9-14.5(5) 6
Compost Sock Section 9-14.5(6) 7
Coir Log Section 9-14.5(7) 8
9
The Contractor may substitute a different biodegradable check dam as long as it complies 10
with the following and is accepted by the Engineer: 11
12
1. Made of natural plant fiber unaltered by synthetic material. 13
14
2. Netting if present shall be made of natural plant fibers unaltered by synthetic 15
materials. Materials shall effectively perform the intended erosion control 16
function until permanent vegetation has been established or for a minimum of 6 17
months, whichever comes first. 18
19
3. Straw bales shall not be used as check dams. 20
21
9-14.5(5) Wattles 22
This section is revised to read: 23
24
Wattles shall consist of cylinders of plant material such as weed-free straw, coir, wood 25
chips, excelsior, or wood fiber or shavings encased within netting made of natural plant 26
fibers unaltered by synthetic materials. Wattles shall be a minimum of 8 inches in 27
diameter. Netting material shall be clean, evenly woven, and free of encrusted concrete 28
or other contaminating materials such as preservatives. Netting material shall be free from 29
cuts, tears, or weak places and shall effectively perform the intended erosion control 30
function until permanent vegetation has been established or for a minimum of 6 months, 31
whichever comes first. 32
33
If wood chip filler is used, it shall meet the material requirements as specified in Section 34
9-14.4(3). If straw filler is used, it shall meet the material requirements as specified in 35
Section 9-14.4(1). If wood shavings are used, 80 percent of the fibers shall have a 36
minimum length of 6 inches between 0.030 and 0.50 inches wide and between 0.017 and 37
0.13 inches thick. 38
39
Stakes for wattles shall be made of wood from untreated Douglas fir, hemlock, or pine 40
species. 41
42
9-14.5(6) Compost Socks 43
This section is revised to read: 44
45
Compost socks shall consist of fabric made of natural plant fibers unaltered by synthetic 46
materials. The compost sock shall be filled with Medium Compost as specified in Section 47
9-14.4(8). Compost socks shall be at least 8 inches in diameter. The sock shall be clean, 48
evenly woven; free of encrusted concrete or other contaminating materials; free from cuts, 49
tears, broken or missing yarns; free of thin, open, or weak areas; and free of any type of 50
preservative. Sock fabric shall effectively perform the intended erosion control function 51
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 106 (Revised: 8/7/17)
2018
until permanent vegetation has been established or for a minimum of 6 months, whichever 1
comes first. 2
3
Stakes for compost socks shall be made of wood from untreated Douglas fir, hemlock, or 4
pine species. 5
6
Section 9-16, Fence and Guardrail 7
January 17, 2017 8
9-16.3(3) Galvanizing 9
The first three sentences are deleted and replaced with the following single sentence: 10
11
W-beam or thrie beam rail elements and terminal sections shall be galvanized in 12
accordance with AASHTO M 180, Class A, Type II. 13
14
Section 9-20, Concrete Patching Material, Grout, and Mortar 15
January 3, 2017 16
This section is supplemented with the following new subsection: 17
18
9-20.5 Bridge Deck Repair Material 19
Bridge deck repair material shall be either an ultra-low viscosity, two-part liquid, 20
polyurethane-hybrid polymer concrete, or a pre-packaged cement based repair mortar, 21
conforming to the following requirements: 22
23
1. Minimum compressive strength of 2,500 psi, in accordance with ASTM C 109. 24
25
2. Total soluble chloride ion content by mass of product shall conform to the limits 26
specified in Section 6-02.3(2) for reinforced concrete. 27
28
3. Permeability of less than 2,000 coulombs at 56-days in accordance with 29
AASHTO T 277. 30
31
If pre-packaged deck repair material does not include coarse aggregate, the Contractor 32
shall extend the mix with coarse aggregate as recommended by the manufacturer. 33
34
Section 9-23, Concrete Curing Materials and Admixtures 35
January 3, 2017 36
9-23.9 Fly Ash 37
The first paragraph is revised to read: 38
39
Fly ash shall conform to the requirements of AASHTO M295 Class C or F including 40
supplementary optional chemical requirements as set forth in Table 2. 41
42
The last sentence of the last paragraph is revised to read: 43
44
The supplementary optional chemical limits in AASHTO M295 Table 2 do not apply to fly 45
ash used in Controlled Density Fill. 46
47
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 107 (Revised: 8/7/17)
2018
9-23.12 Metakaolin 1
This section, including title, is revised to read: 2
3
9-23.12 Natural Pozzolan 4
Natural Pozzolans shall be either Metakaolin or ground Pumice and shall conform to the 5
requirements of AASHTO M295 Class N, including supplementary optional chemical 6
requirements as set forth in Table 2. 7
8
Section 9-28, Signing Materials and Fabrication 9
April 3, 2017 10
9-28.14(3) Aluminum Structures 11
This section is revised to read: 12
13
Welding of aluminum shall be in accordance with AWS D1.2/D1.2M, latest edition, 14
Structural Welding Code – Aluminum. 15
16
Aluminum alloy filler metals utilized on anodized structures shall result in color matching 17
to base metals. 18
19
Section 9-29, Illumination, Signal, Electrical 20
August 7, 2017 21
9-29.2 Junction Boxes, Cable Vaults, and Pull Boxes 22
This section is supplemented with the following new subsections: 23
24
9-29.2(5) Testing Requirements 25
The Contractor shall provide for testing of junction boxes, cable vaults and pull boxes. 26
Junction boxes, cable vaults and pull boxes shall be tested by an independent materials 27
testing facility, and a test report issued documenting the results of the tests performed. 28
29
For each junction box, vault and pull box type, the independent testing laboratory shall 30
meet the requirements of AASHTO R 18 for Qualified Tester and Verified Test Equipment. 31
The test shall be conducted in the presence of a Professional Engineer, licensed under 32
Title 18 RCW, State of Washington, in the branch of Civil or Structural, and each test 33
sheet shall have the Professional Engineer’s original signature, date of signature, original 34
seal, and registration number. One copy of the test report shall be furnished to the 35
Contracting Agency certifying that the box and cover meet or exceed the loading 36
requirements for that box type, and shall include the following information: 37
38
1. Product identification. 39
40
2. Date of testing. 41
42
3. Description of testing apparatus and procedure. 43
44
4. All load deflection and failure data. 45
46
5. Weight of box and cover tested. 47
48
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 108 (Revised: 8/7/17)
2018
6. Upon completion of the required test(s) the box shall be loaded to failure or to 1
the maximum load possible on the testing machine (70,000 pounds minimum). 2
3
7. A brief description of type and location of failure or statement that the testing 4
machine reached maximum load without failure of the box. 5
6
9-29.2(5)A Standard Duty Boxes and Vaults 7
Standard Duty Concrete Junction Boxes, Cable Vaults, and Pull Boxes shall be load 8
tested to 22,500 pounds. The test load shall be applied uniformly through a 10 by 10 9
by 1-inch steel plate centered on the lid. The test load shall be applied and released 10
ten times, and the deflection at the test load and released state shall be recorded for 11
each interval. At each interval the junction box shall be inspected for lid deformation, 12
failure of the lid/frame welds, vertical and horizontal displacement of the lid/frame, 13
cracks, and concrete spalling. 14
15
Concrete junction boxes will be considered to have withstood the test if none of the 16
following conditions are exhibited: 17
18
1. Permanent deformation of the lid or any impairment to the function of the 19
lid. 20
21
2. Vertical or horizontal displacement of the lid frame. 22
23
3. Cracks wider than 0.012 inches that extend 12 inches or more. 24
25
4. Fracture or cracks passing through the entire thickness of the concrete. 26
27
5. Spalling of the concrete. 28
29
9-29.2(5)B Retrofit Security Lids for Standard Duty Concrete Junction Boxes 30
Security lids used to retrofit existing Standard Duty Concrete Junction Boxes shall 31
be tested as follows: 32
33
1. The security lid shall be installed on any appropriately sized box that is 34
currently approved on the Qualified Products List. 35
36
2. The security lid and box assembly shall be load tested in accordance with 37
Section 9-29.2(5)A. After the ten load cycles but before loading to failure, 38
the security lid shall be fully opened and removed to verify operability. 39
40
3. The locking mechanism(s) shall be tested as follows: 41
42
a. The locking mechanism shall be cycled 250 times (locked, then 43
unlocked again) at room temperature (60-80°F). If there is more than 44
one identical locking mechanism, only one needs to be cycled in this 45
manner. 46
47
b. Temperature changes should be limited to no more than 60°F per hour. 48
49
c. The security lid shall be cooled to and held at -30°F for 15 minutes. The 50
locking mechanism shall then be cycled once to verify operation at this 51
temperature. 52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 109 (Revised: 8/7/17)
2018
1
d. The security lid shall be heated to and held at 120-122°F for 15 2
minutes. The locking mechanism shall then be cycled once to verify 3
operation at this temperature. 4
5
e. The security lid shall be temperature adjusted to and held at 110°F and 6
95% humidity for 15 minutes. The locking mechanism shall then be 7
cycled once to verify operation at this temperature and humidity. 8
9
9-29.2(5)C Standard Duty Non-Concrete Junction Boxes 10
Non-concrete Junction Boxes shall be tested as defined in the ANSI/SCTE 77 Tier 11
15 test method using the test load of 22,500 pounds (minimum) in place of the design 12
load during testing. In addition, the Contractor shall provide a Manufacturer 13
Certificate of Compliance for each non-concrete junction box installed. 14
15
9-29.2(5)D Heavy-Duty Boxes and Vaults 16
Heavy-Duty Junction Boxes, Cable Vaults, and Pull Boxes shall be load tested to 17
46,000 pounds. The test load shall be applied vertically through a 10 by 20 by 1-inch 18
steel plate centered on the lid with an orientation both on the long axis and the short 19
axis of the junction box. The test load shall be applied and released ten times on 20
each axis. The deflection at the test load and released state shall be recorded for 21
each interval. At each interval the test box shall be inspected for lid deformation, 22
failure of the lid or frame welds, vertical and horizontal displacement of the lid frame, 23
cracks, and concrete spalling. After the twentieth loading interval the test shall be 24
terminated with a 60,000 pound load being applied vertically through the steel plate 25
centered on the lid and with the long edge of steel plate orientated parallel to the long 26
axis of the box. 27
28
Heavy-Duty Junction Boxes will be considered to have withstood the 46,000 pound 29
test if none of the following conditions are exhibited: 30
31
1. Permanent deformation of the lid or any impairment to the function of the 32
lid. 33
34
2. Vertical or horizontal displacement of the lid frame. 35
36
3. Cracks wider than 0.012 inches that extend 12 inches or more. 37
38
4. Fracture or cracks passing through the entire thickness of the concrete. 39
40
5. Spalling of the concrete. 41
42
Heavy-Duty Junction Boxes will be considered to have withstood the 60,000 pound 43
test if all of the following conditions are exhibited: 44
45
1. The lid is operational. 46
47
2. The lid is securely fastened. 48
49
3. The welds have not failed. 50
51
4. Permanent dishing or deformation of the lid is ¼ inch or less. 52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 110 (Revised: 8/7/17)
2018
1
5. No buckling or collapse of the box. 2
3
9-29.2(1) Standard Duty and Heavy Duty Junction Boxes 4
This section, including title, is revised to read: 5
6
9-29.2(1) Junction Boxes 7
For the purposes of this Specification concrete is defined as portland cement concrete 8
and non-concrete is all others. 9
10
The Contractor shall provide shop drawings for all components, hardware, lid, frame, 11
reinforcement, and box dimensions. The shop drawings shall be prepared by (or under 12
the supervision of) a Professional Engineer, licensed under Title 18 RCW, State of 13
Washington, in the branch of Civil or Structural. Each sheet shall carry the following: 14
15
1. Professional Engineer’s original signature, date of signature, original seal, and 16
registration number. If a complete assembly drawing is included which 17
references additional drawing numbers, including revision numbers for those 18
drawings, then only the complete assembly drawing is required to be stamped. 19
20
2. The initials and dates of all participating design professionals. 21
22
3. Clear notation of all revisions including identification of who authorized the 23
revision, who made the revision, and the date of the revision. 24
25
Design calculations shall carry on the cover page, the Professional Engineer’s original 26
signature, date of signature, original seal, and registration number. 27
28
For each type of junction box, or whenever there is a change to the junction box design, 29
a proof test, as defined in this Specification, shall be performed and new shop drawings 30
submitted. 31
32
9-29.2(1)A Standard Duty Junction Boxes 33
This section is revised to read: 34
35
Standard Duty Junction Boxes are defined as Type 1, 2 and 8 junction boxes and shall 36
have a minimum load rating of 22,500 pounds and be tested in accordance with Section 37
9-29.2(5). A complete Type 8 Junction Box includes the spread footing shown in the 38
Standard Plans. All Standard Duty Junction Boxes placed in sidewalks, walkways, and 39
shared use paths shall have slip resistant surfaces. Non-slip lids and frames shall be hot 40
dip galvanized in accordance with AASHTO M111. 41
42
9-29.2(1)A1 Concrete Junction Boxes 43
The Standard Duty Concrete Junction Box steel frame, lid support, and lid shall be 44
painted with a black paint containing rust inhibiters or painted with a shop applied, 45
inorganic zinc primer in accordance with Section 6-07.3, or hot-dip galvanized in 46
accordance with AASHTO M 111. 47
48
Concrete used in Standard Duty Junction Boxes shall have a minimum compressive 49
strength of 6,000 psi when reinforced with a welded wire hoop, or 4,000 psi when 50
reinforced with welded wire fabric or fiber reinforcement. The frame shall be 51
anchored to the box by welding headed studs ⅜ by 3 inches long, as specified in 52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 111 (Revised: 8/7/17)
2018
Section 9-06.15, to the frame. The wire fabric shall be attached to the studs and 1
frame with standard tie practices. The box shall contain ten studs located near the 2
centerline of the frame and box wall. The studs shall be placed one anchor in each 3
corner, one at the middle of each width and two equally spaced on each length of the 4
box. 5
6
Materials for Type 1, 2, and 8 Concrete Junction Boxes shall conform to the following: 7
8
Materials Requirement
Concrete Section 6-02
Reinforcing Steel Section 9-07
Fiber Reinforcing ASTM C1116, Type III
Lid ASTM A786 diamond plate steel
Slip Resistant Lid ASTM A36 steel
Frame ASTM A786 diamond plate steel or ASTM A36
steel
Slip Resistant Frame ASTM A36 steel
Lid Support ASTM A36 steel, or ASTM A1011 SS Grade 36
(or higher)
Handle & Handle support ASTM A36 steel, or ASTM A1011 CS (Any
Grade) or SS (Any Grade)
Anchors (studs) Section 9-06.15
Bolts, Studs, Nuts, Washers ASTM F593 or A193, Type 304 or 316, or
Stainless Steel grade 302, 304, or 316 steel in
accordance with approved shop drawing
Locking and Latching
Mechanism Hardware and
Bolts
In accordance with approved shop drawings
9
9-29.2(1)A2 Non-Concrete Junction Boxes 10
Material for the non-concrete junction boxes shall be of a quality that will provide for 11
a similar life expectancy as portland cement concrete in a direct burial application. 12
13
Type 1, 2, and 8 non-concrete junction boxes shall have a Design Load of 22,500 14
pounds and shall be tested in accordance with Section 9-29.2(5). Non-concrete 15
junction boxes shall be gray in color and have an open bottom design with 16
approximately the same inside dimensions, and present a load to the bearing surface 17
that is less than or equal to the loading presented by the concrete junction boxes 18
shown in the Standard Plans. Non-concrete junction box lids shall include a pull slot 19
and embedded 6 by 6 by ¼-inch steel plate, and shall be secured with two ½ inch 20
stainless steel Penta-head bolts recessed into the cover. The tapped holes for the 21
securing bolts shall extend completely through the box to prevent accumulation of 22
debris. Bolts shall conform to ASTM F593, stainless steel. 23
24
9-29.2(1)B Heavy-Duty Junction Boxes 25
The first paragraph is revised to read: 26
27
Heavy-Duty Junction Boxes are defined as Type 4, 5, and 6 junction boxes and shall be 28
concrete and have a minimum vertical load rating of 46,000 pounds without permanent 29
deformation and 60,000 pounds without failure when tested in accordance with Section 30
9-29.2(5). 31
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 112 (Revised: 8/7/17)
2018
1
9-29.2(1)C Testing Requirements 2
This section is deleted in its entirety. 3
4
9-29.2(2) Small Cable Vaults, Standard Duty Cable Vaults, Standard Duty Pull 5
Boxes, and Heavy Duty Pull Boxes 6
This section, including title, is revised to read: 7
8
9-29.2(2) Cable Vaults and Pull Boxes 9
Cable Vaults and Pull Boxes shall be constructed as a concrete box and as a concrete 10
lid. The lids for Cable Vaults and Pull Boxes shall be interchangeable and both shall fit 11
the same box as shown in the Standard Plans. 12
13
The Contractor shall provide shop drawings for all components, including concrete box, 14
Cast Iron Ring, Ductile Iron Lid, Steel Rings, and Lid. In addition, the shop drawings shall 15
show placement of reinforcing steel, knock outs, and any other appurtenances. The shop 16
drawing shall be prepared by or under the direct supervision of a Professional Engineer, 17
licensed under Title 18 RCW, State of Washington, in the branch of Civil or Structural. 18
Each sheet shall carry the following: 19
20
1. Professional Engineer’s original signature, date of signature, original seal, and 21
registration number. If a complete assembly drawing is included which 22
references additional drawing numbers, including revision numbers for those 23
drawings, then only the complete assembly drawing is required to be stamped. 24
25
2. The initials and dates of all participating design professionals. 26
27
3. Clear notation of all revisions including identification of who authorized the 28
revision, who made the revision, and the date of the revision. 29
30
Design calculations shall carry on the cover page, the Professional Engineer’s original 31
signature, date of signature, original seal, and registration number. 32
33
For each type of box or whenever there is a change to the Cable Vault or Pull box design, 34
a proof test, as defined in this Specification, shall be performed and new shop drawings 35
submitted. 36
37
9-29.2(2)A Small Cable Vaults, Standard Duty Cable Vaults, and Standard Duty 38
Pull Boxes 39
This section’s title is revised to read: 40
41
9-29.2(2)A Standard Duty Cable Vaults and Pull Boxes 42
43
The first paragraph is revised to read: 44
45
Standard Duty Cable Vaults and Pull Boxes shall be concrete and have a minimum load 46
rating of 22,500 pounds and be tested in accordance with Section 9-29.2(5). For the 47
purposes of this Section, Small Cable Vaults are considered a type of Standard Duty 48
Cable Vault. 49
50
The first sentence of the second paragraph is revised to read: 51
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 113 (Revised: 8/7/17)
2018
1
Concrete for Standard Duty Cable Vaults and Pull Boxes shall have a minimum 2
compressive strength of 4,000 psi. 3
4
The first sentence of the third paragraph is revised to read: 5
6
All Standard Duty Cable Vaults and Pull Boxes placed in sidewalks, walkways, and 7
shared-use paths shall have slip-resistant surfaces. 8
9
The fourth paragraph (up until the colon) is revised to read: 10
11
Materials for Standard Duty Cable Vaults and Pull Boxes shall conform to the following: 12
13
9-29.2(2)B Heavy-Duty Cable Vaults and Pull Boxes 14
The first paragraph is revised to read: 15
16
Heavy-Duty Cable Vaults and Pull Boxes shall be constructed of concrete having a 17
minimum compressive strength of 4,000 psi, and have a minimum vertical load rating of 18
46,000 pounds without permanent deformation and 60,000 pounds without failure when 19
tested in accordance with Section 9-29.2(5). 20
21
9-29.2(3) Structure Mounted Junction Boxes 22
The first and second paragraphs are revised to read: 23
24
Surface mounted junction boxes and concrete embedded junction boxes installed in cast-25
in-place structures shall be stainless steel NEMA 4X. 26
27
Concrete embedded junction boxes installed in structures constructed by slip forming 28
shall be stainless steel NEMA 3R and shall be adjustable for depth, with depth adjustment 29
bolts, which are accessible from the front face of the junction box with the lid installed. 30
31
9-29.3(1) Fiber Optic Cable 32
This section is revised to read: 33
34
All fiber optic cables shall be single mode fiber optic cables unless otherwise specified in 35
the Contract. All fiber optic cables shall meet the following requirements: 36
37
1. Compliance with the current version of ANSI/ICEA S-87-640. A product data 38
specification sheet clearly identifying compliance or a separate letter from 39
manufacturer to state compliance shall be provided. 40
41
2. Cables shall be gel free, loose tube, low water peak, and all dielectric with no 42
metallic component. 43
44
3. Cables shall not be armored unless specified in the Contract. 45
46
4. Cables shall be approved for mid-span entries and be rated by the manufacturer 47
for outside plant (OSP) use, placement in underground ducts, and aerial 48
installations. 49
50
5. Fiber counts shall be as specified in the Contract. 51
52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 114 (Revised: 8/7/17)
2018
6. Fibers and buffer tubes shall be color coded in accordance with the current 1
version of EIA/TIA-598. 2
3
7. Fibers shall not have any factory splices. 4
5
8. Outer Jacket shall be Type M (Medium Density Polyethylene). Outer jacket shall 6
be free from holes, splits, blisters, or other imperfections and must be smooth 7
and concentric as is consistent with the best commercial practice. 8
9
9. A minimum of one (1) rip cord is required for each cable. 10
11
10. Cable markings shall meet the following additional requirements: 12
13
a. Color shall be white or silver. 14
15
b. Markings shall be approximately 3 millimeters (118 mils) in height, and 16
dimensioned and spaced to produce good legibility. 17
18
c. Markings shall include the manufacturer’s name, year of manufacture, the 19
number of fibers, the words “OPTICAL CABLE”, and sequential length 20
marks. 21
22
d. Sequential length markings shall be in meters or feet, spaced at intervals 23
not more than 1 meter or 2 feet apart, respectively. 24
25
e. The actual cable length shall not be shorter than the cable length marking. 26
The actual cable length may be up to 1% longer than the cable length 27
marking. 28
29
f. Cables with initial markings that do not meet these requirements will not be 30
accepted and may not be re-marked. 31
32
11. Short term tensile strength shall be a minimum of 600 pounds (1bs). Long term 33
tensile strength shall be a minimum of 180 pounds (1bs). Tensile strength shall 34
be achieved using a fiberglass reinforced plastic (FRP) central member and / or 35
aramid yarns. 36
37
12. All cables shall be new and free of material or manufacturing defects and 38
dimensional non-uniformity that would: 39
40
a. Interfere with the cable installation using accepted cable installation 41
practices; 42
43
b. Degrade the transmission performance or environmental resistance after 44
installation; 45
46
c. Inhibit proper connection to interfacing elements; 47
48
d. Otherwise yield an inferior product. 49
50
13. The fiber optic cables shall be shipped on reels with a drum diameter at least 20 51
times the diameter of the cable, in order to prevent damage to the cable. The 52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 115 (Revised: 8/7/17)
2018
reels shall be substantial and constructed so as to prevent damage during 1
shipment and handling. Reels shall be labeled with the same information 2
required for the cable markings, with the exception that the total length of cable 3
shall be marked instead of incremental length marks. Reels shall also be labeled 4
with the type of cable. 5
6
This section is supplemented with the following new subsection: 7
8
9-29.3(1)B Multimode Optical Fibers 9
Where multimode fiber optic cables are specified in the Contract, the optical fibers shall 10
be one of the following types, as specified in the Contract: 11
12
a. Type OM1, meeting the requirements of EIA/TIA 492-AAAA-A or ISO/IEC 11801. 13
The fiber core diameter shall be 62.5 µm. 14
15
b. Type OM2, meeting the requirements of EIA/TIA 492-AAAB-A or ISO/IEC 11801. 16
The fiber core diameter shall be 50 µm. 17
18
All multimode optical fibers shall have a maximum attenuation of 3.0 dB/km at 850nm and 19
1.0 dB/km at 1300nm. Completed cable assemblies shall be rated for 1000BaseLX 20
Ethernet communications. 21
22
9-29.3(1)A Singlemode Fiber Optic Cable 23
This section is revised to read: 24
25
Single-Mode optical fibers shall be EIA/TIA 492-CAAB or ISO/IEC 11801 Type OS2, low 26
water peak zero dispersion fibers, meeting the requirements of ITU-T G.652.D. 27
28
9-29.6 Light and Signal Standards 29
The third paragraph is revised to read: 30
31
Light standard, signal standards, slip base hardware and foundation hardware shall be 32
hot dip galvanized in accordance with AASHTO M 111 and AASHTO M 232. Where 33
colored standards are required, standards shall be powder-coated after galvanizing in 34
accordance with Section 6-07.3(11). The standard color shall be as specified in the 35
Contract. 36
37
9-29.6(1) Steel Light and Signal Standards 38
In the first paragraph, “ASTM A325” is revised to read “ASTM F3125 Grade A325”. 39
40
9-29.6(2) Slip Base Hardware 41
In this section, “ASTM A325” is revised to read “ASTM F3125 Grade A325”. 42
43
9-29.7(2) Fused Quick-Disconnect Kits 44
The table is supplemented with the following new row: 45
46
LED* 10A 10A 20A
47
The following footnote is inserted after the table: 48
49
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 116 (Revised: 8/7/17)
2018
* Applies to all LED luminaires, regardless of wattage. Fuses for LED luminaires shall 1
be slow blow. 2
3
9-29.10 Luminaires 4
The first sentence of the third paragraph is revised to read: 5
6
All luminaires shall be provided with markers for positive identification of light source type 7
and wattage in accordance with ANSI C136.15-2011, with the exception that LED 8
luminaires shall be labeled with the wattage of their conventional luminaire equivalents – 9
the text “LED” is optional. 10
11
The table in the fourth paragraph is revised to read: 12
13
Conventional Lamp
Wattage
Conventional Wattage
Legend
Equivalent LED
Legend
70 7 7E
100 10 10E
150 15 15E
175 17 17E
200 20 20E
250 25 25E
310 31 31E
400 40 40E
700 70 70E
750 75 75E
1,000 X1 X1E
14
9-29.13(10)C NEMA Controller Cabinets 15
Item number 6 of the first paragraph is revised to read: 16
17
6. LED light strips shall be provided for cabinet lighting. Each LED light strip shall be 18
approximately 12 inches long, have a minimum output of 320 lumens, and have a 19
color temperature of 4100K (cool white) or higher. Two light strips shall be provided. 20
One light strip shall be ceiling mounted and oriented parallel to the door face. The 21
second light strip shall be mounted under the lower shelf, such that the output 22
terminal landings are illuminated. Lighting shall not interfere with the proper 23
operation of any other ceiling or shelf mounted equipment. All lighting fixtures shall 24
energize automatically when any door is opened. Each door switch shall be labeled 25
“Light”. 26
27
9-29.13(10)D Cabinets for Type 170E and 2070 Controllers 28
Item number 6 of the first paragraph is revised to read: 29
30
6. LED light strips shall be provided for cabinet lighting, powered from the Equipment 31
breaker on the Power Distribution Assembly. Each LED light strip shall be 32
approximately 12 inches long, have a minimum output of 320 lumens, and have a 33
color temperature of 4100K (cool white) or higher. There shall be two light strips for 34
each rack within the cabinet. Lighting shall be ceiling mounted – rack mounted 35
lighting is not permitted. One light strip shall be installed above the front of the rack, 36
oriented parallel to the door face, and placed such that the front of the rack and the 37
rack mounted equipment is illuminated. The second light strip shall be installed 38
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 117 (Revised: 8/7/17)
2018
above the rear of the rack, oriented perpendicular to the door face, and placed such 1
that the interior of the rack is illuminated. Lighting shall not interfere with the proper 2
operation of any other ceiling mounted equipment. All lighting fixtures above a rack 3
shall energize automatically when either door to that respective rack is opened. Each 4
door switch shall be labeled “Light”. 5
6
9-29.13(12) ITS Cabinet 7
Item number 6 of the first paragraph is revised to read: 8
9
6. LED light strips shall be provided for cabinet lighting, powered from the Equipment 10
breaker on the Power Distribution Assembly. Each LED light strip shall be 11
approximately 12 inches long, have a minimum output of 320 lumens, and have a 12
color temperature of 4100K (cool white) or higher. There shall be two light strips for 13
each rack within the cabinet. Lighting shall be ceiling mounted – rack mounted 14
lighting is not permitted. One light strip shall be installed above the front of the rack, 15
oriented parallel to the door face, and placed such that the front of the rack and the 16
rack mounted equipment is illuminated. The second light strip shall be installed 17
above the rear of the rack, oriented perpendicular to the door face, and placed such 18
that the interior of the rack is illuminated. Lighting shall not interfere with the proper 19
operation of any other ceiling mounted equipment. All lighting fixtures above a rack 20
shall energize automatically when either door to that respective rack is opened. Each 21
door switch shall be labeled “Light”. 22
23
9-29.25 Amplifier, Transformer, and Terminal Cabinets 24
Item 2C is revised to read: 25
26
c. Transformer up to 12.5 KVA 20″ 48″ 24″ 27
Transformer 12.6 to 35 KVA 30″ 60″ 32″ 28
29
The following new sentence is inserted before the last sentence of item number 10: 30
31
There shall be an isolation breaker on the input (line) side of the transformer, and a 32
breaker array on the output (load) side. 33
34
Section 9-30, Water Distribution Materials 35
August 7, 2017 36
9-30.6(3) Service Pipes 37
This section is supplemented with the following new subsection: 38
39
9-30.6(3)C PEX-a Tubing 40
PEX-a tubing shall be a minimum of ¾-inch or a maximum 2-inch in diameter and shall 41
be manufactured in accordance with AWWA C904 and ASTM F876. The tubing shall 42
have a minimum materials designation code of 3306 in accordance with ASTM F876, a 43
pressure rating of 200 psi at 73.4 degrees using a design factor of 0.63 as outlined in PPI 44
TR-3, Part F-7, and shall have a minimum SDR of 9. Tubing color shall be blue in 45
accordance with APWA Uniform color standards. 46
47
9-30.6(4) Service Fittings 48
This section is supplemented with the following new paragraph: 49
50
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 118 (Revised: 8/7/17)
2018
Fittings for PEX-a tubing shall meet the requirements of AWWA C904. 1
2
Section 9-31, Elastomeric Pads 3
August 7, 2017 4
This section, including title, is revised to read: 5
6
9-31 Fabricated Bridge Bearing Assemblies 7
9-31.1 Steel Plates and Bars 8
Steel plates and bars, including anchor array templates, shall conform to ASTM A 36. 9
10
Recessed steel surfaces retaining PTFE shall have an average surface roughness 11
of 250-microinches or less. 12
13
Steel surfaces in contact with pre-formed fabric pad or polyether urethane disc shall 14
have an average surface roughness of 250-microinches or less. 15
16
Steel surfaces in contact with stainless steel sheet, or with the bearing block of a pin 17
bearing assembly, shall have an average surface roughness of 125-microinches or 18
less. 19
20
All other steel surfaces in contact with other fabricated bridge bearing assembly 21
components shall have an average surface roughness of 250-microinches or less. 22
23
9-31.2 Stainless Steel 24
Stainless steel sheet shall conform to ASTM A 240 Type 304L. Stainless steel in 25
contact with PTFE shall be polished to a Number 8 mirror finish. Stainless steel 26
sheet for fabric pad bearing assemblies shall have a thickness greater than or equal 27
to 14-gage. 28
29
Stainless steel countersunk screws shall be hexagon socket type conforming to the 30
geometric requirements of ANSI B 18.3 and shall conform to ASTM F 593 Type 304L. 31
32
9-31.3 Bearing Blocks and Keeper Rings 33
Bearing block forgings for pin bearing assemblies shall conform to Section 9-06.11, 34
including AASHTO M 102 Supplemental Requirement S4. The grade shall be Grade 35
F. The bearing block forging surfaces in contact with other pin bearing assembly 36
components shall have an average surface roughness of 63-microinches or less. All 37
other bearing block forging surfaces shall have an average surface roughness of 38
250-microinches or less. 39
40
Keeper ring forgings for pin bearing assemblies shall conform to Section 9-06.11, 41
and the grade shall be Grade H. All keeper ring surfaces shall have an average 42
surface roughness of 125-microinches or less. 43
44
9-31.4 Pin Assembly 45
Pins shall conform to ASTM A 276 UNS Designation 21800. The pin surfaces in 46
contact with the bearing block shall have an average surface roughness of 63-47
microinches or less. 48
49
Nuts shall conform to ASTM A 563 Grade DH. Nuts with a thread diameter equal to 50
or less than six-inches shall have a minimum Rockwell Hardness of HRc 24. Nuts 51
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 119 (Revised: 8/7/17)
2018
with a thread diameter greater than six-inches shall have a Rockwell Hardness 1
between HRc 20 and HRc 30. 2
3
Washers shall conform to ASTM A 572 Grade 50. 4
5
Cotter pins shall be stainless steel. 6
7
9-31.5 Welded Shear Connectors 8
Welded shear connectors shall conform to Section 9-06.15. 9
10
9-31.6 Bolts, Nuts and Washers 11
Bolts, nuts and washers shall conform to Section 9-06.5(3). 12
13
9-31.7 Anchor Array Rods, Nuts and Washers 14
Anchor array rods, nuts and washers shall conform to Section 9-06.5(4). The top 1’-15
0”, minimum, of the exposed end of the anchor rods, and the associated nuts and 16
washers, shall be galvanized in accordance with AASHTO M 232 or ASTM F 2329 17
as applicable. 18
19
Pipe sleeves for anchor array templates shall conform to ASTM A 53 Grade B Type 20
E or S, black. 21
22
9-31.8 Bearing Pads 23
9-31.8(1) Elastomeric Pads 24
Elastomeric pads shall conform to the requirements of AASHTO M251 unless 25
otherwise specified in the Plans or Special Provisions. The elastomer shall be 26
low-temperature Grade 3 and shall not contain any form of wax. Unless 27
otherwise specified in the Plans or Special Provisions, the elastomer shall have 28
a shear modulus of elasticity of 165 psi at 73°F. 29
30
All elastomeric pads with steel laminates shall be cast as units in separate molds 31
and bonded and vulcanized under heat and pressure. Corners and edges of 32
molded pads may be rounded at the option of the Contractor. Radius at corners 33
shall not exceed ⅜ inch, and radius of edges shall not exceed ⅛ inch. 34
Elastomeric pads shall be fabricated to meet the tolerances specified in 35
AASHTO M251. 36
37
Shims contained in laminated elastomeric pads shall be mill rolled steel sheets 38
not less than 20 gage in thickness with a minimum cover of elastomer on all 39
edges of: 40
41
¼ inch for pads less than or equal to 5 inches thick and, 42
43
½ inch for pads greater than 5 inches thick. 44
45
Steel shims shall conform to ASTM A1011, Grade 36, unless otherwise noted. 46
All shim edges shall be ground or otherwise treated so that no sharp edges 47
remain. 48
49
9-31.8(2) Polytetrafluoroethylene (PTFE) 50
PTFE shall be unfilled (100-percent virgin) PTFE or fiberglass fiber filled PTFE 51
(or woven fabric PTFE for disc or spherical bearing assemblies) conforming to 52
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 120 (Revised: 8/7/17)
2018
Section 18.8 of the AASHTO LRFD Bridge Construction Specifications, and the 1
following additional requirements: 2
3
1. PTFE shall be unfilled (100-percent virgin) PTFE except where filled 4
PTFE is specified in the Plans. 5
6
2. Filled PTFE shall be composed of PTFE resin uniformly blended with 7
15-percent maximum fiberglass fiber. 8
9
3. The substrate shall limit the flow (elongation) of the confined PTFE to 10
not more than 0.009-inch under a pressure of 2,000 psi for 15-minutes 11
at 78°F for a two-inch by three-inch test sample. 12
13
4. Unfilled PTFE shall have a hardness of 50 to 65 Durometer D, at 78°F, 14
in accordance with ASTM D 2240. 15
16
5. The PTFE may be dimpled. 17
18
9-31.8(3) Pre-Formed Fabric Pad 19
Pre-formed fabric pads shall be composed of multiple layers of duck, 20
impregnated and bound with high-quality oil resistant synthetic rubber, 21
compressed into resilient pads. The pre-formed fabric pads shall conform to MIL 22
C 882 and the following additional requirements: 23
24
1. The pre-formed fabric pad shall have a shore A hardness of 90 ± 5 in 25
accordance with ASTM D 2240. 26
27
2. The number of plies shall be as required to produce the specified 28
thickness after compression and vulcanization. 29
30
9-31.9 Polyether Urethane 31
Polyether urethane shall be a molded polyether urethane compound conforming to 32
the following properties: 33
34
Physical Properties Specification
Hardness, Type D durometer ASTM D 2240 45 55 65
Minimum tensile stress, ksi
At 100-percent elongation
At 200-percent elongation
ASTM D 412
1.5
2.8
1.9
3.4
2.3
4.0
Minimum tensile strength, ksi ASTM D 412 4.0 5.0 6.0
Minimum ultimate elongation, percent ASTM D 412 350 285 220
Maximum compression set (22 hours
at 158°F) Method B, percent
ASTM D 395 40 40 40
35
Required minimums for tensile stress at specific elongations, tensile strength, 36
ultimate elongation, and compression set may be interpolated for durometer 37
hardness values between 45 and 55, and 55 and 65. 38
39
9-31.10 Silicone Grease 40
Silicone grease for use with dimpled PTFE shall conform to SAE AS 8660. 41
NE 31st St Bridge Replacement Project Amendments to the 2016 Standard Specifications
TED4003843 121 (Revised: 8/7/17)
2018
1
9-31.11 Epoxy Gel 2
Epoxy gel shall be Type 1, Grade 3, Class A, B, or C, conforming to Section 9-26.1. 3
4
9-31.12 Resin Filler 5
Resin filler shall be a two-component, resin and catalyst, liquid thermoset material, 6
with the following properties: 7
8
1. The viscosity of the resin-catalyst mixture shall be 35,000 ± 5,000cP at 75°F 9
immediately after mixing. 10
11
2. The flash point shall be 100°F minimum. 12
13
3. After mixing, the resin-catalyst mixture shall be pourable for a minimum of 14
8-minutes at 60°F and shall harden in 15-minutes maximum. Heating of 15
the mixture to a maximum temperature of 250°F after placement is 16
permissible to obtain a full cure. 17
18
The properties of the cured resin-catalyst mixture shall be: 19
20
1. The fully cured compressive strength shall be 12,000 psi, minimum. 21
22
2. The maximum allowable shrinkage shall be 2-percent. To control 23
shrinkage, an inert filler may be used in the resin provided the specified 24
viscosity requirements are met. 25
26
3. The hardness shall be between 40 and 55 in accordance with ASTM D 27
2583. 28
29
The resin and catalyst components shall be supplied in separate containers. 30
31
Section 9-35, Temporary Traffic Control Materials 32
August 7, 2017 33
9-35.12 Transportable Attenuator 34
The second sentence of the first paragraph is revised to read: 35
36
The transportable attenuator shall be mounted on, or attached to, a host vehicle that 37
complies with the manufacturer’s recommended weight range. 38
39
9-35.14 Portable Temporary Traffic Control Signal 40
The last sentence of the eighth paragraph is revised to read: 41
42
A highly retroreflective yellow strip, 1 inch wide, shall be placed around the perimeter of 43
the face of all vehicle signal backplates to project a rectangular image at night toward 44
oncoming traffic. 45
46
City of Renton
Contract Provisions for
NE 31st St Bridge Replacement Project
______________________________________________________________________________
Special Provisions GREG O R Y A. B
A
NKSSTATE O F W ASHI
N
GTONR
EGIST E R E DPRO
F
E
SSIONAL E N G IN EER45120
NE 31st St Bridge Replacement Project SP 1 Special Provisions (Conformed)
TED4003843 2018
TABLE OF CONTENTS
Introduction To The Special Provisions ....................................................................................... 3
DIVISION 1 – GENERAL REQUIREMENTS ........................................................................... 4
Description of Work ....................................................................................................................... 4
1-02 BID PROCEDURES AND CONDITIONS ...................................................................... 6
1-03 AWARD AND EXECUTION OF CONTRACT ............................................................ 15
1-04 SCOPE OF WORK .......................................................................................................... 18
1-05 CONTROL OF WORK ................................................................................................... 18
1-06 CONTROL OF MATERIAL ........................................................................................... 27
1-07 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC ...................... 29
1-08 PROSECUTION AND PROGRESS .............................................................................. 61
1-09 MEASUREMENT AND PAYMENT .............................................................................. 66
1-10 TEMPORARY TRAFFIC CONTROL .......................................................................... 68
DIVISION 2 - EARTHWORK ................................................................................................... 70
2-01 CLEARING, GRUBBING, AND ROADSIDE CLEANUP .......................................... 70
2-02 REMOVAL OF STRUCTURES AND OBSTRUCTIONS ........................................... 71
2-03 ROADWAY EXCAVATION AND EMBANKMENT .................................................... 74
DIVISION 5 – SURFACE TREATMENTS AND PAVEMENTS ............................................ 76
5-04 HOT MIX ASPHALT ...................................................................................................... 76
DIVISION 6 – STRUCTURES ................................................................................................... 80
6-01 GENERAL REQUIREMENTS FOR STRUCTURES ................................................. 80
6-02 CONCRETE STRUCTURES ......................................................................................... 80
6-08 WATERPROOFING ........................................................................................................ 85
6-20 STEEL SHEET PILE WALL .......................................................................................... 88
DIVISION 8 – MISCELLANEOUS CONSTRUCTION ......................................................... 92
8-02 ROADSIDE RESTORATION ........................................................................................ 92
8-11 GUARDRAIL .................................................................................................................. 95
8-15 RIPRAP ............................................................................................................................ 95
8-18 MAILBOX SUPPORT..................................................................................................... 96
8-19 STREAMBED AGGREGATES ..................................................................................... 97
8-26 FISH HABITAT LOGS .................................................................................................. 98
8-27 TRASH COLLECTION FOR RESIDENTS ................................................................. 99
8-28 FIELD OFFICE BUILDING ........................................................................................ 100
DIVISION 9 – MATERIALS .................................................................................................... 101
9-10 PILING ........................................................................................................................... 101
9-11 WATERPROOFING ...................................................................................................... 101
NE 31st St Bridge Replacement Project SP 2 Special Provisions (Conformed)
TED4003843 2018
9-14 EROSION CONTROL AND ROADSIDE PLANTING ........................................... 102
9-32 MAILBOX SUPPORT................................................................................................... 104
NE 31st St Bridge Replacement Project SP 3 Special Provisions (Conformed)
TED4003843 2018
SPECIAL PROVISIONS
Introduction To The Special Provisions
(August 14, 2013 APWA GSP)
The work on this project shall be accomplished in accordance with the Standard Specifications for Road,
Bridge and Municipal Construction, 2016 edition, as issued by the Washington State Department of
Transportation (WSDOT) and the American Public Works Association (APWA), Washington State Chapter
(hereafter “Standard Specifications”). The Standard Specifications, as modified or supplemented by the
Amendments to the Standard Specifications and these Special Provisions, all of which are made a part of
the Contract Documents, shall govern all of the Work.
These Special Provisions are made up of both General Special Provisions (GSPs) from various sources,
which may have project-specific fill-ins; and project-specific Special Provisions. Each Provision either
supplements, modifies, or replaces the comparable Standard Specification, or is a new Provision. The
deletion, amendment, alteration, or addition to any subsection or portion of the Standard Specifications
is meant to pertain only to that particular portion of the section, and in no way should it be interpreted
that the balance of the section does not apply.
The project-specific Special Provisions are not labeled as such. The GSPs are labeled under the headers
of each GSP, with the effective date of the GSP and its source, as follows:
(May 18, 2013 APWA GSP)
(April 1, 2013 WSDOT GSP)
(******) Project Specific Special Provision added by City of Renton
Also incorporated into the Contract Documents by reference are:
· Manual on Uniform Traffic Control Devices for Streets and Highways, currently adopted edition, with
Washington State modifications, if any
· Standard Plans for Road, Bridge and Municipal Construction, WSDOT/APWA, current edition
· City of Renton Standard Details, City of Renton Public Works Department, Current Edition
· Public Rights-Of-Way Accessibility Guidelines (PROWAG), current edition
Contractor shall obtain copies of these publications, at Contractor’s own expense.
NE 31st St Bridge Replacement Project SP 4 Special Provisions (Conformed)
TED4003843 2018
DIVISION 1 – GENERAL REQUIREMENTS
DESCRIPTION OF WORK
(March 13, 1995 WSDOT GSP)
This Contract provides for the improvement of NE 31st St Bridge Replacement Project and other work,
all in accordance with the attached Contract Plans, these Contract Provisions, and the Standard
Specifications.
1-01.3 Definitions
(January 4, 2016 APWA GSP)
Delete the heading Completion Dates and the three paragraphs that follow it, and replace them with
the following:
Dates
Bid Opening Date
The date on which the Contracting Agency publicly opens and reads the Bids.
Award Date
The date of the formal decision of the Contracting Agency to accept the lowest responsible and
responsive Bidder for the Work.
Contract Execution Date
The date the Contracting Agency officially binds the Agency to the Contract.
Notice to Proceed Date
The date stated in the Notice to Proceed on which the Contract time begins.
Substantial Completion Date
The day the Engineer determines the Contracting Agency has full and unrestricted use and benefit
of the facilities, both from the operational and safety standpoint, any remaining traffic disruptions
will be rare and brief, and only minor incidental work, replacement of temporary substitute
facilities, plant establishment periods, or correction or repair remains for the Physical Completion
of the total Contract.
Physical Completion Date
The day all of the Work is physically completed on the project. All documentation required by the
Contract and required by law does not necessarily need to be furnished by the Contractor by this
date.
Completion Date
The day all the Work specified in the Contract is completed and all the obligations of the Contractor
under the contract are fulfilled by the Contractor. All documentation required by the Contract and
required by law must be furnished by the Contractor before establishment of this date.
Final Acceptance Date
The date on which the Contracting Agency accepts the Work as complete.
Supplement this Section with the following:
NE 31st St Bridge Replacement Project SP 5 Special Provisions (Conformed)
TED4003843 2018
All references in the Standard Specifications, Amendments, or WSDOT General Special Provisions,
to the terms “State”, “Department of Transportation”, “Washington State Transportation
Commission”, “Commission”, “Secretary of Transportation”, “Secretary”, “Headquarters”, and
“State Treasurer” shall be revised to read “Contracting Agency”.
All references to the terms “State” or “state” shall be revised to read “Contracting Agency” unless
the reference is to an administrative agency of the State of Washington, a State statute or
regulation, or the context reasonably indicates otherwise.
All references to “State Materials Laboratory” shall be revised to read “Contracting Agency
designated location”.
All references to “final contract voucher certification” shall be interpreted to mean the Contracting
Agency form(s) by which final payment is authorized, and final completion and acceptance granted.
Additive
A supplemental unit of work or group of bid items, identified separately in the Bid Proposal, which
may, at the discretion of the Contracting Agency, be awarded in addition to the base bid.
Alternate
One of two or more units of work or groups of bid items, identified separately in the Bid Proposal,
from which the Contracting Agency may make a choice between different methods or material of
construction for performing the same work.
Business Day
A business day is any day from Monday through Friday except holidays as listed in Section 1-08.5.
Contract Bond
The definition in the Standard Specifications for “Contract Bond” applies to whatever bond form(s)
are required by the Contract Documents, which may be a combination of a Payment Bond and a
Performance Bond.
Contract Documents
See definition for “Contract”.
Contract Time
The period of time established by the terms and conditions of the Contract within which the Work
must be physically completed.
Notice of Award
The written notice from the Contracting Agency to the successful Bidder signifying the Contracting
Agency’s acceptance of the Bid Proposal.
Notice to Proceed
The written notice from the Contracting Agency or Engineer to the Contractor authorizing and
directing the Contractor to proceed with the Work and establishing the date on which the Contract
time begins.
NE 31st St Bridge Replacement Project SP 6 Special Provisions (Conformed)
TED4003843 2018
Traffic
Both vehicular and non-vehicular traffic, such as pedestrians, bicyclists, wheelchairs, and equestrian
traffic.
1-02 BID PROCEDURES AND CONDITIONS
1-02.1 Prequalification of Bidders
Delete this Section and replace it with the following:
1-02.1 Qualifications of Bidder
(January 24, 2011 APWA GSP)
Before award of a public works contract, a bidder must meet at least the minimum qualifications of
RCW 39.04.350(1) to be considered a responsible bidder and qualified to be awarded a public works
project.
1-02.2 Plans and Specifications
(June 27, 2011 APWA GSP)
Delete this section and replace it with the following:
Information as to where Bid Documents can be obtained or reviewed can be found in the Call for Bids
(Advertisement for Bids) for the work.
After award of the contract, Plans and specifications will be issued to the Contractor at no cost as
detailed below:
To Prime Contractor No. of Sets Basis of Distribution
Reduced Plans (11" x 17") 5 Furnished automatically upon
award.
Contract Provisions 5 Furnished automatically upon
award.
Large Plans (e.g., 22" x 34") 1 Furnished only upon request.
Additional Plans and Contract Provisions may be obtained by the Contractor from the source stated
in the Call for Bids, at the Contractor’s own expense.
NE 31st St Bridge Replacement Project SP 7 Special Provisions (Conformed)
TED4003843 2018
1-02.4 Examination of Plans, Specifications and Site of Work
1-02.4(1) General
(August 15, 2016 APWA GSP Option B)
The first sentence of the last paragraph is revised to read:
Any prospective Bidder desiring an explanation or interpretation of the Bid Documents, shall request
the explanation or interpretation in writing by close of business, five (5) business days preceding the
bid opening to allow a written reply to reach all prospective Bidders before the submission of their
Bids.
1-02.4(2) Subsurface Information
(March 8, 2013 APWA GSP)
The second sentence in the first paragraph is revised to read:
The Summary of Geotechnical Conditions and the boring logs, if and when included as an appendix
to the Special Provisions, shall be considered as part of the Contract.
1-02.5 Proposal Forms
(July 31, 2017 APWA GSP)
Delete this section and replace it with the following:
The Proposal Form will identify the project and its location and describe the work. It will also list
estimated quantities, units of measurement, the items of work, and the materials to be furnished at
the unit bid prices. The bidder shall complete spaces on the proposal form that call for, but are not
limited to, unit prices; extensions; summations; the total bid amount; signatures; date; and, where
applicable, retail sales taxes and acknowledgment of addenda; the bidder’s name, address, telephone
number, and signature; the bidder’s UDBE/DBE/M/WBE commitment, if applicable; a State of
Washington Contractor’s Registration Number; and a Business License Number, if applicable. Bids
shall be completed by typing or shall be printed in ink by hand, preferably in black ink. The required
certifications are included as part of the Proposal Form.
The Contracting Agency reserves the right to arrange the proposal forms with alternates and
additives, if such be to the advantage of the Contracting Agency. The bidder shall bid on all alternates
and additives set forth in the Proposal Form unless otherwise specified.
1-02.6 Preparation of Proposal
(June 20, 2017 APWA GSP)
Supplement the second paragraph with the following:
4. If a minimum bid amount has been established for any item, the unit or lump sum price must
equal or exceed the minimum amount stated.
NE 31st St Bridge Replacement Project SP 8 Special Provisions (Conformed)
TED4003843 2018
5. Any correction to a bid made by interlineation, alteration, or erasure, shall be initialed by the
signer of the bid.
Delete the fourth paragraph and replace it with the following:
The Bidder shall submit with the Bid a completed Underutilized Disadvantaged Business Enterprise
(UDBE) Utilization Certification, when required by the Special Provisions. For each and every UDBE
firm listed on the Bidder’s completed Underutilized Disadvantaged Business Enterprise Utilization
Certification, the Bidder shall submit written confirmation from that UDBE firm that the UDBE is in
agreement with the UDBE participation commitment that the Bidder has made in the Bidder’s
completed Underutilized Disadvantaged Business Enterprise Utilization Certification. WSDOT Form
422-031U (Underutilized Disadvantaged Business Enterprise Written Confirmation Document) is to
be used for this purpose. Bidder must submit good faith effort documentation with the
Underutilized Disadvantaged Business Enterprise Utilization Certification only in the event the
bidder’s efforts to solicit sufficient UDBE participation have been unsuccessful. Directions for
delivery of the Underutilized Disadvantaged Business Enterprise Written Confirmation Documents
and Underutilized Disadvantaged Business Enterprise Good Faith Effort documentation are included
in Sections 1-02.9
Delete the last paragraph, and replace it with the following:
The Bidder shall make no stipulation on the Bid Form, nor qualify the bid in any manner.
A bid by a corporation shall be executed in the corporate name, by the president or a vice president
(or other corporate officer accompanied by evidence of authority to sign).
A bid by a partnership shall be executed in the partnership name, and signed by a partner. A copy of
the partnership agreement shall be submitted with the Bid Form if any UDBE requirements are to be
satisfied through such an agreement.
A bid by a joint venture shall be executed in the joint venture name and signed by a member of the
joint venture. A copy of the joint venture agreement shall be submitted with the Bid Form if any
UDBE requirements are to be satisfied through such an agreement.
1-02.6(1) Recycled Materials Proposal
(January 4, 2016 APWA GSP)
Section 1-02.6(1) is an added new section:
The Bidder shall submit with the Bid, its proposal for incorporating recycled materials into the
project, using the form provided in the Contract Provisions.
1-02.7 Bid Deposit
(March 8, 2013 APWA GSP)
Supplement this section with the following:
NE 31st St Bridge Replacement Project SP 9 Special Provisions (Conformed)
TED4003843 2018
Bid bonds shall contain the following:
1. Contracting Agency-assigned number for the project;
2. Name of the project;
3. The Contracting Agency named as obligee;
4. The amount of the bid bond stated either as a dollar figure or as a percentage which represents
five percent of the maximum bid amount that could be awarded;
5. Signature of the bidder’s officer empowered to sign official statements. The signature of the
person authorized to submit the bid should agree with the signature on the bond, and the title of
the person must accompany the said signature;
6. The signature of the surety’s officer empowered to sign the bond and the power of attorney.
If so stated in the Contract Provisions, bidder must use the bond form included in the Contract
Provisions.
If so stated in the Contract Provisions, cash will not be accepted for a bid deposit.
1-02.9 Delivery of Proposal
(July 31, 2017 APWA GSP, Option A)
Delete this section and replace it with the following:
Each Proposal shall be submitted in a sealed envelope, with the Project Name and Project Number
as stated in the Call for Bids clearly marked on the outside of the envelope, or as otherwise required
in the Bid Documents, to ensure proper handling and delivery.
If the project has FHWA funding and requires UDBE Written Confirmation Document(s) or Good
Faith Effort (GFE) Documentation, then to be considered responsive, the Bidder shall submit Written
Confirmation Documentation from each UDBE firm listed on the Bidder’s completed UDBE
Utilization Certification, form 272-056U, as required by Section 1-02.6. The UDBE Written
Confirmation Document(s) and/or GFE (if any) shall be received either with the Bid Proposal or as a
Supplement to the Bid. The document(s) shall be received no later than 24 hours (not including
Saturdays, Sundays and Holidays) after the time for delivery of the Bid Proposal.
The Bidder shall submit to the Contracting Agency a signed “Certification of Compliance with Wage
Payment Statutes” document where the Bidder under penalty of perjury verifies that the Bidder is in
compliance with responsible bidder criteria in RCW 39.04.350 subsection (1) (g), as required per
Section 1-02.14. The “Certification of Compliance with Wage Payment Statutes” document shall be
received either with the Bid Proposal or no later than 24 hours (not including Saturdays, Sundays
and Holidays) after the time for delivery of the Bid Proposal.
If submitted after the Bid Proposal is due, the document(s) must be submitted in a sealed envelope
labeled the same as for the Proposal, with “Supplemental Information” added. All other information
NE 31st St Bridge Replacement Project SP 10 Special Provisions (Conformed)
TED4003843 2018
required to be submitted with the Bid Proposal must be submitted with the Bid Proposal itself, at
the time stated in the Call for Bids.
The Contracting Agency will not open or consider any Bid Proposal that is received after the time
specified in the Call for Bids for receipt of Bid Proposals, or received in a location other than that
specified in the Call for Bids. The Contracting Agency will not open or consider any “Supplemental
Information” (UDBE confirmations, GFE documentation, or Certification of Compliance with Wage
Payment Statutes) that is received after the time specified above, or received in a location other
than that specified in the Call for Bids.
1-02.10 Withdrawing, Revising, or Supplementing Proposal
(July 23, 2015 APWA GSP)
Delete this section, and replace it with the following:
After submitting a physical Bid Proposal to the Contracting Agency, the Bidder may withdraw, revise,
or supplement it if:
1. The Bidder submits a written request signed by an authorized person and physically delivers
it to the place designated for receipt of Bid Proposals, and
2. The Contracting Agency receives the request before the time set for receipt of Bid Proposals,
and
3. The revised or supplemented Bid Proposal (if any) is received by the Contracting Agency
before the time set for receipt of Bid Proposals.
If the Bidder’s request to withdraw, revise, or supplement its Bid Proposal is received before the time
set for receipt of Bid Proposals, the Contracting Agency will return the unopened Proposal package to
the Bidder. The Bidder must then submit the revised or supplemented package in its entirety. If the
Bidder does not submit a revised or supplemented package, then its bid shall be considered
withdrawn.
Late revised or supplemented Bid Proposals or late withdrawal requests will be date recorded by the
Contracting Agency and returned unopened. Mailed, e-mailed, or faxed requests to withdraw, revise
or supplement a Bid Proposal are not acceptable.
1-02.13 Irregular Proposals
(June 20, 2017 APWA GSP)
Delete this section and replace it with the following:
1. A Proposal will be considered irregular and will be rejected if:
a. The Bidder is not prequalified when so required;
b. The authorized Proposal form furnished by the Contracting Agency is not used or is
altered;
NE 31st St Bridge Replacement Project SP 11 Special Provisions (Conformed)
TED4003843 2018
c. The completed Proposal form contains any unauthorized additions, deletions, alternate
Bids, or conditions;
d. The Bidder adds provisions reserving the right to reject or accept the award, or enter
into the Contract;
e. A price per unit cannot be determined from the Bid Proposal;
f. The Proposal form is not properly executed;
g. The Bidder fails to submit or properly complete a Subcontractor list, if applicable, as
required in Section 1-02.6;
h. The Bidder fails to submit or properly complete an Underutilized Disadvantaged
Business Enterprise Certification, if applicable, as required in Section 1-02.6;
i. The Bidder fails to submit written confirmation from each UDBE firm listed on the
Bidder’s completed UDBE Utilization Certification that they are in agreement with the
bidder’s UDBE participation commitment, if applicable, as required in Section 1-02.6, or if
the written confirmation that is submitted fails to meet the requirements of the Special
Provisions;
j The Bidder fails to submit UDBE Good Faith Effort documentation, if applicable, as
required in Section 1-02.6, or if the documentation that is submitted fails to demonstrate
that a Good Faith Effort to meet the Condition of Award was made;
k. The Bid Proposal does not constitute a definite and unqualified offer to meet the
material terms of the Bid invitation; or
l. More than one Proposal is submitted for the same project from a Bidder under the
same or different names.
2. A Proposal may be considered irregular and may be rejected if:
a. The Proposal does not include a unit price for every Bid item;
b. Any of the unit prices are excessively unbalanced (either above or below the amount of
a reasonable Bid) to the potential detriment of the Contracting Agency;
c. Receipt of Addenda is not acknowledged;
d. A member of a joint venture or partnership and the joint venture or partnership submit
Proposals for the same project (in such an instance, both Bids may be rejected); or
e. If Proposal form entries are not made in ink.
NE 31st St Bridge Replacement Project SP 12 Special Provisions (Conformed)
TED4003843 2018
1-02.14 Disqualification of Bidders
(July 31, 2017 APWA GSP, Option B)
Delete this Section and replace it with the following:
A Bidder will be deemed not responsible if the Bidder does not meet the mandatory bidder
responsibility criteria in RCW 39.04.350(1), as amended; or does not meet Supplemental Criteria
1-7 listed in this Section.
The Contracting Agency will verify that the Bidder meets the mandatory bidder responsibility
criteria in RCW 39.04.350(1), and Supplemental Criteria 1-2. Evidence that the Bidder meets
Supplemental Criteria 3-7 shall be provided by the Bidder as stated later in this Section.
In addition, the Bidder shall submit to the Contracting Agency a signed “Certification of
Compliance with Wage Payment Statutes” document where the Bidder under penalty of perjury
verifies that the Bidder is in compliance with responsible bidder criteria in RCW 39.04.350
subsection (1)(g). A form appropriate for “Certification of Compliance with Wage Payment
Statutes” will be provided by the Contracting Agency in the Bid Documents. The form provided in
the Bid Documents shall be submitted with the Bid as stated in Section 1-02.9.
1. Delinquent State Taxes
A. Criterion: The Bidder shall not owe delinquent taxes to the Washington State
Department of Revenue without a payment plan approved by the Department of
Revenue.
B. Documentation: The Bidder shall not be listed on the Washington State Department of
Revenue’s “Delinquent Taxpayer List” website:
http://dor.wa.gov/content/fileandpaytaxes/latefiling/dtlwest.aspx , or if they are so
listed, they must submit a written payment plan approved by the Department of
Revenue, to the Contracting Agency by the deadline listed below.
2. Federal Debarment
A. Criterion: The Bidder shall not currently be debarred or suspended by the Federal
government.
B. Documentation: The Bidder shall not be listed as having an “active exclusion” on the U.S.
government’s “System for Award Management” database (www.sam.gov).
3. Subcontractor Responsibility
A. Criterion: The Bidder’s standard subcontract form shall include the subcontractor
responsibility language required by RCW 39.06.020, and the Bidder shall have an
established procedure which it utilizes to validate the responsibility of each of its
subcontractors. The Bidder’s subcontract form shall also include a requirement that
each of its subcontractors shall have and document a similar procedure to determine
NE 31st St Bridge Replacement Project SP 13 Special Provisions (Conformed)
TED4003843 2018
whether the sub-tier subcontractors with whom it contracts are also “responsible”
subcontractors as defined by RCW 39.06.020.
B. Documentation: The Bidder, if and when required as detailed below, shall submit a copy
of its standard subcontract form for review by the Contracting Agency, and a written
description of its procedure for validating the responsibility of subcontractors with
which it contracts.
4. Claims Against Retainage and Bonds
A. Criterion: The Bidder shall not have a record of excessive claims filed against the
retainage or payment bonds for public works projects in the three years prior to the bid
submittal date, that demonstrate a lack of effective management by the Bidder of
making timely and appropriate payments to its subcontractors, suppliers, and workers,
unless there are extenuating circumstances and such circumstances are deemed
acceptable to the Contracting Agency.
B. Documentation: The Bidder, if and when required as detailed below, shall submit a list
of the public works projects completed in the three years prior to the bid submittal date
that have had claims against retainage and bonds and include for each project the
following information:
• Name of project
• The owner and contact information for the owner;
• A list of claims filed against the retainage and/or payment bond for any of the
projects listed;
• A written explanation of the circumstances surrounding each claim and the ultimate
resolution of the claim.
5. Public Bidding Crime
A. Criterion: The Bidder and/or its owners shall not have been convicted of a crime
involving bidding on a public works contract in the five years prior to the bid submittal
date.
B. Documentation: The Bidder, if and when required as detailed below, shall sign a
statement (on a form to be provided by the Contracting Agency) that the Bidder and/or
its owners have not been convicted of a crime involving bidding on a public works
contract.
6. Termination for Cause / Termination for Default
A Criterion: The Bidder shall not have had any public works contract terminated for cause
or terminated for default by a government agency in the five years prior to the bid
submittal date, unless there are extenuating circumstances and such circumstances are
deemed acceptable to the Contracting Agency.
B. Documentation: The Bidder, if and when required as detailed below, shall sign a
statement (on a form to be provided by the Contracting Agency) that the Bidder has not
NE 31st St Bridge Replacement Project SP 14 Special Provisions (Conformed)
TED4003843 2018
had any public works contract terminated for cause or terminated for default by a
government agency in the five years prior to the bid submittal date; or if Bidder was
terminated, describe the circumstances.
7. Lawsuits
A Criterion: The Bidder shall not have lawsuits with judgments entered against the Bidder
in the five years prior to the bid submittal date that demonstrate a pattern of failing to
meet the terms of contracts, unless there are extenuating circumstances and such
circumstances are deemed acceptable to the Contracting Agency
B. Documentation: The Bidder, if and when required as detailed below, shall sign a
statement (on a form to be provided by the Contracting Agency) that the Bidder has not
had any lawsuits with judgments entered against the Bidder in the five years prior to the
bid submittal date that demonstrate a pattern of failing to meet the terms of contracts,
or shall submit a list of all lawsuits with judgments entered against the Bidder in the five
years prior to the bid submittal date, along with a written explanation of the
circumstances surrounding each such lawsuit. The Contracting Agency shall evaluate
these explanations to determine whether the lawsuits demonstrate a pattern of failing
to meet of terms of construction related contracts
As evidence that the Bidder meets Supplemental Criteria 3-7 stated above, the apparent low
Bidder must submit to the Contracting Agency by 12:00 P.M. (noon) of the second business day
following the bid submittal deadline, a written statement verifying that the Bidder meets
supplemental criteria 3-7 together with supporting documentation (sufficient in the sole judgment
of the Contracting Agency) demonstrating compliance with Supplemental Criteria 3-7. The
Contracting Agency reserves the right to request further documentation as needed from the low
Bidder and documentation from other Bidders as well to assess Bidder responsibility and
compliance with all bidder responsibility criteria. The Contracting Agency also reserves the right
to obtain information from third-parties and independent sources of information concerning a
Bidder’s compliance with the mandatory and supplemental criteria, and to use that information in
their evaluation. The Contracting Agency may consider mitigating factors in determining whether
the Bidder complies with the requirements of the supplemental criteria.
The basis for evaluation of Bidder compliance with these mandatory and supplemental criteria
shall include any documents or facts obtained by Contracting Agency (whether from the Bidder or
third parties) including but not limited to: (i) financial, historical, or operational data from the
Bidder; (ii) information obtained directly by the Contracting Agency from others for whom the
Bidder has worked, or other public agencies or private enterprises; and (iii) any additional
information obtained by the Contracting Agency which is believed to be relevant to the matter.
If the Contracting Agency determines the Bidder does not meet the bidder responsibility criteria
above and is therefore not a responsible Bidder, the Contracting Agency shall notify the Bidder in
writing, with the reasons for its determination. If the Bidder disagrees with this determination, it
may appeal the determination within two (2) business days of the Contracting Agency’s
determination by presenting its appeal and any additional information to the Contracting Agency.
The Contracting Agency will consider the appeal and any additional information before issuing its
final determination. If the final determination affirms that the Bidder is not responsible, the
NE 31st St Bridge Replacement Project SP 15 Special Provisions (Conformed)
TED4003843 2018
Contracting Agency will not execute a contract with any other Bidder until at least two business
days after the Bidder determined to be not responsible has received the Contracting Agency’s
final determination.
Request to Change Supplemental Bidder Responsibility Criteria Prior To Bid: Bidders with concerns
about the relevancy or restrictiveness of the Supplemental Bidder Responsibility Criteria may
make or submit requests to the Contracting Agency to modify the criteria. Such requests shall be
in writing, describe the nature of the concerns, and propose specific modifications to the criteria.
Bidders shall submit such requests to the Contracting Agency no later than five (5) business days
prior to the bid submittal deadline and address the request to the Project Engineer or such other
person designated by the Contracting Agency in the Bid Documents.
1-02.15 Pre Award Information
(August 14, 2013 APWA GSP)
Revise this section to read:
Before awarding any contract, the Contracting Agency may require one or more of these items or
actions of the apparent lowest responsible bidder:
1. A complete statement of the origin, composition, and manufacture of any or all materials to
be used,
2. Samples of these materials for quality and fitness tests,
3. A progress schedule (in a form the Contracting Agency requires) showing the order of and
time required for the various phases of the work,
4. A breakdown of costs assigned to any bid item,
5. Attendance at a conference with the Engineer or representatives of the Engineer,
6. Obtain, and furnish a copy of, a business license to do business in the city or county where
the work is located.
7. Any other information or action taken that is deemed necessary to ensure that the bidder is
the lowest responsible bidder.
1-03 AWARD AND EXECUTION OF CONTRACT
1-03.1 Consideration of Bids
(January 23, 2006 APWA GSP)
Revise the first paragraph to read:
After opening and reading proposals, the Contracting Agency will check them for correctness of
extensions of the prices per unit and the total price. If a discrepancy exists between the price per unit
and the extended amount of any bid item, the price per unit will control. If a minimum bid amount
NE 31st St Bridge Replacement Project SP 16 Special Provisions (Conformed)
TED4003843 2018
has been established for any item and the bidder’s unit or lump sum price is less than the minimum
specified amount, the Contracting Agency will unilaterally revise the unit or lump sum price, to the
minimum specified amount and recalculate the extension. The total of extensions, corrected where
necessary, including sales taxes where applicable and such additives and/or alternates as selected by
the Contracting Agency, will be used by the Contracting Agency for award purposes and to fix the
Awarded Contract Price amount and the amount of the contract bond.
1-03.1(1) Identical Bid Totals
(January 4, 2016 APWA GSP)
Revise this section to read:
After opening Bids, if two or more lowest responsive Bid totals are exactly equal, then the tie-breaker
will be the Bidder with an equal lowest bid, that proposed to use the highest percentage of recycled
materials in the Project, per the form submitted with the Bid Proposal. If those percentages are also
exactly equal, then the tie-breaker will be determined by drawing as follows: Two or more slips of
paper will be marked as follows: one marked “Winner” and the other(s) marked “unsuccessful”. The
slips will be folded to make the marking unseen. The slips will be placed inside a box. One authorized
representative from each Bidder shall draw a slip from the box. Bidders shall draw in alphabetic order
by the name of the firm as registered with the Washington State Department of Licensing. The slips
shall be unfolded and the firm with the slip marked “Winner” will be determined to be the successful
Bidder and eligible for Award of the Contract. Only those Bidders who submitted a Bid total that is
exactly equal to the lowest responsive Bid, and with a proposed recycled materials percentage that is
exactly equal to the highest proposed recycled materials amount, are eligible to draw.
1-03.3 Execution of Contract
(October 1, 2005 APWA GSP)
Revise this section to read:
Copies of the Contract Provisions, including the unsigned Form of Contract, will be available for
signature by the successful bidder on the first business day following award. The number of copies to
be executed by the Contractor will be determined by the Contracting Agency.
Within ten (10) calendar days after the award date, the successful bidder shall return the signed
Contracting Agency-prepared contract, an insurance certification as required by Section 1-07.18, and
a satisfactory bond as required by law and Section 1-03.4. Before execution of the contract by the
Contracting Agency, the successful bidder shall provide any pre-award information the Contracting
Agency may require under Section 1-02.15.
Until the Contracting Agency executes a contract, no proposal shall bind the Contracting Agency nor
shall any work begin within the project limits or within Contracting Agency-furnished sites. The
Contractor shall bear all risks for any work begun outside such areas and for any materials ordered
before the contract is executed by the Contracting Agency.
If the bidder experiences circumstances beyond their control that prevents return of the contract
documents within the calendar days after the award date stated above, the Contracting Agency may
NE 31st St Bridge Replacement Project SP 17 Special Provisions (Conformed)
TED4003843 2018
grant up to a maximum of zero (0) additional calendar days for return of the documents, provided the
Contracting Agency deems the circumstances warrant it.
1-03.4 Contract Bond
(July 23, 2015 APWA GSP)
Delete the first paragraph and replace it with the following:
The successful bidder shall provide an executed payment and performance bond(s) for the full
contract amount. The bond may be combined payment and performance bond; or be separate
payment and performance bonds. In the case of separate payment and performance bonds, each shall
be for the full contract amount. The bond(s) shall:
1. Be on a Contracting Agency-furnished form;
2. Be signed by an approved surety (or sureties) that:
a. Is registered with the Washington State Insurance Commissioner, and
b. Appears on the current Authorized Insurance List in the State of Washington published
by the Office of the Insurance Commissioner,
3. Guarantee that the Contractor will perform and comply with all obligations, duties, and
conditions under the Contract, including but not limited to the duty and obligation to
indemnify, defend, and protect the Contracting Agency against all losses and claims related
directly or indirectly from any failure:
a. Of the Contractor (or any of the employees, subcontractors, or lower tier subcontractors
of the Contractor) to faithfully perform and comply with all contact obligations,
conditions, and duties, or
b. Of the Contractor (or the subcontractors or lower tier subcontractors of the Contractor)
to pay all laborers, mechanics, subcontractors, lower tier subcontractors, material person,
or any other person who provides supplies or provisions for carrying out the work;
4. Be conditioned upon the payment of taxes, increases, and penalties incurred on the project
under titles 50, 51, and 82 RCW; and
5. Be accompanied by a power of attorney for the Surety’s officer empowered to sign the bond;
and
6. Be signed by an officer of the Contractor empowered to sign official statements (sole
proprietor or partner). If the Contractor is a corporation, the bond(s) must be signed by the
president or vice-president, unless accompanied by written proof of the authority of the
individual signing the bond(s) to bind the corporation (i.e., corporate resolution, power of
attorney, or a letter to such effect signed by the president or vice-president).
NE 31st St Bridge Replacement Project SP 18 Special Provisions (Conformed)
TED4003843 2018
1-03.7 Judicial Review
(July 23, 2015 APWA GSP)
Revise this section to read:
Any decision made by the Contracting Agency regarding the Award and execution of the Contract or
Bid rejection shall be conclusive subject to the scope of judicial review permitted under Washington
Law. Such review, if any, shall be timely filed in the Superior Court of the county where the Contracting
Agency headquarters is located, provided that where an action is asserted against a county, RCW
36.01.05 shall control venue and jurisdiction.
1-04 SCOPE OF WORK
1-04.2 Coordination of Contract Documents, Plans, Special Provisions, Specifications and Addenda
(March 13, 2012 APWA GSP)
Revise the second paragraph to read:
Any inconsistency in the parts of the contract shall be resolved by following this order of precedence
(e.g., 1 presiding over 2, 2 over 3, 3 over 4, and so forth):
1. Addenda,
2. Proposal Form,
3. Special Provisions,
4. Contract Plans,
5. Amendments to the Standard Specifications,
6. Standard Specifications,
7. Contracting Agency’s Standard Plans or Details (if any), and
8. WSDOT Standard Plans for Road, Bridge, and Municipal Construction.
1-05 CONTROL OF WORK
1-05.4 Conformity With and Deviation from Plans and Stakes
Section 1-05.4 is supplemented with the following:
Bridge and Structure Surveys
(July 23, 2015 APWA GSP, Option 2)
For all structural work such as bridges and retaining walls, the Contractor shall retain as a part of
Contractor’s organization an experienced team of surveyors.
The Contractor shall provide all surveys required to complete the structure, except the following
primary survey control which will be provided by the Engineer.
1. Centerline or offsets to centerline of the structure.
2. Stations of abutments and pier centerlines.
NE 31st St Bridge Replacement Project SP 19 Special Provisions (Conformed)
TED4003843 2018
3. A sufficient number of bench marks for levels to enable the Contractor to set grades and
reasonably short distances.
4. Monuments and control points as shown in the Plans.
The Contractor shall establish all secondary survey controls, both horizontal and vertical, as necessary
to assure proper placement of all project elements based on the primary control points provided by
the Engineer. Survey work shall be within the following tolerances:
Stationing ±.01 foot
Alignment ±.01 foot (between successive points)
Superstructure Elevations ±.01 foot (from plan elevations)
Substructure Elevations ±.05 foot (from plan elevations)
During the progress of the work, the Contractor shall make available to the Engineer all field books
including survey information, footing elevations, cross sections and quantities.
The Contractor shall be fully responsible for the close coordination of field locations and
measurements with appropriate dimensions of structural members being fabricated.
Contractor Surveying - Structure
(August 7, 2017 WSDOT GSP)
Copies of the Contracting Agency provided primary survey control data are available for the bidder's
inspection at the office of the Engineer.
The Contractor shall be responsible for setting, maintaining, and resetting all alignment stakes, slope
stakes, and grades necessary for the construction of bridges, noise walls, and retaining walls. Except
for the survey control data to be furnished by the Contracting Agency, calculations, surveying, and
measuring required for setting and maintaining the necessary lines and grades shall be the
Contractor's responsibility.
The Contractor shall inform the Engineer when monuments are discovered that were not identified
in the Plans and construction activity may disturb or damage the monuments. All monuments noted
on the plans “DO NOT DISTURB” shall be protected throughout the length of the project or be replaced
at the Contractors expense.
Detailed survey records shall be maintained, including a description of the work performed on each
shift, the methods utilized, and the control points used. The record shall be adequate to allow the
survey to be reproduced. A copy of each day's record shall be provided to the Engineer within three
working days after the end of the shift.
The meaning of words and terms used in this provision shall be as listed in "Definitions of Surveying
and Associated Terms" current edition, published by the American Congress on Surveying and
Mapping and the American Society of Civil Engineers.
The survey work by the Contractor shall include but not be limited to the following:
NE 31st St Bridge Replacement Project SP 20 Special Provisions (Conformed)
TED4003843 2018
1. Verify the primary horizontal and vertical control furnished by the Contracting Agency, and
expand into secondary control by adding stakes and hubs as well as additional survey
control needed for the project. Provide descriptions of secondary control to the Contracting
Agency. The description shall include coordinates and elevations of all secondary control
points.
2. Establish, by placing hubs and/or marked stakes, the location with offsets of foundation
shafts and piles.
3. Establish offsets to footing centerline of bearing for structure excavation.
4. Establish offsets to footing centerline of bearing for footing forms.
5. Establish wing wall, retaining wall, and noise wall horizontal alignment.
6. Establish retaining wall top of wall profile grade.
7. Establish elevation benchmarks for all substructure formwork.
8. Check elevations at top of footing concrete line inside footing formwork immediately prior
to concrete placement.
9. Check column location and pier centerline of bearing at top of footing immediately prior to
concrete placement.
10. Establish location and plumbness of column forms, and monitor column plumbness during
concrete placement.
11. Establish pier cap and crossbeam top and bottom elevations and centerline of bearing.
12. Check pier cap and crossbeam top and bottom elevations and centerline of bearing prior to
and during concrete placement.
13. Establish grout pad locations and elevations.
14. Establish structure bearing locations and elevations, including locations of anchor bolt
assemblies.
15. Establish box girder bottom slab grades and locations.
16. Establish girder and/or web wall profiles and locations.
17. Establish diaphragm locations and centerline of bearing.
18. Establish roadway slab alignment, grades and provide dimensions from top of girder to top
of roadway slab. Set elevations for deck paving machine rails.
19. Establish traffic barrier and curb profile.
NE 31st St Bridge Replacement Project SP 21 Special Provisions (Conformed)
TED4003843 2018
20. Profile all girders prior to the placement of any deadload or construction live load that may
affect the girder's profile.
The Contractor shall provide the Contracting Agency copies of any calculations and staking data when
requested by the Engineer.
To facilitate the establishment of these lines and elevations, the Contracting Agency will provide the
Contractor with the following primary survey and control information:
1. Descriptions of two primary control points used for the horizontal and vertical control.
Primary control points will be described by reference to the project alignment and the
coordinate system and elevation datum utilized by the project. In addition, the Contracting
Agency will supply horizontal coordinates for the beginning and ending points and for each
Point of Intersection (PI) on each alignment included in the project.
2. Horizontal coordinates for the centerline of each bridge pier.
3. Computed elevations at top of bridge roadway decks at one-tenth points along centerline
of each girder web. All form grades and other working grades shall be calculated by the
Contractor.
The Contractor shall give the Contracting Agency three weeks notification to allow adequate time to
provide the data outlined in Items 2 and 3 above. The Contractor shall ensure a surveying accuracy
within the following tolerances:
Vertical Horizontal
1. Stationing on structures ±0.02 feet
2. Alignment on structures ±0.02 feet
3. Superstructure elevations ±0.01 feet
variation from
plan elevation
4. Substructure ±0.02 feet
variation from
Plan grades.
The Contracting Agency may spot-check the Contractor's surveying. These spot-checks will not
change the requirements for normal checking by the Contractor.
When staking the following items, the Contractor shall perform independent checks from different
secondary control to ensure that the points staked for these items are within the specified survey
accuracy tolerances:
Piles
Shafts
NE 31st St Bridge Replacement Project SP 22 Special Provisions (Conformed)
TED4003843 2018
Footings
Columns
The Contractor shall calculate coordinates for the points associated with piles, shafts, footings and
columns. The Contracting Agency will verify these coordinates prior to issuing approval to the
Contractor for commencing with the survey work. The Contracting Agency will require up to seven
calendar days from the date the data is received to issuing approval.
Contract work to be performed using contractor-provided stakes shall not begin until the stakes are
approved by the Contracting Agency. Such approval shall not relieve the Contractor of responsibility
for the accuracy of the stakes.
Payment
Payment will be made for the following bid item when included in the proposal:
"Structure Surveying", lump sum.
The lump sum contract price for "Structure Surveying" shall be full pay for all labor, equipment,
materials, and supervision utilized to perform the Work specified, including any resurveying,
checking, correction of errors, replacement of missing or damaged stakes, and coordination efforts.
1-05.7 Removal of Defective and Unauthorized Work
(October 1, 2005 APWA GSP)
Supplement this section with the following:
If the Contractor fails to remedy defective or unauthorized work within the time specified in a written
notice from the Engineer, or fails to perform any part of the work required by the Contract
Documents, the Engineer may correct and remedy such work as may be identified in the written
notice, with Contracting Agency forces or by such other means as the Contracting Agency may deem
necessary.
If the Contractor fails to comply with a written order to remedy what the Engineer determines to be
an emergency situation, the Engineer may have the defective and unauthorized work corrected
immediately, have the rejected work removed and replaced, or have work the Contractor refuses to
perform completed by using Contracting Agency or other forces. An emergency situation is any
situation when, in the opinion of the Engineer, a delay in its remedy could be potentially unsafe, or
might cause serious risk of loss or damage to the public.
Direct or indirect costs incurred by the Contracting Agency attributable to correcting and remedying
defective or unauthorized work, or work the Contractor failed or refused to perform, shall be paid by
the Contractor. Payment will be deducted by the Engineer from monies due, or to become due, the
Contractor. Such direct and indirect costs shall include in particular, but without limitation,
compensation for additional professional services required, and costs for repair and replacement of
NE 31st St Bridge Replacement Project SP 23 Special Provisions (Conformed)
TED4003843 2018
work of others destroyed or damaged by correction, removal, or replacement of the Contractor’s
unauthorized work.
No adjustment in contract time or compensation will be allowed because of the delay in the
performance of the work attributable to the exercise of the Contracting Agency’s rights provided by
this Section.
The rights exercised under the provisions of this section shall not diminish the Contracting Agency’s
right to pursue any other avenue for additional remedy or damages with respect to the Contractor’s
failure to perform the work as required.
1-05.11 Final Inspection
Delete this section and replace it with the following:
1-05.11 Final Inspections and Operational Testing
(October 1, 2005 APWA GSP)
1-05.11(1) Substantial Completion Date
When the Contractor considers the work to be substantially complete, the Contractor shall so notify
the Engineer and request the Engineer establish the Substantial Completion Date. The Contractor’s
request shall list the specific items of work that remain to be completed in order to reach physical
completion. The Engineer will schedule an inspection of the work with the Contractor to determine
the status of completion. The Engineer may also establish the Substantial Completion Date
unilaterally.
If, after this inspection, the Engineer concurs with the Contractor that the work is substantially
complete and ready for its intended use, the Engineer, by written notice to the Contractor, will set
the Substantial Completion Date. If, after this inspection the Engineer does not consider the work
substantially complete and ready for its intended use, the Engineer will, by written notice, so notify
the Contractor giving the reasons therefore.
Upon receipt of written notice concurring in or denying substantial completion, whichever is
applicable, the Contractor shall pursue vigorously, diligently and without unauthorized interruption,
the work necessary to reach Substantial and Physical Completion. The Contractor shall provide the
Engineer with a revised schedule indicating when the Contractor expects to reach substantial and
physical completion of the work.
The above process shall be repeated until the Engineer establishes the Substantial Completion Date
and the Contractor considers the work physically complete and ready for final inspection.
1-05.11(2) Final Inspection and Physical Completion Date
When the Contractor considers the work physically complete and ready for final inspection, the
Contractor by written notice, shall request the Engineer to schedule a final inspection. The Engineer
will set a date for final inspection. The Engineer and the Contractor will then make a final inspection
and the Engineer will notify the Contractor in writing of all particulars in which the final inspection
reveals the work incomplete or unacceptable. The Contractor shall immediately take such corrective
NE 31st St Bridge Replacement Project SP 24 Special Provisions (Conformed)
TED4003843 2018
measures as are necessary to remedy the listed deficiencies. Corrective work shall be pursued
vigorously, diligently, and without interruption until physical completion of the listed deficiencies. This
process will continue until the Engineer is satisfied the listed deficiencies have been corrected.
If action to correct the listed deficiencies is not initiated within 7 days after receipt of the written
notice listing the deficiencies, the Engineer may, upon written notice to the Contractor, take whatever
steps are necessary to correct those deficiencies pursuant to Section 1-05.7.
The Contractor will not be allowed an extension of contract time because of a delay in the
performance of the work attributable to the exercise of the Engineer’s right hereunder.
Upon correction of all deficiencies, the Engineer will notify the Contractor and the Contracting Agency,
in writing, of the date upon which the work was considered physically complete. That date shall
constitute the Physical Completion Date of the contract, but shall not imply acceptance of the work
or that all the obligations of the Contractor under the contract have been fulfilled.
1-05.11(3) Operational Testing
It is the intent of the Contracting Agency to have at the Physical Completion Date a complete and
operable system. Therefore when the work involves the installation of machinery or other mechanical
equipment; street lighting, electrical distribution or signal systems; irrigation systems; buildings; or
other similar work it may be desirable for the Engineer to have the Contractor operate and test the
work for a period of time after final inspection but prior to the physical completion date. Whenever
items of work are listed in the Contract Provisions for operational testing they shall be fully tested
under operating conditions for the time period specified to ensure their acceptability prior to the
Physical Completion Date. During and following the test period, the Contractor shall correct any items
of workmanship, materials, or equipment which prove faulty, or that are not in first class operating
condition. Equipment, electrical controls, meters, or other devices and equipment to be tested during
this period shall be tested under the observation of the Engineer, so that the Engineer may determine
their suitability for the purpose for which they were installed. The Physical Completion Date cannot
be established until testing and corrections have been completed to the satisfaction of the Engineer.
The costs for power, gas, labor, material, supplies, and everything else needed to successfully
complete operational testing, shall be included in the unit contract prices related to the system being
tested, unless specifically set forth otherwise in the proposal.
Operational and test periods, when required by the Engineer, shall not affect a manufacturer’s
guaranties or warranties furnished under the terms of the contract.
1-05.13 Superintendents, Labor and Equipment of Contractor
(August 14, 2013 APWA GSP)
Delete the sixth and seventh paragraphs of this section.
1-05.15 Method of Serving Notices
(March 25, 2009 APWA GSP)
Revise the second paragraph to read:
NE 31st St Bridge Replacement Project SP 25 Special Provisions (Conformed)
TED4003843 2018
All correspondence from the Contractor shall be directed to the Project Engineer. All correspondence
from the Contractor constituting any notification, notice of protest, notice of dispute, or other
correspondence constituting notification required to be furnished under the Contract, must be in
paper format, hand delivered or sent via mail delivery service to the Project Engineer's office.
Electronic copies such as e-mails or electronically delivered copies of correspondence will not
constitute such notice and will not comply with the requirements of the Contract.
1-05.16 Water and Power
(October 1, 2005 APWA GSP)
Section 1-05.16 is an added new section:
The Contractor shall make necessary arrangements, and shall bear the costs for power and water
necessary for the performance of the work, unless the contract includes power and water as a pay
item.
1-05.18 Record Drawings
(March 8, 2013, APWA GSP)
Section 1-05.18 is an added new section:
The Contractor shall maintain one set of full size plans for Record Drawings, updated with clear and
accurate red-lined field revisions on a daily basis, and within 2 business days after receipt of
information that a change in Work has occurred. The Contractor shall not conceal any work until the
required information is recorded.
This Record Drawing set shall be used for this purpose alone, shall be kept separate from other Plan
sheets, and shall be clearly marked as Record Drawings. These Record Drawings shall be kept on site
at the Contractor’s field office, and shall be available for review by the Contracting Agency at all times.
The Contractor shall bring the Record Drawings to each progress meeting for review.
The preparation and upkeep of the Record Drawings is to be the assigned responsibility of a single,
experienced, and qualified individual. The quality of the Record Drawings, in terms of accuracy, clarity,
and completeness, is to be adequate to allow the Contracting Agency to modify the computer-aided
drafting (CAD) Contract Drawings to produce a complete set of Record Drawings for the Contracting
Agency without further investigative effort by the Contracting Agency.
The Record Drawing markups shall document all changes in the Work, both concealed and visible.
Items that must be shown on the markups include but are not limited to:
· Actual dimensions, arrangement, and materials used when different than shown in the Plans.
· Changes made by Change Order or Field Order.
· Changes made by the Contractor.
· Accurate locations of storm sewer, sanitary sewer, water mains and other water appurtenances,
structures, conduits, light standards, vaults, width of roadways, sidewalks, landscaping areas,
NE 31st St Bridge Replacement Project SP 26 Special Provisions (Conformed)
TED4003843 2018
building footprints, channelization and pavement markings, etc. Include pipe invert elevations,
top of castings (manholes, inlets, etc.)
If the Contract calls for the Contracting Agency to do all surveying and staking, the Contracting Agency
will provide the elevations at the tolerances the Contracting Agency requires for the Record Drawings.
When the Contract calls for the Contractor to do the surveying/staking, the applicable tolerance limits
include, but are not limited to the following:
Vertical Horizontal
As-built sanitary & storm invert and
grate elevations ± 0.01 foot ± 0.01 foot
As-built monumentation ± 0.001 foot ± 0.001 foot
As-built waterlines, inverts, valves,
hydrants ± 0.10 foot ± 0.10 foot
As-built ponds/swales/water features ± 0.10 foot ± 0.10 foot
As-built buildings (fin. Floor elev.) ± 0.01 foot ± 0.10 foot
As-built gas lines, power, TV, Tel, Com ± 0.10 foot ± 0.10 foot
As-built signs, signals, etc. N/A ± 0.10 foot
Making Entries on the Record Drawings:
· Use erasable colored pencil (not ink) for all markings on the Record Drawings, conforming to the
following color code:
· Additions – Red
· Deletions – Green
· Comments – Blue
· Dimensions – Graphite
· Provide the applicable reference for all entries, such as the change order number, the request for
information (RFI) number, or the approved shop drawing number.
· Date all entries.
· Clearly identify all items in the entry with notes similar to those in the Contract Drawings (such as
pipe symbols, centerline elevations, materials, pipe joint abbreviations, etc.).
NE 31st St Bridge Replacement Project SP 27 Special Provisions (Conformed)
TED4003843 2018
The Contractor shall certify on the Record Drawings that said drawings are an accurate depiction of
built conditions, and in conformance with the requirements detailed above. The Contractor shall
submit final Record Drawings to the Contracting Agency. Contracting Agency acceptance of the
Record Drawings is one of the requirements for achieving Physical Completion.
Payment
Payment will be made for the following bid item:
"Record Drawings", lump sum
Payment for this item will be made on a prorated monthly basis for work completed in accordance
with this section up to %75 of the lump sum bid. The final 25% of the lump sum item will be paid upon
submittal and approval of the completed Record Drawing set prepared in conformance with these
Special Provisions.
A minimum bid amount has been entered into the Bid Proposal for this item. The Contract must bid
at least that amount.
1-06 CONTROL OF MATERIAL
Section 1-06 is supplemented with the following:
Buy America
(August 6, 2012 WSDOT GSP)
In accordance with Buy America requirements contained in 23 CFR 635.410, the major quantities of
steel and iron construction material that is permanently incorporated into the project shall consist of
American-made materials only. Buy America does not apply to temporary steel items, e.g., temporary
sheet piling, temporary bridges, steel scaffolding and falsework.
Minor amounts of foreign steel and iron may be utilized in this project provided the cost of the foreign
material used does not exceed one-tenth of one percent of the total contract cost or $2,500.00,
whichever is greater.
American-made material is defined as material having all manufacturing processes occurring
domestically. To further define the coverage, a domestic product is a manufactured steel material
that was produced in one of the 50 States, the District of Columbia, Puerto Rico, or in the territories
and possessions of the United States.
If domestically produced steel billets or iron ingots are exported outside of the area of coverage, as
defined above, for any manufacturing process then the resulting product does not conform to the Buy
America requirements. Additionally, products manufactured domestically from foreign source steel
billets or iron ingots do not conform to the Buy America requirements because the initial melting and
mixing of alloys to create the material occurred in a foreign country.
Manufacturing begins with the initial melting and mixing, and continues through the coating stage.
Any process which modifies the chemical content, the physical size or shape, or the final finish is
considered a manufacturing process. The processes include rolling, extruding, machining, bending,
NE 31st St Bridge Replacement Project SP 28 Special Provisions (Conformed)
TED4003843 2018
grinding, drilling, welding, and coating. The action of applying a coating to steel or iron is deemed a
manufacturing process. Coating includes epoxy coating, galvanizing, aluminizing, painting, and any
other coating that protects or enhances the value of steel or iron. Any process from the original
reduction from ore to the finished product constitutes a manufacturing process for iron.
Due to a national waiver, Buy America does not apply to raw materials (iron ore and alloys), scrap
(recycled steel or iron), and pig iron or processed, pelletized, and reduced iron ore.
The following are considered to be steel manufacturing processes:
1. Production of steel by any of the following processes:
a. Open hearth furnace.
b. Basic Oxygen.
c. Electric furnace.
d. Direct reduction.
2. Rolling, heat treating, and any other similar processing.
3. Fabrication of the products.
a. Spinning wire into cable or strand.
b. Corrugating and rolling into culverts.
c. Shop fabrication.
A certification of materials original will be required for any items comprised of, or containing, steel or
iron construction materials prior to such items being incorporated into the permanent work. The
certification shall be on DOT Form 350-109EF provided by the Engineer, or such other form the
Contractor chooses, provided it contains the same information as DOR Form 350-109EF.
(August 6, 2012)
The following items of work containing steel or iron construction materials are considered to be
temporary and are excluded from the Buy America requirements contained in 23 CFR 635.410 as
described in the above paragraphs:
*** Temporary Contractor Worker Access Bridge
Temporary Mailbox Installation/Removal ***
1-06.6 Recycled Materials
(January 4, 2016 APWA GSP)
Delete this section, including its subsections, and replace it with the following:
NE 31st St Bridge Replacement Project SP 29 Special Provisions (Conformed)
TED4003843 2018
The Contractor shall make their best effort to utilize recycled materials in the construction of the
project. Approval of such material use shall be as detailed elsewhere in the Standard Specifications.
Prior to Physical Completion the Contractor shall report the quantity of recycled materials that were
utilized in the construction of the project for each of the items listed in Section 9-03.21. The report
shall include hot mix asphalt, recycled concrete aggregate, recycled glass, steel furnace slag and other
recycled materials (e.g. utilization of on-site material and aggregates from concrete returned to the
supplier). The Contractor’s report shall be provided on DOT form 350-075 Recycled Materials
Reporting.
1-07 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC
1-07.1 Laws to be Observed
(October 1, 2005 APWA GSP)
Supplement this section with the following:
In cases of conflict between different safety regulations, the more stringent regulation shall apply.
The Washington State Department of Labor and Industries shall be the sole and paramount
administrative agency responsible for the administration of the provisions of the Washington
Industrial Safety and Health Act of 1973 (WISHA).
The Contractor shall maintain at the project site office, or other well known place at the project site,
all articles necessary for providing first aid to the injured. The Contractor shall establish, publish, and
make known to all employees, procedures for ensuring immediate removal to a hospital, or doctor’s
care, persons, including employees, who may have been injured on the project site. Employees should
not be permitted to work on the project site before the Contractor has established and made known
procedures for removal of injured persons to a hospital or a doctor’s care.
The Contractor shall have sole responsibility for the safety, efficiency, and adequacy of the
Contractor’s plant, appliances, and methods, and for any damage or injury resulting from their failure,
or improper maintenance, use, or operation. The Contractor shall be solely and completely
responsible for the conditions of the project site, including safety for all persons and property in the
performance of the work. This requirement shall apply continuously, and not be limited to normal
working hours. The required or implied duty of the Engineer to conduct construction review of the
Contractor’s performance does not, and shall not, be intended to include review and adequacy of the
Contractor’s safety measures in, on, or near the project site.
1-07.2 State Taxes
Delete this section, including its sub-sections, in its entirety and replace it with the following:
1-07.2 State Sales Tax
(June 27, 2011 APWA GSP)
The Washington State Department of Revenue has issued special rules on the State sales tax. Sections
1-07.2(1) through 1-07.2(3) are meant to clarify those rules. The Contractor should contact the
NE 31st St Bridge Replacement Project SP 30 Special Provisions (Conformed)
TED4003843 2018
Washington State Department of Revenue for answers to questions in this area. The Contracting
Agency will not adjust its payment if the Contractor bases a bid on a misunderstood tax liability.
The Contractor shall include all Contractor-paid taxes in the unit bid prices or other contract amounts.
In some cases, however, state retail sales tax will not be included. Section 1-07.2(2) describes this
exception.
The Contracting Agency will pay the retained percentage (or release the Contract Bond if a FHWA-
funded Project) only if the Contractor has obtained from the Washington State Department of
Revenue a certificate showing that all contract-related taxes have been paid (RCW 60.28.051). The
Contracting Agency may deduct from its payments to the Contractor any amount the Contractor may
owe the Washington State Department of Revenue, whether the amount owed relates to this contract
or not. Any amount so deducted will be paid into the proper State fund.
1-07.2(1) State Sales Tax — Rule 171
WAC 458-20-171, and its related rules, apply to building, repairing, or improving streets, roads, etc.,
which are owned by a municipal corporation, or political subdivision of the state, or by the United
States, and which are used primarily for foot or vehicular traffic. This includes storm or combined
sewer systems within and included as a part of the street or road drainage system and power lines
when such are part of the roadway lighting system. For work performed in such cases, the Contractor
shall include Washington State Retail Sales Taxes in the various unit bid item prices, or other contract
amounts, including those that the Contractor pays on the purchase of the materials, equipment, or
supplies used or consumed in doing the work.
1-07.2(2) State Sales Tax — Rule 170
WAC 458-20-170, and its related rules, apply to the constructing and repairing of new or existing
buildings, or other structures, upon real property. This includes, but is not limited to, the construction
of streets, roads, highways, etc., owned by the state of Washington; water mains and their
appurtenances; sanitary sewers and sewage disposal systems unless such sewers and disposal
systems are within, and a part of, a street or road drainage system; telephone, telegraph, electrical
power distribution lines, or other conduits or lines in or above streets or roads, unless such power
lines become a part of a street or road lighting system; and installing or attaching of any article of
tangible personal property in or to real property, whether or not such personal property becomes a
part of the realty by virtue of installation.
For work performed in such cases, the Contractor shall collect from the Contracting Agency, retail
sales tax on the full contract price. The Contracting Agency will automatically add this sales tax to
each payment to the Contractor. For this reason, the Contractor shall not include the retail sales tax
in the unit bid item prices, or in any other contract amount subject to Rule 170, with the following
exception.
Exception: The Contracting Agency will not add in sales tax for a payment the Contractor or a
subcontractor makes on the purchase or rental of tools, machinery, equipment, or consumable
supplies not integrated into the project. Such sales taxes shall be included in the unit bid item prices
or in any other contract amount.
NE 31st St Bridge Replacement Project SP 31 Special Provisions (Conformed)
TED4003843 2018
1-07.2(3) Services
The Contractor shall not collect retail sales tax from the Contracting Agency on any contract wholly
for professional or other services (as defined in Washington State Department of Revenue Rules 138
and 244).
1-07.5 Environmental Regulations
(September 20, 2010 WSDOT GSP)
Section 1-07.5 is supplemented with the following:
Environmental Commitments
The following provisions summarize the requirements, in addition to those required elsewhere in the
Contract, imposed upon by the Contracting Agency by the various documents referenced in the
Special Provision Permits and Licenses. Throughout the work, the Contractor shall comply with the
following requirements:
(August 3, 2009 WSDOT GSP)
A mixing zone is established within which the turbidity standard is waived during actual in-water work.
The mixing zone is established to only temporarily allow exceeding the turbidity criteria (such as a few
hours or days) and is not authorization to exceed the turbidity standard for the entire duration of the
construction. The mixing zone shall not exceed *** 150 *** feet downstream from the construction
area.
(February 25, 2013 WSDOT GSP)
The Contractor shall retain a copy of the most recent U.S. Army Corps of Engineers Nationwide Permit
Verification Letter, conditions, and permit drawings on the worksite for the life of the Contract (See
Special Provision titled Permits and Licenses). The Contractor shall provide copies of the items above
listed to all Sub-Contractors involved with the authorized work prior to their commencement of any
work.
(February 25, 2013 WSDPT GSP)
Temporary structures and dewatering of areas under the jurisdiction of the U.S. Army Corps of
Engineers must maintain normal downstream flows and prevent upstream and downstream flooding
to the maximum extent practicable.
(August 3, 2009 WSDOT GSP)
The Contractor shall dispose of all creosoted timber, creosoted piling and associated debris as shown
in the Plans in accordance with current federal, state, and local regulations and provisions, and
following Best Management Practices. Disposal shall be made in a landfill which meets the liner and
leachate standards of the Minimum Functional Standards, Chapter 173-304 WAC. The Contractor shall
provide receipts from the disposal facility to the Project Engineer. If the material is transported to a
NE 31st St Bridge Replacement Project SP 32 Special Provisions (Conformed)
TED4003843 2018
transfer station, the Contractor shall obtain documentation indicating that final disposal will comply
with the standards referenced above.
(August 3, 2009 WSDOT GSP)
Payment
All costs to comply with this special provision for the environmental commitments and requirements
are incidental to the contract and are the responsibility of the Contractor. The Contractor shall include
all related costs in the associated bid prices of the contract.
1-07.6 Permits and Licenses
(January 2, 2018 WSDOT GSP)
Section 1-07.6 is supplemented with the following:
The Contracting Agency has obtained the below-listed permit(s) for this project. A copy of the permit(s)
is attached as an appendix for informational purposes. Copies of these permits, including a copy of the
Transfer of Coverage form, when applicable, are required to be onsite at all times.
Contact with the permitting agencies, concerning the below-listed permit(s), shall be made through the
Engineer with the exception of when the Construction Stormwater General Permit coverage is
transferred to the Contractor, direct communication with the Department of Ecology is allowed. The
Contractor shall be responsible for obtaining Ecology’s approval for any Work requiring additional
approvals (e.g. Request for Chemical Treatment Form). The Contractor shall obtain additional permits
as necessary. All costs to obtain and comply with additional permits shall be included in the applicable
Bid items for the Work involved.
*** See Appendix E for copies of permits. ***
1-07.7 Load Limits
(March 13, 1995 WSDOT GSP)
Section 1-07.7 is supplemented with the following:
If the sources of materials provided by the Contractor necessitates hauling over roads other than State
Highways, the Contractor shall, at the Contractor's expense, make all arrangements for the use of the
haul routes.
1-07.11 Requirements for Nondiscrimination
Section 1-07.11 is supplemented with the following:
(August 5, 2013 WSDOT GSP)
Requirement for Affirmative Action to Ensure Equal Employment Opportunity (Executive Order
11246)
NE 31st St Bridge Replacement Project SP 33 Special Provisions (Conformed)
TED4003843 2018
1. The Contractor's attention is called to the Equal Opportunity Clause and the Standard Federal
Equal Employment Opportunity Construction Contract Specifications set forth herein.
2. The goals and timetables for minority and female participation set by the Office of Federal
Contract Compliance Programs, expressed in percentage terms for the Contractor's aggregate
work force in each construction craft and in each trade on all construction work in the covered
area, are as follows:
Women - Statewide
Timetable Goal
Until further notice 6.9%
Minorities - by Standard Metropolitan Statistical Area (SMSA)
Spokane, WA:
SMSA Counties:
Spokane, WA 2.8
WA Spokane.
Non-SMSA Counties 3.0
WA Adams; WA Asotin; WA Columbia; WA Ferry; WA Garfield; WA Lincoln, WA
Pend Oreille; WA Stevens; WA Whitman.
Richland, WA
SMSA Counties:
Richland Kennewick, WA 5.4
WA Benton; WA Franklin.
Non-SMSA Counties 3.6
WA Walla Walla.
Yakima, WA:
SMSA Counties:
Yakima, WA 9.7
WA Yakima.
Non-SMSA Counties 7.2
WA Chelan; WA Douglas; WA Grant; WA Kittitas; WA Okanogan.
Seattle, WA:
SMSA Counties:
Seattle Everett, WA 7.2
WA King; WA Snohomish.
Tacoma, WA 6.2
WA Pierce.
Non-SMSA Counties 6.1
WA Clallam; WA Grays Harbor; WA Island; WA Jefferson; WA Kitsap; WA Lewis;
WA Mason; WA Pacific; WA San Juan; WA Skagit; WA Thurston; WA Whatcom.
NE 31st St Bridge Replacement Project SP 34 Special Provisions (Conformed)
TED4003843 2018
Portland, OR:
SMSA Counties:
Portland, OR-WA 4.5
WA Clark.
Non-SMSA Counties 3.8
WA Cowlitz; WA Klickitat; WA Skamania; WA Wahkiakum.
These goals are applicable to each nonexempt Contractor’s total on-site construction
workforce, regardless of whether or not part of that workforce is performing work on a Federal,
or federally assisted project, contract, or subcontract until further notice. Compliance with
these goals and time tables is enforced by the Office of Federal Contract compliance Programs.
The Contractor's compliance with the Executive Order and the regulations in 41 CFR Part 60-4
shall be based on its implementation of the Equal Opportunity Clause, specific affirmative action
obligations required by the specifications set forth in 41 CFR 60-4.3(a), and its efforts to meet
the goals. The hours of minority and female employment and training must be substantially
uniform throughout the length of the contract, in each construction craft and in each trade, and
the Contractor shall make a good faith effort to employ minorities and women evenly on each
of its projects. The transfer of minority or female employees or trainees from Contractor to
Contractor or from project to project for the sole purpose of meeting the Contractor's goal shall
be a violation of the contract, the Executive Order and the regulations in 41 CFR Part 60-4.
Compliance with the goals will be measured against the total work hours performed.
3. The Contractor shall provide written notification to the Office of Federal Contract Compliance
Programs (OFCCP) within 10 working days of award of any construction subcontract in excess
of $10,000 or more that are Federally funded, at any tier for construction work under the
contract resulting from this solicitation. The notification shall list the name, address and
telephone number of the Subcontractor; employer identification number of the Subcontractor;
estimated dollar amount of the subcontract; estimated starting and completion dates of the
subcontract; and the geographical area in which the contract is to be performed. The
notification shall be sent to:
U.S. Department of Labor
Office of Federal Contract Compliance Programs Pacific Region
Attn: Regional Director
San Francisco Federal Building
90 – 7th Street, Suite 18-300
San Francisco, CA 94103(415) 625-7800 Phone
(415) 625-7799 Fax
Additional information may be found at the U.S. Department of Labor website:
http://www.dol.gov/ofccp/TAguides/ctaguide.htm
4. As used in this Notice, and in the contract resulting from this solicitation, the Covered Area is as
designated herein.
Standard Federal Equal Employment Opportunity Construction Contract Specifications (Executive
Order 11246)
NE 31st St Bridge Replacement Project SP 35 Special Provisions (Conformed)
TED4003843 2018
1. As used in these specifications:
a. Covered Area means the geographical area described in the solicitation from which
this contract resulted;
b. Director means Director, Office of Federal Contract Compliance Programs, United
States Department of Labor, or any person to whom the Director delegates authority;
c. Employer Identification Number means the Federal Social Security number used on
the Employer's Quarterly Federal Tax Return, U. S. Treasury Department Form 941;
d. Minority includes:
(1) Black, a person having origins in any of the Black Racial Groups of Africa.
(2) Hispanic, a fluent Spanish speaking, Spanish surnamed person of Mexican,
Puerto Rican, Cuban, Central American, South American, or other Spanish
origin.
(3) Asian or Pacific Islander, a person having origins in any of the original
peoples of the Pacific rim or the Pacific Islands, the Hawaiian Islands and
Samoa.
(4) American Indian or Alaskan Native, a person having origins in any of the
original peoples of North America, and who maintain cultural identification
through tribal affiliation or community recognition.
2. Whenever the Contractor, or any Subcontractor at any tier, subcontracts a portion of the work
involving any construction trade, it shall physically include in each subcontract in excess of
$10,000 the provisions of these specifications and the Notice which contains the applicable
goals for minority and female participation and which is set forth in the solicitations from which
this contract resulted.
3. If the Contractor is participating (pursuant to 41 CFR 60-4.5) in a Hometown Plan approved by
the U.S. Department of Labor in the covered area either individually or through an association,
its affirmative action obligations on all work in the Plan area (including goals and timetables)
shall be in accordance with that Plan for those trades which have unions participating in the
Plan. Contractors must be able to demonstrate their participation in and compliance with the
provisions of any such Hometown Plan. Each Contractor or Subcontractor participating in an
approved Plan is individually required to comply with its obligations under the EEO clause, and
to make a good faith effort to achieve each goal under the Plan in each trade in which it has
employees. The overall good faith performance by other Contractors or Subcontractors toward
a goal in an approved Plan does not excuse any covered Contractor's or Subcontractor's failure
to take good faith effort to achieve the Plan goals and timetables.
NE 31st St Bridge Replacement Project SP 36 Special Provisions (Conformed)
TED4003843 2018
4. The Contractor shall implement the specific affirmative action standards provided in paragraphs
7a through 7p of this Special Provision. The goals set forth in the solicitation from which this
contract resulted are expressed as percentages of the total hours of employment and training
of minority and female utilization the Contractor should reasonably be able to achieve in each
construction trade in which it has employees in the covered area. Covered construction
contractors performing construction work in geographical areas where they do not have a
Federal or federally assisted construction contract shall apply the minority and female goals
established for the geographical area where the work is being performed. The Contractor is
expected to make substantially uniform progress in meeting its goals in each craft during the
period specified.
5. Neither the provisions of any collective bargaining agreement, nor the failure by a union with
whom the Contractor has a collective bargaining agreement, to refer either minorities or
women shall excuse the Contractor's obligations under these specifications, Executive Order
11246, or the regulations promulgated pursuant thereto.
6. In order for the nonworking training hours of apprentices and trainees to be counted in meeting
the goals, such apprentices and trainees must be employed by the Contractor during the
training period, and the Contractor must have made a commitment to employ the apprentices
and trainees at the completion of their training, subject to the availability of employment
opportunities. Trainees must be trained pursuant to training programs approved by the U.S.
Department of Labor.
7. The Contractor shall take specific affirmative actions to ensure equal employment opportunity.
The evaluation of the Contractor's compliance with these specifications shall be based upon its
effort to achieve maximum results from its action. The Contractor shall document these efforts
fully, and shall implement affirmative action steps at least as extensive as the following:
a. Ensure and maintain a working environment free of harassment, intimidation, and
coercion at all sites, and in all facilities at which the Contractor's employees are
assigned to work. The Contractor, where possible, will assign two or more women to
each construction project. The Contractor shall specifically ensure that all foremen,
superintendents, and other on-site supervisory personnel are aware of and carry out
the Contractor's obligation to maintain such a working environment, with specific
attention to minority or female individuals working at such sites or in such facilities.
b. Establish and maintain a current list of minority and female recruitment sources,
provide written notification to minority and female recruitment sources and to
community organizations when the Contractor or its unions have employment
opportunities available, and maintain a record of the organizations' responses.
c. Maintain a current file of the names, addresses and telephone numbers of each
minority and female off-the-street applicant and minority or female referral from a
union, a recruitment source or community organization and of what action was taken
with respect to each such individual. If such individual was sent to the union hiring
hall for referral and was not referred back to the Contractor by the union or, if
referred, not employed by the Contractor, this shall be documented in the file with
NE 31st St Bridge Replacement Project SP 37 Special Provisions (Conformed)
TED4003843 2018
the reason therefor, along with whatever additional actions the Contractor may have
taken.
d. Provide immediate written notification to the Director when the union or unions with
which the Contractor has a collective bargaining agreement has not referred to the
Contractor a minority person or woman sent by the Contractor, or when the
Contractor has other information that the union referral process has impeded the
Contractor's efforts to meet its obligations.
e. Develop on-the-job training opportunity and/or participate in training programs for
the area which expressly include minorities and women, including upgrading
programs and apprenticeship and trainee programs relevant to the Contractor's
employment needs, especially those programs funded or approved by the U.S.
Department of Labor. The Contractor shall provide notice of these programs to the
sources compiled under 7b above.
f. Disseminate the Contractor's EEO policy by providing notice of the policy to unions
and training programs and requesting their cooperation in assisting the Contractor in
meeting its EEO obligations; by including it in any policy manual and collective
bargaining agreement; by publicizing it in the company newspaper, annual report,
etc.; by specific review of the policy with all management personnel and with all
minority and female employees at least once a year; and by posting the company EEO
policy on bulletin boards accessible to all employees at each location where
construction work is performed.
g. Review, at least annually, the company's EEO policy and affirmative action obligations
under these specifications with all employees having any responsibility for hiring,
assignment, layoff, termination or other employment decisions including specific
review of these items with on-site supervisory personnel such as Superintendents,
General Foremen, etc., prior to the initiation of construction work at any job site. A
written record shall be made and maintained identifying the time and place of these
meetings, persons attending, subject matter discussed, and disposition of the subject
matter.
h. Disseminate the Contractor's EEO policy externally by including it in any advertising in
the news media, specifically including minority and female news media, and providing
written notification to and discussing the Contractor's EEO policy with other
Contractors and Subcontractors with whom the Contractor does or anticipates doing
business.
i. Direct its recruitment efforts, both oral and written to minority, female and
community organizations, to schools with minority and female students and to
minority and female recruitment and training organizations serving the Contractor's
recruitment area and employment needs. Not later than one month prior to the date
for the acceptance of applications for apprenticeship or other training by any
recruitment source, the Contractor shall send written notification to organizations
such as the above, describing the openings, screening procedures, and tests to be
used in the selection process.
NE 31st St Bridge Replacement Project SP 38 Special Provisions (Conformed)
TED4003843 2018
j. Encourage present minority and female employees to recruit other minority persons
and women and where reasonable, provide after school, summer and vacation
employment to minority and female youth both on the site and in other areas of a
Contractor's work force.
k. Validate all tests and other selection requirements where there is an obligation to do
so under 41 CFR Part 60-3.
l. Conduct, at least annually, an inventory and evaluation of all minority and female
personnel for promotional opportunities and encourage these employees to seek or
to prepare for, through appropriate training, etc., such opportunities.
m. Ensure that seniority practices, job classifications, work assignments and other
personnel practices, do not have a discriminatory effect by continually monitoring all
personnel and employment related activities to ensure that the EEO policy and the
Contractor's obligations under these specifications are being carried out.
n. Ensure that all facilities and company activities are nonsegregated except that
separate or single-user toilet and necessary changing facilities shall be provided to
assure privacy between the sexes.
o. Document and maintain a record of all solicitations of offers for subcontracts from
minority and female construction contractors and suppliers, including circulation of
solicitations to minority and female contractor associations and other business
associations.
p. Conduct a review, at least annually, of all supervisors' adherence to and performance
under the Contractor's EEO policies and affirmative action obligations.
8. Contractors are encouraged to participate in voluntary associations which assist in fulfilling one
or more of their affirmative action obligations (7a through 7p). The efforts of a contractor
association, joint contractor-union, contractor-community, or other similar group of which the
Contractor is a member and participant, may be asserted as fulfilling any one or more of the
obligations under 7a through 7p of this Special Provision provided that the Contractor actively
participates in the group, makes every effort to assure that the group has a positive impact on
the employment of minorities and women in the industry, ensure that the concrete benefits of
the program are reflected in the Contractor's minority and female work-force participation,
makes a good faith effort to meet its individual goals and timetables, and can provide access to
documentation which demonstrate the effectiveness of actions taken on behalf of the
Contractor. The obligation to comply, however, is the Contractor's and failure of such a group
to fulfill an obligation shall not be a defense for the Contractor's noncompliance.
9. A single goal for minorities and a separate single goal for women have been established. The
Contractor, however, is required to provide equal employment opportunity and to take
affirmative action for all minority groups, both male and female, and all women, both minority
and non-minority. Consequently, the Contractor may be in violation of the Executive Order if a
particular group is employed in substantially disparate manner (for example, even though the
NE 31st St Bridge Replacement Project SP 39 Special Provisions (Conformed)
TED4003843 2018
Contractor has achieved its goals for women generally, the Contractor may be in violation of
the Executive Order if a specific minority group of women is underutilized).
10. The Contractor shall not use the goals and timetables or affirmative action standards to
discriminate against any person because of race, color, religion, sex, or national origin.
11. The Contractor shall not enter into any subcontract with any person or firm debarred from
Government contracts pursuant to Executive Order 11246.
12. The Contractor shall carry out such sanctions and penalties for violation of these specifications
and of the Equal Opportunity Clause, including suspensions, terminations and cancellations of
existing subcontracts as may be imposed or ordered pursuant to Executive Order 11246, as
amended, and its implementing regulations by the Office of Federal Contract Compliance
Programs. Any Contractor who fails to carry out such sanctions and penalties shall be in
violation of these specifications and Executive Order 11246, as amended.
13. The Contractor, in fulfilling its obligations under these specifications, shall implement specific
affirmative action steps, at least as extensive as those standards prescribed in paragraph 7 of
this Special Provision, so as to achieve maximum results from its efforts to ensure equal
employment opportunity. If the Contractor fails to comply with the requirements of the
Executive Order, the implementing regulations, or these specifications, the Director shall
proceed in accordance with 41 CFR 60-4.8.
14. The Contractor shall designate a responsible official to monitor all employment related activity
to ensure that the company EEO policy is being carried out, to submit reports relating to the
provisions hereof as may be required by the government and to keep records. Records shall at
least include, for each employee, their name, address, telephone numbers, construction trade,
union affiliation if any, employee identification number when assigned, social security number,
race, sex, status (e.g., mechanic, apprentice, trainee, helper, or laborer), dates of changes in
status, hours worked per week in the indicated trade, rate of pay, and locations at which the
work was performed. Records shall be maintained in an easily understandable and retrievable
form; however, to the degree that existing records satisfy this requirement, the Contractors will
not be required to maintain separate records.
15. Nothing herein provided shall be construed as a limitation upon the application of other laws
which establish different standards of compliance or upon the application of requirements for
the hiring of local or other area residents (e.g., those under the Public Works Employment Act
of 1977 and the Community Development Block Grant Program).
16. Additional assistance for Federal Construction Contractors on contracts administered by
Washington State Department of Transportation or by Local Agencies may be found at:
Washington State Dept. of Transportation
Office of Equal Opportunity
PO Box 47314
310 Maple Park Ave. SE
Olympia WA
98504-7314
NE 31st St Bridge Replacement Project SP 40 Special Provisions (Conformed)
TED4003843 2018
Ph: 360-705-7090
Fax: 360-705-6801
http://www.wsdot.wa.gov/equalopportunity/default.htm
(June 1, 2017 WSDOT GSP)
Disadvantaged Business Enterprise Participation
The Disadvantaged Business Enterprise (DBE) requirements of 49 CFR Part 26 and USDOT’s official
interpretations (i.e., Questions & Answers) apply to this Contract. Demonstrating compliance with
these Specifications is a Condition of Award (COA) of this Contract. Failure to comply with the
requirements of this Specification may result in your Bid being found to be nonresponsive resulting
in rejection or other sanctions as provided by Contract.
DBE Abbreviations and Definitions
Broker – A business firm that provides a bona fide service, such as professional, technical,
consultant or managerial services and assistance in the procurement of essential
personnel, facilities, equipment, materials, or supplies required for the performance of the
Contract; or, persons/companies who arrange or expedite transactions.
Certified Business Description – Specific descriptions of work the DBE is certified to
perform, as identified in the Certified Firm Directory, under the Vendor Information page.
Certified Firm Directory – A database of all Minority, Women, and Disadvantaged Business
Enterprises, including those identified as a UDBE, currently certified by Washington State.
The on-line Directory is available to Contractors for their use in identifying and soliciting
interest from DBE firms. The database is located under the Firm Certification section of the
Diversity Management and Compliance System web page at:
https://wsdot.diversitycompliance.com.
Commercially Useful Function (CUF) – 49 CFR 26.55(c)(1) defines commercially useful
function as: “A DBE performs a commercially useful function when it is responsible for
execution of the work of the contract and is carrying out its responsibilities by actually
performing, managing, and supervising the work involved. To perform a commercially
useful function, the DBE must also be responsible, with respect to materials and supplies
used on the contract, for negotiating price, determining quality and quantity, ordering the
material, and installing (where applicable) and paying for the material itself. To determine
whether a DBE is performing a commercially useful function, you must evaluate the amount
of work subcontracted, industry practices, whether the amount the firm is to be paid under
the contract is commensurate with the work it is actually performing and the DBE credit
claimed for its performance of the work, and other relevant factors.”
Contract – For this Special Provision only, this definition supplements Section 1-01.3. 49
CFR 26.5 defines contract as: “… a legally binding relationship obligating a seller to furnish
supplies or services (including, but not limited to, construction and professional services)
and the buyer to pay for them. For purposes of this part, a lease is considered to be a
contract.”
NE 31st St Bridge Replacement Project SP 41 Special Provisions (Conformed)
TED4003843 2018
Disadvantaged Business Enterprise (DBE) – A business firm certified by the Washington
State Office of Minority and Women’s Business Enterprises, as meeting the criteria outlined
in 49 CFR 26 regarding DBE certification. A Underutilized Disadvantaged Business
Enterprise (UDBE) firm is a subset of DBE.
Force Account Work – Work measured and paid in accordance with Section 1-09.6.
Good Faith Efforts – Efforts to achieve the UDBE COA Goal or other requirements of this
part which, by their scope, intensity, and appropriateness to the objective, can reasonably
be expected to fulfill the program requirement.
Manufacturer (DBE) – A DBE firm that operates or maintains a factory or establishment
that produces on the premises the materials, supplies, articles, or equipment required
under the Contract. A DBE Manufacturer shall produce finished goods or products from
raw or unfinished material or purchase and substantially alters goods and materials to
make them suitable for construction use before reselling them.
Regular Dealer (DBE) – A DBE firm that owns, operates, or maintains a store, warehouse,
or other establishment in which the materials or supplies required for the performance of
a Contract are bought, kept in stock, and regularly sold to the public in the usual course of
business. To be a Regular Dealer, the DBE firm must be an established regular business that
engages in as its principal business and in its own name the purchase and sale of the
products in question. A Regular Dealer in such items as steel, cement, gravel, stone, and
petroleum products need not own, operate or maintain a place of business if it both owns
and operates distribution equipment for the products. Any supplementing of regular
dealers’ own distribution equipment shall be by long-term formal lease agreements and
not on an ad-hoc basis. Brokers, packagers, manufacturers’ representatives, or other
persons who arrange or expedite transactions shall not be regarded as Regular Dealers
within the meaning of this definition.
Underutilized Disadvantaged Business Enterprise (UDBE) – A DBE Firm that is
underutilized based on WSDOT’s Disparity Study. All UDBEs are DBEs.
UDBE Commitment – The dollar amount the Contractor indicates they will be
subcontracting to be applied towards the UDBE Condition of Award Goal as shown on the
UDBE Utilization Certification Form for each UDBE Subcontractor. This UDBE Commitment
amount will be incorporated into the Contract and shall be considered a Contract
requirement. Any changes to the UDBE Commitment require the Engineer’s approval.
UDBE Condition of Award (COA) Goal – An assigned numerical amount specified as a
percentage of the Contract. Initially, this is the minimum amount that the Bidder must
commit to by submission of the Utilization Certification Form and/or by Good Faith Effort
(GFE). This is also the minimum required amount of UDBE participation specified as a
percentage of the final Contract amount inclusive of all change orders.
UDBE COA Goal
The Contracting Agency has established a UDBE COA Goal for this Contract in the amount of:
*** 10% ***
NE 31st St Bridge Replacement Project SP 42 Special Provisions (Conformed)
TED4003843 2018
DBE Eligibility/Selection of DBEs
In order to determine the distinct element(s) of work for which a DBE is certified, Contractors
should refer to the Certified Business Description. The Contractor shall not use NAICS codes on
the UDBE Utilization Certification.
Crediting DBE Participation
Subcontractors proposed as COA must be certified prior to the due date for bids on the Contract.
All non-COA DBE Subcontractors shall be certified before the subcontract on which they are
participating is executed.
Be advised that although a firm is listed in the Certified Firm Directory, there are cases where
the listed firm is in a temporary suspension status. The Contractor shall review the OMWBE
Suspended DBE Firms list. A DBE firm that is included on this list may not enter into new
contracts that count towards participation.
DBE participation is only credited upon payment to the DBE.
The following are some definitions of what may be counted as DBE participation.
DBE Prime Contractor
Only take credit for that portion of the total dollar value of the Contract equal to the
distinct, clearly defined portion of the Work that the DBE Prime Contractor performs with
its own forces and is certified to perform.
DBE Subcontractor
Only take credit for that portion of the total dollar value of the subcontract that is equal to
the distinct, clearly defined portion of the Work that the DBE performs with its own forces.
The value of work performed by the DBE includes the cost of supplies and materials
purchased by the DBE and equipment leased by the DBE, for its work on the contract.
Supplies, materials or equipment obtained by a DBE that are not utilized or incorporated
in the contract work by the DBE will not be eligible for DBE credit.
The supplies, materials, and equipment purchased or leased from the Contractor or its
affiliate, including any Contractor’s resources available to DBE subcontractors at no cost,
shall not be credited.
DBE credit will not be given in instances where the equipment lease includes the operator.
The DBE is expected to operate the equipment used in the performance of its work under
the contract with its own forces. Situations where equipment is leased and used by the
DBE, but payment is deducted from the Contractor’s payment to the DBE is not allowed.
When the subcontractor is part of a UDBE Commitment, the following apply:
1. If a UDBE subcontracts a portion of the Work of its contract to another firm, the
value of the subcontracted Work may be counted toward the UDBE COA Goal
only if the Lower-Tier Subcontractor is also a UDBE.
NE 31st St Bridge Replacement Project SP 43 Special Provisions (Conformed)
TED4003843 2018
2. Work subcontracted to a Lower-Tier Subcontractor that is a DBE, but not a UDBE,
may be counted as DBE race-neutral participation but not counted toward the
UDBE COA Goal.
3. Work subcontracted to a non-DBE does not count towards the UDBE COA Goal
nor DBE participation.
DBE Subcontract and Lower Tier Subcontract Documents
There must be a subcontract agreement that complies with 49 CFR Part 26 and fully
describes the distinct elements of Work committed to be performed by the DBE. The
subcontract agreement shall incorporate requirements of the primary Contract.
Subcontract agreements of all tiers, including lease agreements shall be readily available at
the project site for the Engineer’s review.
DBE Service Provider
The value of fees or commissions charged by a DBE Broker, a DBE behaving in a manner of
a Broker, or another service provider for providing a bona fide service, such as professional,
technical, consultant, managerial services, or for providing bonds or insurance specifically
required for the performance of the contract will only be credited as DBE participation, if
the fee/commission is determined by the Contracting Agency to be reasonable and the firm
has performed a CUF.
Force Account Work
When the Contractor elects to utilize force account Work to meet the UDBE COA Goal, as
demonstrated by listing this force account Work on the UDBE Utilization Certification Form,
for the purposes of meeting UDBE COA Goal, only 50% of the Proposal amount shall be
credited toward the Contractors Commitment to meet the UDBE COA Goal.
One hundred percent of the actual amounts paid to the DBE for the force account Work
shall be credited towards UDBE COA Goal or DBE participation.
Temporary Traffic Control
If the DBE firm is being utilized in the capacity of only “Flagging”, the DBE firm must provide
a Traffic Control Supervisor (TCS) and flagger, which are under the direct control of the DBE.
The DBE firm shall also provide all flagging equipment (e.g. paddles, hard hats, and vests).
If the DBE firm is being utilized in the capacity of “Traffic Control Services”, the DBE firm
must provide a TCS, flaggers, and traffic control items (e.g., cones, barrels, signs, etc.) and
be in total control of all items in implementing the traffic control for the project. In addition,
if the DBE firm utilizes the Contractor’s equipment, such as Transportable Attenuators and
Portable Changeable Message Signs (PCMS) no DBE credit can be taken for supplying and
operating the items.
Trucking
DBE trucking firm participation may only be credited as DBE participation for the value of
the hauling services, not for the materials being hauled unless the trucking firm is also
certified as a supplier. In situations where the DBE’s work is priced per ton, the value of
NE 31st St Bridge Replacement Project SP 44 Special Provisions (Conformed)
TED4003843 2018
the hauling service must be calculated separately from the value of the materials in order
to determine DBE credit for hauling
The DBE trucking firm must own and operate at least one licensed, insured and operational
truck on the contract. The truck must be of the type that is necessary to perform the
hauling duties required under the contract. The DBE receives credit for the value of the
transportation services it provides on the Contract using trucks it owns or leases, licenses,
insures, and operates with drivers it employs.
The DBE may lease additional trucks from another DBE firm.
The trucking Work subcontracted to any non-DBE trucking firm will not receive credit for
Work done on the project. The DBE may lease trucks from a non-DBE truck leasing
company, but can only receive credit towards DBE participation if the DBE uses its own
employees as drivers.
DBE credit for a truck broker is limited to the fee/commission that the DBE receives for
arranging transportation services.
Truck registration and lease agreements shall be readily available at the project site for the
Engineer review.
When Trucking is a UDBE Commitment, the following apply:
1. If the trucking firm is a UDBE, participation may count towards the UDBE COA
Goal.
2. The Work that a UDBE trucking firm performs with trucks it leases from other
certified UDBE trucking firms qualify for 100% credit towards the UDBE COA Goal.
3. The UDBE may lease trucks from a non-UDBE truck leasing company, but can only
receive credit towards UDBE participation if the UDBE uses its own employees as
drivers.
DBE Manufacturer and DBE Regular Dealer
One hundred percent (100%) of the cost of the manufactured product obtained from a DBE
manufacturer can count as DBE participation. If the DBE manufacturer is a UDBE,
participation may count towards the UDBE COA Goal.
Sixty percent (60%) of the cost of materials or supplies purchased from a DBE Regular
Dealer may be credited as DBE Participation. If the role of the DBE Regular Dealer is
determined to be that of a pass-through, then no DBE credit will be given for its services. If
the role of the DBE Regular Dealer is determined to be that of a Broker, then DBE credit
shall be limited to the fee or commission it receives for its services. Regular Dealer status
and the amount of credit is determined on a Contract-by-Contract basis. If the DBE regular
dealer is a UDBE, participation may count towards the UDBE COA Goal.
NE 31st St Bridge Replacement Project SP 45 Special Provisions (Conformed)
TED4003843 2018
Regular Dealer DBE firms, including UDBEs must be approved before being used on a
project. The WSDOT Approved Regular Dealer list published on WSDOT’s Office of Equal
Opportunity (OEO) web site must include the specific project for which approval is being
requested. For purposes of the UDBE COA Goal participation, the Regular Dealer must
submit the Regular Dealer Status Request form a minimum of five days prior to bid opening.
Purchase of materials or supplies from a DBE which is neither a manufacturer nor a regular
dealer, (i.e. Broker) only the fees or commissions charged for assistance in the procurement
of the materials and supplies, or fees or transportation charges for the delivery of materials
or supplies required on a job site, can count as DBE participation provided the fees are not
excessive as compared with fees customarily allowed for similar services. Documentation
will be required to support the fee/commission charged by the DBE. The cost of the
materials and supplies themselves cannot be counted toward as DBE participation.
Note: Requests to be listed as a Regular Dealer will only be processed if the requesting
firm is a material supplier certified by the Office of Minority and Women’s
Business Enterprises in a NAICS code that falls within the 42XXXX NAICS
Wholesale code section.
Underutilized Disadvantaged Business Enterprise Utilization
The requirements of this section apply to projects with a UDBE COA Goal. To be eligible for award
of the Contract, the Bidder shall properly complete and submit an Underutilized Disadvantaged
Business Enterprise (UDBE) Utilization Certification with the Bidder’s sealed Bid Proposal, as
specified in Section 1-02.9 Delivery of Proposal. The Bidder’s UDBE Utilization Certification must
clearly demonstrate how the Bidder intends to meet the UDBE COA Goal. A UDBE Utilization
Certification (WSDOT Form 272-056 EF) is included in your Proposal package for this purpose as
well as instructions on how to properly fill out the form.
The Bidder is advised that the items listed below when listed in the Utilization Certification must
have their amounts reduced to the percentages shown and those reduced amounts will be the
amount applied towards meeting the UDBE COA Goal.
• Force account at 50%
• Regular dealer at 60%
In the event of arithmetic errors in completing the UDBE Utilization Certification, the amount
listed to be applied towards the UDBE COA Goal for each UDBE shall govern and the UDBE total
amount shall be adjusted accordingly.
Note: The Contracting Agency shall consider as non-responsive and shall reject any Bid
Proposal submitted that does not contain a UDBE Utilization Certification Form
that accurately demonstrates how the Bidder intends to meet the UDBE COA Goal.
Underutilized Disadvantaged Business Enterprise Written Confirmation Document(s)
The requirements of this section apply to projects with a UDBE COA Goal. The Bidder shall
submit an Underutilized Disadvantaged Business Enterprise (UDBE) Written Confirmation
Document (completed and signed by the UDBE) for each UDBE firm listed in the Bidder’s
completed UDBE Utilization Certification submitted with the Bid. Failure to do so will result in
NE 31st St Bridge Replacement Project SP 46 Special Provisions (Conformed)
TED4003843 2018
the associated participation being disallowed, which may cause the Bid to be determined to be
nonresponsive resulting in Bid rejection.
The Confirmation Documents provide confirmation from the UDBEs that they are participating
in the Contract as provided in the Contractor’s Commitment. The Confirmation Documents
must be consistent with the Utilization Certification.
A UDBE Written Confirmation Document (form No. 422-031 EF) is included in your Proposal
package for this purpose.
The form(s) shall be received as specified in the special provisions for Section 1-02.9 Delivery of
Proposal.
It is prohibited for the Bidder to require a UDBE to submit a Written Confirmation Document
with any part of the form left blank. Should the Contracting Agency determine that an
incomplete Written Confirmation Document was signed by a UDBE, the validity of the document
comes into question. The associated UDBE participation may not receive credit.
Selection of Successful Bidder/Good Faith Efforts (GFE)
The requirements of this section apply to projects with a UDBE COA Goal. The successful Bidder
shall be selected on the basis of having submitted the lowest responsive Bid, which
demonstrates a good faith effort to achieve the UDBE COA Goal. The Contracting Agency, at any
time during the selection process, may request a breakdown of the bid items and amounts that
are counted towards the overall contract goal for any of the UDBEs listed on the UDBE Utilization
Certification.
Achieving the UDBE COA Goal may be accomplished in one of two ways:
1. By meeting the UDBE COA Goal
Submission of the UDBE Utilization Certification and supporting UDBE Written
Confirmation Document(s) showing the Bidder has obtained enough UDBE
participation to meet or exceed the UDBE COA Goal.
2. By documentation that the Bidder made adequate GFE to meet the UDBE COA Goal
The Bidder may demonstrate a GFE in whole or part through GFE documentation ONLY
IN THE EVENT a Bidder’s efforts to solicit sufficient UDBE participation have been
unsuccessful. The Bidder must supply GFE documentation in addition to the UDBE
Utilization Certification, and supporting UDBE Written Confirmation Document(s).
Note: In the case where a Bidder is awarded the contract based on demonstrating
adequate GFE, the advertised UDBE COA Goal will not be reduced. The Bidder
shall demonstrate a GFE during the life of the Contract to attain the advertised
UDBE COA Goal.
GFE documentation shall be submitted as specified in Section 1-02.9.
The Contracting Agency will review the GFE documentation and will determine if the Bidder
made an adequate good faith effort.
NE 31st St Bridge Replacement Project SP 47 Special Provisions (Conformed)
TED4003843 2018
Good Faith Effort (GFE) Documentation
GFE is evaluated when:
1. Determining award of a Contract that has COA goal,
2. When a COA UDBE is terminated and substitution is required, and
3. Prior to Physical Completion when determining whether the Contractor has satisfied
its UDBE commitments.
49 CFR Part 26, Appendix A is intended as general guidance and does not, in itself, demonstrate
adequate good faith efforts. The following is a list of types of actions, which would be considered
as part of the Bidder’s GFE to achieve UDBE participation. It is not intended to be a mandatory
checklist, nor is it intended to be exclusive or exhaustive. Other factors or types of efforts may
be relevant in appropriate cases.
1. Soliciting through all reasonable and available means (e.g. attendance at pre-bid
meetings, advertising and/or written notices) the interest of all certified UDBEs who
have the capability to perform the Work of the Contract. The Bidder must solicit this
interest within sufficient time to allow the UDBEs to respond to the solicitation. The
Bidder must determine with certainty if the UDBEs are interested by taking
appropriate steps to follow up initial solicitations.
2. Selecting portions of the Work to be performed by UDBEs in order to increase the
likelihood that the UDBE COA Goal will be achieved. This includes, where appropriate,
breaking out contract Work items into economically feasible units to facilitate UDBE
participation, even when the Contractor might otherwise prefer to perform these
Work items with its own forces.
3. Providing interested UDBEs with adequate information about the Plans,
Specifications, and requirements of the Contract in a timely manner to assist them in
responding to a solicitation.
a. Negotiating in good faith with interested UDBEs. It is the Bidder’s responsibility
to make a portion of the Work available to UDBE subcontractors and suppliers
and to select those portions of the Work or material needs consistent with the
available UDBE subcontractors and suppliers, so as to facilitate UDBE
participation. Evidence of such negotiation includes the names, addresses, and
telephone numbers of UDBEs that were considered; a description of the
information provided regarding the Plans and Specifications for the Work
selected for subcontracting; and evidence as to why additional agreements could
not be reached for UDBEs to perform the Work.
b. A Bidder using good business judgment would consider a number of factors in
negotiating with subcontractors, including DBE subcontractors, and would take a
firm’s price and capabilities as well as the UDBE COA Goal into consideration.
However, the fact that there may be some additional costs involved in finding and
NE 31st St Bridge Replacement Project SP 48 Special Provisions (Conformed)
TED4003843 2018
using UDBEs is not in itself sufficient reason for a Bidder’s failure to meet the
UDBE COA Goal, as long as such costs are reasonable. Also, the ability or desire
of a Contractor to perform the Work of a Contract with its own organization does
not relieve the Bidder of the responsibility to make Good Faith Efforts.
Contractors are not, however, required to accept higher quotes from UDBEs if the
price difference is excessive or unreasonable.
4. Not rejecting UDBEs as being unqualified without sound reasons based on a thorough
investigation of their capabilities. The Contractor ’s standing within its industry,
membership in specific groups, organizations, or associations and political or social
affiliations (for example union vs. non-union employee status) are not legitimate
causes for the rejection or non-solicitation of bids in the Contractor’s efforts to meet
the UDBE COA Goal.
5. Making efforts to assist interested UDBEs in obtaining bonding, lines of credit, or
insurance as required by the recipient or Contractor.
6. Making efforts to assist interested UDBEs in obtaining necessary equipment, supplies,
materials, or related assistance or services.
7. Effectively using the services of available minority/women community organizations;
minority/women contractors’ groups; local, State, and Federal minority/women
business assistance offices; and other organizations as allowed on a case-by-case basis
to provide assistance in the recruitment and placement of UDBEs.
8. Documentation of GFE must include copies of each UDBE and non-DBE subcontractor
quotes submitted to the Bidder when a non-DBE subcontractor is selected over a
UDBE for Work on the Contract. (ref. updated DBE regulations – 26.53(b)(2)(vi) & App.
A)
Administrative Reconsideration of GFE Documentation
A Bidder has the right to request reconsideration if the GFE documentation submitted with their
Bid was determined to be inadequate.
• The Bidder must request within 48 hours of notification of being nonresponsive or
forfeit the right to reconsideration.
• The reconsideration decision on the adequacy of the Bidder’s GFE documentation
shall be made by an official who did not take part in the original determination.
• Only original GFE documentation submitted as a supplement to the Bid shall be
considered. The Bidder shall not introduce new documentation at the reconsideration
hearing.
• The Bidder shall have the opportunity to meet in person with the official for the
purpose of setting forth the Bidder’s position as to why the GFE documentation
demonstrates a sufficient effort.
NE 31st St Bridge Replacement Project SP 49 Special Provisions (Conformed)
TED4003843 2018
• The reconsideration official shall provide the Bidder with a written decision on
reconsideration within five working days of the hearing explaining the basis for their
finding.
Procedures between Award and Execution
After Award and prior to Execution, the Contractor shall provide the additional information
described below. Failure to comply shall result in the forfeiture of the Bidder’s Proposal bond or
deposit.
1. A UDBE Bid Item Breakdown is required which shall contain the following information
for all UDBEs as shown on the UDBE Utilization Certification:
a. Correct business name, federal employee identification number (if available),
and mailing address.
b. List of all Bid items assigned to each UDBE with a clear description of Work to be
performed for each Bid item and the dollar value of the Work to be performed
by the UDBE.
c. Description of partial items (if any) to be sublet to each UDBE specifying the Work
committed under each item to be performed and including the dollar value of
the UDBE portion.
d. Total amounts shown for each UDBE shall match the amount shown on the UDBE
Utilization Certification. A UDBE Bid Item Breakdown that does not conform to
the UDBE Utilization Certification or that demonstrates a different amount of
UDBE participation than that included in the UDBE Utilization Certification will be
returned for correction.
2. A list of all firms who submitted a bid or quote in attempt to participate in this project
whether they were successful or not. Include the business name and mailing address.
Note: The firms identified by the Contractor may be contacted by the Contracting
Agency to solicit general information as follows: age of the firm and average of its
gross annual receipts over the past three-years.
Procedures after Execution
Commercially Useful Function (CUF)
The Contractor may only take credit for the payments made for Work performed by a DBE
that is determined to be performing a CUF. Payment must be commensurate with the work
actually performed by the DBE. This applies to all DBEs performing Work on a project,
whether or not the DBEs are COA, if the Contractor wants to receive credit for their
participation. The Engineer will conduct CUF reviews to ascertain whether DBEs are
performing a CUF. A DBE performs a CUF when it is carrying out its responsibilities of its
contract by actually performing, managing, and supervising the Work involved. The DBE
must be responsible for negotiating price; determining quality and quantity; ordering the
material, installing (where applicable); and paying for the material itself. If a DBE does not
perform “all” of these functions on a furnish-and-install contract, it has not performed a
NE 31st St Bridge Replacement Project SP 50 Special Provisions (Conformed)
TED4003843 2018
CUF and the cost of materials cannot be counted toward UDBE COA Goal. Leasing of
equipment from a leasing company is allowed. However, leasing/purchasing equipment
from the Contractor is not allowed. Lease agreements shall be readily available for review
by the Engineer.
In order for a DBE traffic control company to be considered to be performing a CUF, the
DBE must be in control of its work inclusive of supervision. The DBE shall employ a Traffic
Control Supervisor who is directly involved in the management and supervision of the
traffic control employees and services.
The DBE does not perform a CUF if its role is limited to that of an extra participant in a
transaction, contract, or project through which the funds are passed in order to obtain the
appearance of DBE participation.
The following are some of the factors that the Engineer will use in determining whether a
DBE trucking company is performing a CUF:
• The DBE shall be responsible for the management and supervision of the entire
trucking operation for which it is responsible on the contract. The owner
demonstrates business related knowledge, shows up on site and is determined
to be actively running the business.
• The DBE shall with its own workforce, operate at least one fully licensed, insured,
and operational truck used on the Contract. The drivers of the trucks owned and
leased by the DBE must be exclusively employed by the DBE and reflected on the
DBE’s payroll.
• Lease agreements for trucks shall indicate that the DBE has exclusive use of and
control over the truck(s). This does not preclude the leased truck from working
for others provided it is with the consent of the DBE and the lease provides the
DBE absolute priority for use of the leased truck.
• Leased trucks shall display the name and identification number of the DBE.
DBE Utilization Plan
The UDBE Bid Item Breakdown is the initial plan for Bid Item work committed to UDBE
firms. When a Contractor identifies a change in the plan, an update shall be submitted
within 7 calendar days between Execution and Physical Completion. Plan updates shall not
make changes to the Commitment or the UDBE Utilization Certification.
Joint Checking
A joint check is a check between a Subcontractor and the Contractor to the supplier of
materials/supplies. The check is issued by the Contractor as payer to the Subcontractor and
the material supplier jointly for items to be incorporated into the project. The DBE must
release the check to the supplier, while the Contractor acts solely as the guarantor.
A joint check agreement must be approved by the Engineer and requested by the DBE
involved using the DBE Joint Check Request Form (form # 272-053) prior to its use. The
NE 31st St Bridge Replacement Project SP 51 Special Provisions (Conformed)
TED4003843 2018
form must accompany the DBE Joint Check Agreement between the parties involved,
including the conditions of the arrangement and expected use of the joint checks.
The approval to use joint checks and the use will be closely monitored by the Engineer. To
receive DBE credit for performing a CUF with respect to obtaining materials and supplies,
a DBE must “be responsible for negotiating price, determining quality and quantity,
ordering the material, installing and paying for the material itself.” The Contractor shall
submit DBE Joint Check Request Form for the Engineer approval prior to using a joint check.
Material costs paid by the Contractor directly to the material supplier are not allowed. If
proper procedures are not followed or the Engineer determines that the arrangement
results in lack of independence for the DBE involved, no DBE credit will be given for the
DBE’s participation as it relates to the material cost.
Prompt Payment
Prompt payment to all subcontractors shall be in accordance with Section 1-08.1. Prompt
payment requirements apply to progress payments as well as return of retainage.
Reporting
The Contractor and all subcontractors/suppliers/service providers that utilize DBEs to
perform work on the project, shall maintain appropriate records that will enable the
Engineer to verify DBE participation throughout the life of the project.
Refer to Section 1-08.1 for additional reporting requirements associated with this contract.
Changes in COA Work Committed to UDBE
The Contractor shall utilize the COA UDBEs to perform the work and supply the materials for
which each is committed unless approved by the Engineer. The Contractor shall not be entitled
to any payment for work or material completed by the Contractor or subcontractors that was
committed to be completed by the COA UDBEs.
Owner Initiated Changes
Where the Engineer makes changes that result in changes to Work that was committed to
a COA UDBE. The Contractor may be directed to substitute for the Work in such instances.
Contractor Initiated Changes
The Contractor cannot reduce the amount of work committed to a COA UDBE without good
cause. Reducing UDBE Commitment is viewed as partial UDBE termination, and therefore
subject to the termination procedures below.
Original Quantity Underruns
In the event that Work committed to a UDBE firm as part of the COA underruns the original
planned quantities the Contractor may be required to substitute other remaining Work to
another UDBE.
Contractor Proposed DBE Substitutions
Requests to substitute a COA UDBE must be for good cause (see UDBE termination process
below), and requires prior written approval of the Engineer. After receiving a termination
NE 31st St Bridge Replacement Project SP 52 Special Provisions (Conformed)
TED4003843 2018
with good cause approval, the Contractor may only replace a UDBE with another certified
UDBE. When any changes between Contract Award and Execution result in a substitution
of COA UDBE, the substitute UDBE shall be certified prior to the bid opening on the
Contract.
UDBE Termination
Termination of a COA UDBE (or an approved substitute UDBE) is only allowed in whole or
in part with prior written approval of the Engineer. If the Contractor terminates a COA UDBE
without the written approval of the Engineer, the Contractor shall not be entitled to credit
towards the UDBE COA Goal for any payment for work or material performed/supplied by
the COA UDBE. In addition, sanctions may apply as described elsewhere in this
specification.
The Contractor must have good cause to terminate a COA UDBE.
Good cause typically includes situations where the UDBE Subcontractor is unable or
unwilling to perform the work of its subcontract. Good cause may exist if:
• The UDBE fails or refuses to execute a written contract.
• The UDBE fails or refuses to perform the Work of its subcontract in a way
consistent with normal industry standards.
• The UDBE fails or refuses to meet the Contractor’s reasonable nondiscriminatory
bond requirements.
• The UDBE becomes bankrupt, insolvent, or exhibits credit unworthiness.
• The UDBE is ineligible to work on public works projects because of suspension
and debarment proceedings pursuant to federal law or applicable State law.
• The UDBE voluntarily withdraws from the project, and provides written notice of
its withdrawal.
• The UDBE’s work is deemed unsatisfactory by the Engineer and not in compliance
with the Contract.
• The UDBE’s owner dies or becomes disabled with the result that the UDBE is
unable to complete its Work on the Contract.
Good cause does not exist if:
• The Contractor seeks to terminate a COA UDBE so that the Contractor can self-
perform the Work.
• The Contractor seeks to terminate a COA UDBE so the Contractor can substitute
another DBE contractor or non-DBE contractor after Contract Award.
NE 31st St Bridge Replacement Project SP 53 Special Provisions (Conformed)
TED4003843 2018
• The failure or refusal of the COA UDBE to perform its Work on the subcontract
results from the bad faith or discriminatory action of the Contractor (e.g., the
failure of the Contractor to make timely payments or the unnecessary placing of
obstacles in the path of the UDBE’s Work).
Prior to requesting termination, the Contractor shall give notice in writing to the UDBE with
a copy to the Engineer of its intent to request to terminate UDBE Work and the reasons for
doing so. The UDBE shall have five (5) days to respond to the Contractor’s notice. The
UDBE’s response shall either support the termination or advise the Engineer and the
Contractor of the reasons it objects to the termination of its subcontract.
When a COA UDBE is terminated, or fails to complete its work on the Contract for any
reason, the Contractor shall substitute with another UDBE or provide documentation of
GFE. A plan to achieve the COA UDBE Commitment shall be submitted to the Engineer
within 2 days of the approval of termination or the Contract shall be suspended until such
time the substitution plan is submitted.
Decertification
When a DBE is “decertified” from the DBE program during the course of the Contract, the
participation of that DBE shall continue to count as DBE participation as long as the
subcontract with the DBE was executed prior to the decertification notice. The Contractor
is obligated to substitute when a DBE does not have an executed subcontract agreement
at the time of decertification.
Consequences of Non-Compliance
Breach of Contract
Each contract with a Contractor (and each subcontract the Contractor signs with a
Subcontractor) must include the following assurance clause:
The Contractor, subrecipient, or Subcontractor shall not discriminate on the basis of race,
color, national origin, or sex in the performance of this contract. The Contractor shall carry
out applicable requirements of 49 CFR Part 26 in the award and administration of DOT-
assisted contracts. Failure by the Contractor to carry out these requirements is a material
breach of this Contract, which may result in the termination of this Contract or such other
remedy as the recipient deems appropriate, which may include, but is not limited to:
(1) Withholding monthly progress payments;
(2) Assessing sanctions;
(3) Liquidated damages; and/or
(4) Disqualifying the Contractor from future bidding as non-responsible.
Notice
If the Contractor or any Subcontractor, Consultant, Regular Dealer, or service provider is
deemed to be in non-compliance, the Contractor will be informed in writing, by certified
mail by the Engineer that sanctions will be imposed for failure to meet the UDBE COA
NE 31st St Bridge Replacement Project SP 54 Special Provisions (Conformed)
TED4003843 2018
Commitment and/or submit documentation of good faith efforts. The notice will state the
specific sanctions to be imposed which may include impacting a Contractor or other entity’s
ability to participate in future contracts.
Sanctions
If it is determined that the Contractor’s failure to meet all or part of the UDBE COA Commitment
is due to the Contractor’s inadequate good faith efforts throughout the life of the Contract,
including failure to submit timely, required Good Faith Efforts information and documentation,
the Contractor may be required to pay DBE penalty equal to the amount of the unmet
Commitment, in addition to the sanctions outlined in Section 1-07.11(5).
Payment
Compensation for all costs involved with complying with the conditions of this Specification and
any other associated DBE requirements is included in payment for the associated Contract items
of Work, except otherwise provided in the Specifications.
1-07.12 Federal Agency Inspection
(January 25, 2016 WSDOT GSP)
Section 1-07.12 is supplemented with the following:
Required Federal Aid Provisions
The Required Contract Provisions Federal Aid Construction Contracts (FHWA 1273) Revised May 1,
2012 and the amendments thereto supersede any conflicting provisions of the Standard Specifications
and are made a part of this Contract; provided, however, that if any of the provisions of FHWA 1273,
as amended, are less restrictive than Washington State Law, then the Washington State Law shall
prevail.
The provisions of FHWA 1273, as amended, included in this Contract require that the Contractor insert
the FHWA 1273 and amendments thereto in each Subcontract, together with the wage rates which
are part of the FHWA 1273, as amended. Also, a clause shall be included in each Subcontract requiring
the Subcontractors to insert the FHWA 1273 and amendments thereto in any lower tier Subcontracts,
together with the wage rates. The Contractor shall also ensure that this section, REQUIRED FEDERAL
AID PROVISIONS, is inserted in each Subcontract for Subcontractors and lower tier Subcontractors. For
this purpose, upon request to the Project Engineer, the Contractor will be provided with extra copies
of the FHWA 1273, the amendments thereto, the applicable wage rates, and this Special Provision.
1-07.13 Contractor’s Responsibility for Work
1-07.13(4) Repair of Damage
(August 6, 2001 WSDOT GSP)
Section 1-07.13(4) is revised to read:
The Contractor shall promptly repair all damage to either temporary or permanent work as directed
by the Engineer. For damage qualifying for relief under Sections 1-07.13(1), 1-07.13(2) or 1-07.13(3),
NE 31st St Bridge Replacement Project SP 55 Special Provisions (Conformed)
TED4003843 2018
payment will be made in accordance with Section 1-04.4. Payment will be limited to repair of
damaged work only. No payment will be made for delay or disruption of work.
1-07.18 Public Liability and Property Damage Insurance
Delete this section in its entirety, and replace it with the following:
1-07.18 Insurance
(January 4, 2016 APWA GSP)
1-07.18(1) General Requirements
A. The Contractor shall procure and maintain the insurance described in all subsections of
section 1-07.18 of these Special Provisions, from insurers with a current A.M. Best rating of
not less than A-: VII and licensed to do business in the State of Washington. The Contracting
Agency reserves the right to approve or reject the insurance provided, based on the insurer’s
financial condition.
B. The Contractor shall keep this insurance in force without interruption from the
commencement of the Contractor’s work through the term of the Contract and for thirty (30)
days after the Physical Completion date, unless otherwise indicated below.
C. If any insurance policy is written on a claims made form, its retroactive date, and that of all
subsequent renewals, shall be no later than the effective date of this Contract. The policy
shall state that coverage is claims made, and state the retroactive date. Claims-made form
coverage shall be maintained by the Contractor for a minimum of 36 months following the
Completion Date or earlier termination of this Contract, and the Contractor shall annually
provide the Contracting Agency with proof of renewal. If renewal of the claims made form of
coverage becomes unavailable, or economically prohibitive, the Contractor shall purchase an
extended reporting period (“tail”) or execute another form of guarantee acceptable to the
Contracting Agency to assure financial responsibility for liability for services performed.
D. The Contractor’s Automobile Liability, Commercial General Liability and Excess or Umbrella
Liability insurance policies shall be primary and non-contributory insurance as respects the
Contracting Agency’s insurance, self-insurance, or self-insured pool coverage. Any insurance,
self-insurance, or self-insured pool coverage maintained by the Contracting Agency shall be
excess of the Contractor’s insurance and shall not contribute with it.
E. The Contractor shall provide the Contracting Agency and all additional insureds with written
notice of any policy cancellation, within two business days of their receipts of such notice.
F. The Contractor shall not being work under the Contract until the required insurance has been
obtained and approved by the Contracting Agency.
G. Failure on the part of the Contractor to maintain the insurance as required shall constitute a
material breach of contract, upon which the Contracting Agency may, after giving five
business days’ notice to the Contractor to correct the breach, immediately terminate the
contract or, at its discretion, procure or renew such insurance and pay any and all premiums
NE 31st St Bridge Replacement Project SP 56 Special Provisions (Conformed)
TED4003843 2018
in connection therewith, with any sums so expended to be repaid to the Contracting Agency
on demand, or at the sole discretion of the Contracting Agency, offset against funds due the
Contractor from the Contracting Agency.
H. All costs for insurance shall be incidental to and included in the unit or lump sum prices of the
Contract and no additional payment will be made.
1-07.18(2) Additional Insured
All insurance policies, with the exception of Workers Compensation, and of Professional Liability and
Builder’s Risk (if required by this Contract), shall name the following listed entities as additional
insured(s) using the forms or endorsements required herein:
the Contracting Agency and its officers, elected officials, employees, agents, and volunteers
Consultants hired by the Contracting Agency to provide construction management and inspection
services on this project and provide engineering support during construction of this project:
BergerABAM Inc.; Beyler Consulting, LLC; PanGeo, Inc.; Watershed Science and Engineering, Inc.
Consultants hired by the Contracting Agency to provide environmental support during
construction of this project: DGK Inc. (dba Widener & Associates)
The above-listed entities shall be additional insured(s) for the full available limits of liability
maintained by the Contractor, irrespective of whether such limits maintained by the Contractor are
greater than those required by this Contract, and irrespective of whether the Certificate of Insurance
provided by the Contractor pursuant to 1-07.18(4) describes limits lower than those maintained by
the Contractor.
For Commercial General Liability insurance coverage, the required additional insured endorsements
shall be at least as broad as ISO forms CG 20 10 10 01 for ongoing operations and CG 20 37 10 01 for
completed operations.
1-07.18(3) Subcontractors
The Contractor shall cause each Subcontractor of every tier to provide insurance coverage that
complies with all applicable requirements of the Contractor-provided insurance as set forth herein,
except the Contractor shall have sole responsibility for determining the limits of coverage required to
be obtained by Subcontractors.
The Contractor shall ensure that all Subcontractors of every tier add all entities listed in 1-07.18(2) as
additional insureds, and provide proof of such on the policies as required by that section as detailed
in 1-07.18(2) using an endorsement as least as broad as ISO CG 20 10 10 01 for ongoing operations
and CG 20 37 10 01 for completed operations.
Upon request by the Contracting Agency, the Contractor shall forward to the Contracting Agency
evidence of insurance and copies of the additional insured endorsements of each Subcontractor of
every tier as required in 1-07.18(4) Verification of Coverage.
NE 31st St Bridge Replacement Project SP 57 Special Provisions (Conformed)
TED4003843 2018
1-07.18(4) Evidence of Insurance
The Contractor shall deliver to the Contracting Agency a Certificate(s) of Insurance and endorsements
for each policy of insurance meeting the requirements set forth herein when the Contractor delivers
the signed Contract for the work. Failure of Contracting Agency to demand such verification of
coverage with these insurance requirements or failure of the Contracting Agency to identify a
deficiency from the insurance documentation provided shall not be construed as a waiver of
Contractor’s obligation to maintain such insurance.
Verification of coverage shall include:
1. An ACORD certificate or a form determined by the Contracting Agency to be equivalent.
2. Copies of all endorsements naming Contracting Agency and all other entities listed in 1-07.18(2)
as additional insured(s), showing the policy number. The Contractor may submit a copy of any
blanket additional insured clause from its policies instead of a separate endorsement.
3. Any other amendatory endorsements to show the coverage required herein.
4. A notation of coverage enhancements on the Certificate of Insurance shall not satisfy these
requirements – actual endorsements must be submitted.
Upon request by the Contracting Agency, the Contractor shall forward to the Contracting Agency a
full and certified copy of the insurance policy(s). If Builders Risk insurance is required on this Project,
a full and certified copy of that policy is required when the Contractor delivers the signed Contract for
the work.
1-07.18(5) Coverages and Limits
The insurance shall provide the minimum coverages and limits set forth below. Contractor’s
maintenance of insurance, its scope of coverage, and limits as required herein shall not be construed
to limit the liability of the Contractor to the coverage provided by such insurance, or otherwise limit
the Contracting Agency’s recourse to any remedy available at law or in equity.
All deductibles and self-insured retentions must be disclosed and are subject to approval by the
Contracting Agency. The cost of any claim payments falling within the deductible or self-insured
retention shall be the responsibility of the Contractor. In the event an additional insured incurs a
liability subject to any policy’s deductibles or self-insured retention, said deductibles or self-insured
retention shall be the responsibility of the Contractor.
1-07.18(5)A Commercial General Liability
Commercial General Liability Insurance shall be written on coverage forms at least as broad as ISO
occurrence form CG 00 01, including but not limited to liability arising from premises, operations, stop
gap liability, independent contractors, products-completed operations, personal and advertising
injury, and liability assumed under an insured contract. There shall be no exclusion for liability arising
from explosion, collapse or underground property damage.
NE 31st St Bridge Replacement Project SP 58 Special Provisions (Conformed)
TED4003843 2018
The Commercial General Liability insurance shall be endorsed to provide a per project general
aggregate limit, using ISO form CG 25 03 05 09 or an equivalent endorsement.
Contractor shall maintain Commercial General Liability Insurance arising out of the Contractor’s
completed operations for at least three years following Substantial Completion of the Work.
Such policy must provide the following minimum limits:
$1,000,000 Each Occurrence
$2,000,000 General Aggregate
$2,000,000 Products & Completed Operations Aggregate
$1,000,000 Personal & Advertising Injury, each offence
$1,000,000 Stop Gap / Employers’ Liability each accident
1-07.18(5)B Automobile Liability
Automobile Liability shall cover owned, non-owned, hired, and leased vehicles; and shall be written
on a coverage form at least as broad as ISO form CA 00 01. If the work involves the transport of
pollutants, the automobile liability policy shall include MCS 90 and CA 99 48 endorsements.
Such policy must provide the following minimum limit:
$1,000,000 Combined single limit each accident
1-07.18(5)C Workers’ Compensation
The Contractor shall comply with Workers’ Compensation coverage as required by the Industrial
Insurance laws of the state of Washington.
1-07.23 Public Convenience and Safety
1-07.23(1) Construction Under Traffic
(January 2, 2012 WSDOT GSP)
Section 1-07.23(1) is supplemented with the following:
Work Zone Clear Zone
The Work Zone Clear Zone (WZCZ) applies during working and nonworking hours. The WZCZ
applies only to temporary roadside objects introduced by the Contractor’s operations and does
not apply to preexisting conditions or permanent Work. Those work operations that are actively
in progress shall be in accordance with adopted and approved Traffic Control Plans, and other
contract requirements.
During nonworking hours equipment or materials shall not be within the WZCZ unless they are
protected by permanent guardrail or temporary concrete barrier. The use of temporary concrete
barrier shall be permitted only if the Engineer approves the installation and location.
NE 31st St Bridge Replacement Project SP 59 Special Provisions (Conformed)
TED4003843 2018
During actual hours of work, unless protected as described above, only materials absolutely
necessary to construction shall be within the WZCZ and only construction vehicles absolutely
necessary to construction shall be allowed within the WZCZ or allowed to stop or park on the
shoulder of the roadway.
The Contractor's nonessential vehicles and employees private vehicles shall not be permitted to
park within the WZCZ at any time unless protected as described above.
Deviation from the above requirements shall not occur unless the Contractor has requested the
deviation in writing and the Engineer has provided written approval.
Minimum WZCZ distances are measured from the edge of traveled way and will be determined
as follows:
Regulatory
Posted Speed
Distance From
Traveled Way
(Feet)
35 mph or less 10 *
40 mph 15
45 to 55 mph 20
60 mph or greater 30
* or 2-feet beyond the outside edge of sidewalk
Minimum Work Zone Clear Zone Distance
1-07.23(3) Construction and Street Closure
(******)
Section 1-07.23(3) is an added new Section:
The project is located in a remote area of the City, on a low volume road, that serves as the only public
access route for a handful of residences. Since the project consists of replacement of an existing bridge
with a new bridge, without a temporary crossing over the creek, a full closure of the street at the
project location, is anticipated and will be allowed. A Street Closure Period is defined as a full street
closure 24-hours per day, for consecutive days, over an extended period of time.
The Contractor will be allowed one Street Closure Period that shall not exceed 89 consecutive
calendar days.
The Street Closure Period shall be highlighted in the Progress Schedule. The Contractor shall inform
the Engineer in writing of the start date for the Street Closure Period, fourteen (14) calendar days in
advance of the actual start date. The Contractor shall not begin the Street Closure Period until the
Contractor receives authorization from the Engineer.
The Contractor shall install road closure signage, seven (7) calendar days in advance of the actual start
date. The signs shall be fabricated as shown in the plans and installed at locations as shown in the
plans.
NE 31st St Bridge Replacement Project SP 60 Special Provisions (Conformed)
TED4003843 2018
Refer to the plans for the proposed construction sequence. The following work activities are
anticipated to occur during the Street Closure Period:
1. Removal of trees, sawcutting, removal of asphalt, trench excavation for new bridge foundation.
2. Installation of steel sheet piles and round piles.
3. Installation of concrete abutment cap beams and sheet pile wall concrete cap beams (lower
sections, below the new superstructure).
4. Removal of existing bridge and associated roadway and roadway fill.
5. Grading and placement of streambed materials.
6. Placement of grout and bearing pads.
7. Installation of precast prestressed concrete voided slab girders.
8. Construction of back walls on the concrete abutment cap beams.
9. Construction of sheet pile wall concrete cap beams (upper sections, adjacent to the new
superstructure).
10. Construction of the approaches to the bridge.
11. Paving the approaches and bridge deck.
12. Installation of bridge rail, transitions, guardrail and end terminals.
With the exception of the Street Closure Period described above, the Contractor shall maintain a
minimum of one lane of travel, through the project site. At the end of each work day, the road shall
be re-opened to two-way traffic.
If the Engineer determines that any lane closure is not warranted (e.g. due to a lack of construction
activities, etc.), the Contractor shall re-open the lane(s), as directed by the Engineer.
1-07.24 Rights of Way
(July 23, 2015 APWA GSP)
Delete this section and replace it with the following:
Street Right of Way lines, limits of easements, and limits of construction permits are indicated in the
Plans. The Contractor’s construction activities shall be confined within these limits, unless
arrangements for use of private property are made.
Generally, the Contracting Agency will have obtained, prior to bid opening, all rights of way and
easements, both permanent and temporary, necessary for carrying out the work. Exceptions to this
are noted in the Bid Documents or will be brought to the Contractor’s attention by a duly issued
Addendum.
Whenever any of the work is accomplished on or through property other than public Right of Way,
the Contractor shall meet and fulfill all covenants and stipulations of any easement agreement
obtained by the Contracting Agency from the owner of the private property. Copies of the easement
agreements may be included in the Contract Provisions or made available to the Contractor as soon
as practical after they have been obtained by the Engineer.
Whenever easements or rights of entry have not been acquired prior to advertising, these areas are
so noted in the Plans. The Contractor shall not proceed with any portion of the work in areas where
right of way, easements or rights of entry have not been acquired until the Engineer certifies to the
NE 31st St Bridge Replacement Project SP 61 Special Provisions (Conformed)
TED4003843 2018
Contractor that the right of way or easement is available or that the right of entry has been received.
If the Contractor is delayed due to acts of omission on the part of the Contracting Agency in obtaining
easements, rights of entry or right of way, the Contractor will be entitled to an extension of time. The
Contractor agrees that such delay shall not be a breach of contract.
Each property owner shall be given 48 hours notice prior to entry by the Contractor. This includes
entry onto easements and private property where private improvements must be adjusted.
The Contractor shall be responsible for providing, without expense or liability to the Contracting
Agency, any additional land and access thereto that the Contractor may desire for temporary
construction facilities, storage of materials, or other Contractor needs. However, before using any
private property, whether adjoining the work or not, the Contractor shall file with the Engineer a
written permission of the private property owner, and, upon vacating the premises, a written release
from the property owner of each property disturbed or otherwise interfered with by reasons of
construction pursued under this contract. The statement shall be signed by the private property
owner, or proper authority acting for the owner of the private property affected, stating that
permission has been granted to use the property and all necessary permits have been obtained or, in
the case of a release, that the restoration of the property has been satisfactorily accomplished. The
statement shall include the parcel number, address, and date of signature. Written releases must be
filed with the Engineer before the Completion Date will be established.
1-08 PROSECUTION AND PROGRESS
Add the following new section:
1-08.0 Preliminary Matters
(May 25, 2006 APWA GSP)
Add the following new section:
1-08.0(1) Preconstruction Conference
(October 10, 2008 APWA GSP)
Prior to the Contractor beginning the work, a preconstruction conference will be held between the
Contractor, the Engineer and such other interested parties as may be invited. The purpose of the
preconstruction conference will be:
1. To review the initial progress schedule;
2. To establish a working understanding among the various parties associated or affected by the
work;
3. To establish and review procedures for progress payment, notifications, approvals,
submittals, etc.;
4. To establish normal working hours for the work;
5. To review safety standards and traffic control;
6. To discuss such other related items as may be pertinent to the work;
The Contractor shall prepare and submit at the preconstruction meeting the following:
NE 31st St Bridge Replacement Project SP 62 Special Provisions (Conformed)
TED4003843 2018
1. A breakdown of all lump sum items;
2. A preliminary schedule of working drawing submittals; and
3. A list of material sources for approval if applicable.
Add the following new section:
1-08.0(2) Hours of Work
(December 8, 2014 APWA GSP)
Except in the case of emergency or unless otherwise approved by the Engineer, the normal working
hours for the Contract shall be any consecutive 8-hour period between 7:00 a.m. and 6:00 p.m.
Monday through Friday, exclusive of a lunch break. If the Contractor desires different than the normal
working hours stated above, the request must be submitted in writing prior to the preconstruction
conference, subject to the provisions below. The working hours for the Contract shall be established
at or prior to the preconstruction conference.
All working hours and days are also subject to local permit and ordinance conditions (such as noise
ordinances).
If the Contractor wishes to deviate from the established working hours, the Contractor shall submit a
written request to the Engineer for consideration. This request shall state what hours are being
requested, and why. Requests shall be submitted for review no later than 2 weeks prior to the day(s)
the Contractor is requesting to change the hours.
If the Contracting Agency approves such a deviation, such approval may be subject to certain other
conditions, which will be detailed in writing. For example.
1. On non-Federal aid projects, requiring the Contractor to reimburse the Contracting Agency for
the costs in excess of straight-time costs for Contracting Agency representatives who worked
during such times. (The Engineer may require designated representatives to be present during
the work. Representatives who may be deemed necessary by the Engineer include, but are not
limited to: survey crews; personnel from the Contracting Agency’s material testing lab; inspectors;
and other Contracting Agency employees or third party consultants when, in the opinion of the
Engineer, such work necessitates their presence.)
2. Considering the work performed on Saturdays, Sundays, and holidays as working days with regard
to the contract time.
3. Considering multiple work shifts as multiple working days with respect to contract time even
though the multiple shifts occur in a single 24-hour period.
4. If a 4-10 work schedule is requested and approved the non-working day for the week will be
charged as a working day.
5. If David Bacon wage rates apply to this Contract, all requirements must be met and recorded
properly on certified payroll.
NE 31st St Bridge Replacement Project SP 63 Special Provisions (Conformed)
TED4003843 2018
1-08.1 Subcontracting
(October 12, 1998 WSDOT GSP)
Section 1-08.1 is supplemented with the following:
Prior to any subcontractor or lower tier subcontractor beginning work, the Contractor shall submit to
the Engineer a certification (WSDOT Form 420-004) that a written agreement between the Contractor
and the subcontractor or between the subcontractor and any lower tier subcontractor has been
executed. This certification shall also guarantee that these subcontract agreements include all the
documents required by the Special Provision Federal Agency Inspection.
A Subcontractor or lower tier Subcontractor will not be permitted to perform any work under the
contract until the following documents have been completed and submitted to the Engineer:
1. Request to Sublet Work (Form 421-012), and
2. Contractor and Subcontractor or Lower Tier Subcontractor Certification for Federal-aid Projects
(Form 420-004).
The Contractor's records pertaining to the requirements of this Special Provision shall be open to
inspection or audit by representatives of the Contracting Agency during the life of the contract and for
a period of not less than three years after the date of acceptance of the contract. The Contractor shall
retain these records for that period. The Contractor shall also guarantee that these records of all
Subcontractors and lower tier Subcontractors shall be available and open to similar inspection or audit
for the same time period.
1-08.3 Progress Schedule
1-08.3(2)B Type B Progress Schedule
(March 13, 2012 APWA GSP)
Revise the first paragraph to read:
The Contractor shall submit a preliminary Type B Progress Schedule at or prior to the preconstruction
conference. The preliminary Type B Progress Schedule shall comply with all of these requirement and
the requirements of Section 1-08.3(1), except that it may be limited to only those activities occurring
with the first 60-working days of the project.
Revise the first sentence of the second paragraph to read:
The Contractor shall submit 5 copies of a Type B Progress Schedule depicting the entire project no
later than 21-calendar days after the preconstruction conference.
1-08.4 Prosecution of the Work
Delete this section in its entirety, and replace it with the following:
NE 31st St Bridge Replacement Project SP 64 Special Provisions (Conformed)
TED4003843 2018
1-08.4 Notice to Proceed and Prosecution of Work
(July 23, 2015 APWA GSP)
Notice to Proceed will be given after the contract has been executed and the contract bond and
evidence of insurance have been approved and filed by the Contracting Agency. The Contractor shall
not commence with the work until the Notice to Proceed has been given by the Engineer. The
Contractor shall commence construction activities on the project site within ten days of the Notice to
Proceed Date, unless otherwise approved in writing. The Contractor shall diligently pursue the work
to the physical completion date within the time specified in the contract. Voluntary shutdown or
slowing of operations by the Contractor shall not relieve the Contractor of the responsibility to
complete the work within the time(s) specified in the contract.
When shown in the Plans, the first order of work shall be the installation of high visibility fencing to
delineate all areas for protection or restoration, as described in the Contract. Installation of high
visibility fencing adjacent to the roadway shall occur after the placement of all necessary signs and
traffic control devices in accordance with 1-10.1(2). Upon construction of the fencing, the Contractor
shall request the Engineer to inspect the fence. No other work shall be performed on the site until the
Contracting Agency has accepted the installation of high visibility fencing, as described in the Contract.
1-08.5 Time for Completion
(March 13, 1995 WSDOT GSP)
Section 1-08.5 is supplemented with the following:
This project shall be physically completed within 80 working days.
(September 12, 2016 APWA GSP, Option A)
Revise the third and fourth paragraphs to read:
Contract time shall begin on the first working day following the Notice to Proceed Date.
Each working day shall be charged to the contract as it occurs, until the contract work is physically
complete. If substantial completion has been granted and all the authorized working days have been
used, charging of working days will cease. Each week the Engineer will provide the Contractor a
statement that shows the number of working days: (1) charged to the contract the week before; (2)
specified for the physical completion of the contract; and (3) remaining for the physical completion of
the contract. The statement will also show the nonworking days and any partial or whole day the
Engineer declares as unworkable. Within 10 calendar days after the date of each statement, the
Contractor shall file a written protest of any alleged discrepancies in it. To be considered by the
Engineer, the protest shall be in sufficient detail to enable the Engineer to ascertain the basis and
amount of time disputed. By not filing such detailed protest in that period, the Contractor shall be
deemed as having accepted the statement as correct. If the Contractor is approved to work 10 hours
a day and 4 days a week (a 4-10 schedule) and the fifth day of the week in which a 4-10 shift is worked
would ordinarily be charged as a working day then the fifth day of that week will be charged as a
working day whether or not the Contractor works on that day.
NE 31st St Bridge Replacement Project SP 65 Special Provisions (Conformed)
TED4003843 2018
Revise the sixth paragraph to read:
The Engineer will give the Contractor written notice of the completion date of the contract after all
the Contractor’s obligations under the contract have been performed by the Contractor. The
following events must occur before the Completion Date can be established:
1. The physical work on the project must be complete; and
2. The Contractor must furnish all documentation required by the contract and required by law, to
allow the Contracting Agency to process final acceptance of the contract. The following
documents must be received by the Project Engineer prior to establishing a completion date:
a. Certified Payrolls (per Section 1-07.9(5)).
b. Material Acceptance Certification Documents.
c. Monthly Reports of Amounts Credited as DBE Participation, as required by the Contract
Provisions.
d. Final Contract Voucher Certification
e. Copies of the approved “Affidavit of Prevailing Wages Paid” for the Contractor and all
Subcontractors
f. Property owner releases per Section 1-07.24
1-08.6 Suspension of Work
(January 2, 2018 WSDOT GSP)
Section 1-08.6 is supplemented with the following:
Contract time may be suspended for procurement of critical materials (Procurement Suspension). In
order to receive a Procurement Suspension, the Contractor shall within 21 calendar days after
execution by the Contracting Agency, place purchase orders for all materials deemed critical by the
Contracting Agency for physical completion of the contract. The Contractor shall provide copies of
purchase orders for the critical materials. Such purchase orders shall disclose the purchase order date
and estimated delivery dates for such critical material.
The Contractor shall show procurement of the materials listed below as activities in the Progress
Schedule. If the approved Progress Schedule indicates that the materials procurement are critical
activities, and if the Contractor has provided documentation that purchase orders are placed for the
critical materials within the prescribed 21 calendar days, then contract time will be suspended upon
physical completion of all critical work except that work dependent upon the below listed critical
materials:
*** Prestressed Conc. Girder – 30” Voided Slab
Furnishing Steel Sheet Piling
Furnishing Conc. Piling (24” Dia) ***
NE 31st St Bridge Replacement Project SP 66 Special Provisions (Conformed)
TED4003843 2018
Charging of contract time will resume upon delivery of the critical materials to the Contractor or 120
calendar days after execution by the Contracting Agency, whichever occurs first.
1-08.9 Liquidated Damages
(August 14, 2013 APWA GSP)
Revise the fourth paragraph to read:
When the Contract Work has progressed to Substantial Completion as defined in the Contract, the
Engineer may determine that the work is Substantially Complete. The Engineer will notify the
Contractor in writing of the Substantial Completion Date. For overruns in Contract time occurring after
the date so established, the formula for liquidated damages shown above will not apply. For overruns
in Contract time occurring after the Substantial Completion Date, liquidated damages shall be
assessed on the basis of direct engineering and related costs assignable to the project until the actual
Physical Completion Date of all the Contract Work. The Contractor shall complete the remaining Work
as promptly as possible. Upon request by the Project Engineer, the Contractor shall furnish a written
schedule for completing the physical Work on the Contract.
1-09 MEASUREMENT AND PAYMENT
1-09.2(5) Measurement
(May 2, 2017 APWA GSP)
Revise the first paragraph to read:
Scale Verification Checks – At the Engineer’s discretion, the Engineer may perform verification checks
on the accuracy of each batch, hopper, or platform scale used in weighing contract items of Work.
1-09.6 Force Account
(October 10, 2008 APWA GSP)
Supplement this section with the following:
The Contracting Agency has estimated and included in the Proposal, dollar amounts for all items to
be paid per force account, only to provide a common proposal for Bidders. All such dollar amounts
are to become a part of Contractor's total bid. However, the Contracting Agency does not warrant
expressly or by implication, that the actual amount of work will correspond with those estimates.
Payment will be made on the basis of the amount of work actually authorized by Engineer.
1-09.9 Payments
(March 13, 2012 APWA GSP)
Delete the first four paragraphs and replace them with the following:
The basis of payment will be the actual quantities of Work performed according to the Contract and
as specified for payment.
NE 31st St Bridge Replacement Project SP 67 Special Provisions (Conformed)
TED4003843 2018
The Contractor shall submit a breakdown of the cost of lump sum bid items at the Preconstruction
Conference, to enable the Project Engineer to determine the Work performed on a monthly basis. A
breakdown is not required for lump sum items that include a basis for incremental payments as part
of the respective Specification. Absent a lump sum breakdown, the Project Engineer will make a
determination based on information available. The Project Engineer’s determination of the cost of
work shall be final.
Progress payments for completed work and material on hand will be based upon progress estimates
prepared by the Engineer. A progress estimate cutoff date will be established at the preconstruction
conference.
The initial progress estimate will be made not later than 30 days after the Contractor commences the
work, and successive progress estimates will be made every month thereafter until the Completion
Date. Progress estimates made during progress of the work are tentative, and made only for the
purpose of determining progress payments. The progress estimates are subject to change at any time
prior to the calculation of the final payment.
The value of the progress estimate will be the sum of the following:
1. Unit Price Items in the Bid Form — the approximate quantity of acceptable units of work
completed multiplied by the unit price.
2. Lump Sum Items in the Bid Form — based on the approved Contractor’s lump sum breakdown for
that item, or absent such a breakdown, based on the Engineer’s determination.
3. Materials on Hand — 100 percent of invoiced cost of material delivered to Job site or other
storage area approved by the Engineer.
4. Change Orders — entitlement for approved extra cost or completed extra work as determined by
the Engineer.
Progress payments will be made in accordance with the progress estimate less:
1. Retainage per Section 1-09.9(1), on non FHWA-funded projects;
2. The amount of progress payments previously made; and
3. Funds withheld by the Contracting Agency for disbursement in accordance with the Contract
Documents.
Progress payments for work performed shall not be evidence of acceptable performance or an
admission by the Contracting Agency that any work has been satisfactorily completed. The
determination of payments under the contract will be final in accordance with Section 1-05.1.
1-09.9(1) Retainage
(June 27, 2011 WSDOT GSP)
Section 1-09.9(1) content and title is deleted and replaced with the following:
NE 31st St Bridge Replacement Project SP 68 Special Provisions (Conformed)
TED4003843 2018
Vacant
1-09.11(3) Time Limitation and Jurisdiction
(July 23, 2015 APWA GSP)
Revise this section to read:
For the convenience of the parties to the Contract it is mutually agreed by the parties that any claims
or causes of action which the Contractor has against the Contracting Agency arising from the Contract
shall be brought within 180 calendar days from the date of final acceptance (Section 1-05.12) of the
Contract by the Contracting Agency; and it is further agreed that any such claims or causes of action
shall be brought only in the Superior Court of the county where the Contracting Agency headquarters
is located, provided that where an action is asserted against a county, RCW 36.01.05 shall control
venue and jurisdiction. The parties understand and agree that the Contractor’s failure to bring suit
within the time period provided, shall be a complete bar to any such claims or causes of action. It is
further mutually agreed by the parties that when any claims or causes of action which the Contractor
asserts against the Contracting Agency arising from the Contract are filed with the Contracting Agency
or initiated in court, the Contractor shall permit the Contracting Agency to have timely access to any
records deemed necessary by the Contracting Agency to assist in evaluating the claims or action.
1-09.13 Claim Resolution
1-09.13(3)A Administration of Arbitration
(July 23, 2015 APWA GSP)
Revise the third paragraph to read:
The Contracting Agency and the Contractor mutually agree to be bound by the decision of the
arbitrator, and judgment upon the award rendered by the arbitrator may be entered in the Superior
Court of the county in which the Contracting Agency’s headquarters is located, provided that where
claims subject to arbitration are asserted against a county, RCW 36.01.05 shall control venue and
jurisdiction of the Superior Court. The decision of the arbitrator and the specific basis for the decision
shall be in writing. The arbitrator shall use the Contract as a basis for decisions.
1-10 TEMPORARY TRAFFIC CONTROL
1-10.2 Traffic Control Management
1-10.2(1) General
(January 3, 2017 WSDOT GSP)
Section 1-10.2(1) is supplemented with the following:
Only training with WSDOT TCS card and WSDOT training curriculum is recognized in the State of
Washington. The Traffic Control Supervisor shall be certified by one of the following:
The Northwest Laborers-Employers Training Trust
27055 Ohio Ave.
NE 31st St Bridge Replacement Project SP 69 Special Provisions (Conformed)
TED4003843 2018
Kingston, WA 98346
(360) 297-3035
Evergreen Safety Council
12545 135th Ave. NE.
Kirkland, WA 98034-8709
1-800-521-0778 or
The American Traffic Safety Services Association
15 Riverside Parkway, Suite 100
Fredericksburg, Virginia 22406-1022
Training Dept. Toll Free (877) 642-4637
Phone: (540) 368-1701
1-10.4 Measurement
1-10.4(3) Reinstation Unit Items With Lump Sum Traffic Control
(WSDOT GSP August 2, 2004)
Section 1-10.4(3) is supplemented with the following:
The bid proposal contains the item “Project Temporary Traffic Control.” Lump sum and the additional
temporary traffic control items listed below. The provisions of Section 1-10.4(1), Section 1-10.4(3),
and Section 1-10.5(3) shall apply.
“Flaggers”
“Other Traffic Control Labor”
“Construction Signs Class A”
END OF DIVISION 1
NE 31st St Bridge Replacement Project SP 70 Special Provisions (Conformed)
TED4003843 2018
DIVISION 2 - EARTHWORK
2-01 CLEARING, GRUBBING, AND ROADSIDE CLEANUP
2-01.1 Description
Section 2-01.1 is supplemented with the following:
(March 13, 1995 WSDOT GSP)
Clearing and grubbing on this project shall be performed within the following limits:
*** The limits of clearing and grubbing are as shown in the Plans. The Contractor shall preserve trees
and vegetation where required in the Plans. Where, in the opinion of the Engineer, any trees abutting
or adjacent to the limits of clearing and grubbing are damaged and require removal, the Contractor
shall remove such trees at no additional cost. The trunks and rootwads of three (3) existing trees within
the clearing and grubbing limits are to be utilized as Fish Habitat Logs. These trees will be marked in
the field by the Engineer. Refer to Special Provision Section 8-26.2 for information and requirements.
***
2-01.3 Construction Requirements
2-01.3(4) Roadside Cleanup
Section 2-01.3(4) is supplemented with the following:
(January 5, 1998 WSDOT GSP)
*** Restore and vegetate staging, clearing, grubbing, and any disturbed areas. ***
2-01.3(5) Invasive Plant Removal
Section 2-01.3(5) is a new section:
(******)
Invasive plants along the banks of May Creek, within the project clearing and grading limits shown on
the plans, shall be removed as directed by the Engineer. Once removed, the invasive plant material
shall be hauled to the nearest King County Solid Waste Transfer Station for disposal. The invasive plant
material shall not be stockpiled on the project site for disposal at a later time and/or date.
2-01.4 Measurement
Section 2-01.4 is supplemented with the following:
(******)
“Invasive Plant Removal” shall be by Force Account.
2-01.5 Payment
Section 2-01.5 is supplemented with the following:
NE 31st St Bridge Replacement Project SP 71 Special Provisions (Conformed)
TED4003843 2018
(******)
“Invasive Plant Removal”, shall be performed by Force Account as provided in Section 1-09.6. For the
purpose of providing a common Proposal for all Bidders, the Contracting Agency has entered an
amount for “Invasive Plant Removal” in the Proposal to become a part of the total Bid by the
Contractor.
2-02 REMOVAL OF STRUCTURES AND OBSTRUCTIONS
2-02.2 Removal and Disposal of Treated Timber Piles
Section 2-02.2 is supplemented with the following:
(******)
Timber piles treated may be encountered during excavation activities within the existing roadway
prism. If encountered, the Contractor shall notify the Engineer immediately. The Contractor shall
remove of these piles as directed by the Engineer. The Contractor shall dispose of these piles per the
requirements of Section 1-07.5 of the Special Provisions.
2-02.3 Construction Requirements
2-02.3(2) Removal of Bridges, Box Culverts, and other Drainage Structures
Section 2-02.3(2) is supplemented with the following:
(******)
Remove Existing Bridge
The existing bridge shown in the plans to be removed is identified by the following information:
Structure ID (FHWA): 08557300
Bridge Number: Renton-23
Bridge Name: NE 31st Street Bridge
All available record drawings of the bridge are included in Appendix D of the Contract Provisions, along
with a copy of the latest bridge inspection report and bridge load rating.
The Contractor shall remove the existing bridge and dispose of all demolished materials. Remove
Existing Bridge includes the removal and disposal of following elements of the existing bridge:
· All guardrail/associated posts installed on the bridge and guardrail/associated posts installed
along the approaches to the bridge, including the guardrail end terminals.
· All traffic control signage/associated posts, installed on the bridge and/or along the bridge
approaches.
· Removing existing weight limit sign.
· All asphalt concrete pavement located on top of the concrete girders.
· All superstructure elements, including but not limited to, the concrete girders and steel anchor
rods.
NE 31st St Bridge Replacement Project SP 72 Special Provisions (Conformed)
TED4003843 2018
· All substructure elements, including but not limited to, the timber pier caps, timber piles,
temporary timber shoring posts and associated cribbing pads, all timber planks/boards that
comprise the abutment walls and wing walls, timber bracing between bridge piers. Most of the
timber elements in the substructure are treated timber.
(January 2, 2018 WSDOT GSP)
Requirements for Closing Bridge to Traffic Prior to Beginning Removal
The Contractor shall not close the existing bridge to traffic, and shall not begin bridge removal
operations, until the following conditions are met:
1. The Contractor’s bridge demolition plan Working Drawing submittal has been processed and all
comments from the Engineer have been addressed.
2. The Contractor has received the Engineer's acceptance of all shop drawings and materials
submittals for materials required for the work to be executed during the closure.
3. The Contractor has submitted a Type 1 Working Drawing consisting of a report on the status of
material delivery. The report shall specify the materials already available at the site, the materials
yet to arrive at the site, and the scheduled delivery dates of the materials yet to arrive at the site,
with written verification from the supplier or copies of confirmed purchase orders indicating the
delivery dates of the materials yet to arrive at the site.
4. The Contractor shall provide an updated progress schedule in accordance with Section 1-08.3
confirming that the scheduled delivery of materials will meet the schedule to complete the work
within the allowed time. The Contractor shall supplement the progress schedule with a written
narrative describing the assumed production rates and planned resource allocations that support
the bridge construction activity durations provided in the progress schedule.
5. The Contractor has received the Engineer’s concurrence to proceed.
(******)
Requirements for Demolishing Bridge Superstructure
The bridge demolition plan shall include a containment system for removal of the bridge
superstructure. The superstructure demo containment system shall be designed to prevent debris
from entering May Creek during superstructure demolition. The existing bridge substructure may be
utilized to support the containment system for superstructure demolition.
(******)
Requirements for Demolishing Bridge Substructure
The bridge demolition plan shall include detailed steps for removal of the bridge substructure. All
treated timber shall be removed and properly disposed of. No demolition debris may enter May Creek.
2-02.3(2)A Bridge Removal
2-02.3(2)A1 Bridge Demolition Plan Submittal
Section 2-02.3(2)A1 is supplemented with the following:
NE 31st St Bridge Replacement Project SP 73 Special Provisions (Conformed)
TED4003843 2018
(******)
All costs incurred by the Contractor to develop, submit and obtain approval of the bridge demolition
plan from the Engineer, are incidental to the bid item “Remove Existing Bridge”.
2-02.3(2)A4 Removal of Treated Timber Piles in Bridge Substructure
Section 2-02.3(2)A4 is a new section.
(******)
Vibratory extraction shall be utilized to remove the existing treated timber piling that constitutes the
bridge substructure (15 piles total). If during the course of vibratory extraction a pile breaks at or just
above the mudline and cannot be removed using additional vibratory extraction, the Contractor shall
stop removal operations on that pile, notify the Engineer and continue operations to remove the
remaining piles.
The crane operator shall be experienced in pile removal. Piles shall be removed slowly to minimize
turbidity in the water that may be in contact with the pile, as well as sediment disturbance. Pulled
pile shall be placed in a containment basin to capture any adhering sediment. The pile shall be
placed immediately in the containment basin upon removal from the substrate. The pile shall not be
shaken, hosed-off, left hanging to drip or any other action intended to clean or remove adhering
material from the pile, outside of the containment basin.
The Containment basin shall be constructed of durable plastic sheeting with continuous sidewalls
support by hay bales, ecology blocks, other non-contaminated materials, or support structure to
contain all sediment and creosote.
Piles shall be cut into lengths as required by the disposal company. Any sawdust generated when
cutting up the piling shall be contained and property disposed of. The piling, sediment, absorbent
pads, construction residue (e.g. sawdust) and plastic sheeting from the containment basin shall be
disposed of per the requirements of Section 1-07.5 of the Special Provisions.
2-02.3(3) Removal of Pavement, Sidewalks, Curbs, and Gutters
Section 2-02.3(3) is supplemented with the following:
(******)
Where shown in the plans or where designated by the Engineer, the Contractor shall remove asphalt
concrete pavement. Prior to removal, the Contractor shall make a full-depth sawcut to delineate the
areas of pavement removal from those areas of pavement to remain. The Engineer shall approve the
equipment and procedures used to make the full-depth sawcut. No wastewater from the sawcutting
operation shall be released directly to any stream or storm sewer system.
The removed pavement shall become the property of the Contractor and shall be removed from the
project. Damage caused to portions of the pavement to remain, due to the Contractor’s operation,
shall be repaired by the Contractor at the Contractor’s expense and to the satisfaction of the Engineer.
The removal of asphalt concrete pavement includes removal of all asphalt concrete as designated in
the plans and is not part of the “Roadway Excavation Including Haul”.
NE 31st St Bridge Replacement Project SP 74 Special Provisions (Conformed)
TED4003843 2018
(September 8, 1997 WSDOT GSP)
The approximate thickness of the *** asphalt conc. *** pavement is *** four (4) inches ***.
2-02.4 Measurement
Section 2-02.4 is supplemented with the following:
(******)
“Sawcutting” existing asphalt concrete pavement shall be measured per linear foot, full depth.
The existing asphalt concrete pavement depth ranges from 0-inches to 6-inches.
“Removing Asphalt Conc. Pavement” will be measured by the square yard.
2-02.5 Payment
Section 2-02.5 is supplemented by the following:
(******)
“Remove Existing Bridge”, lump sum.
The lump sum unit price includes all the materials, labor, and preparation required to remove the
existing bridge as described in these special provisions.
“Sawcutting”, per linear foot.
“Removal and Disposal of Treated Timber Piles”, shall be performed by Force Account as provided in
Section 1-09.6. For the purpose of providing a common Proposal for all Bidders, the Contracting
Agency has entered an amount for “Removal and Disposal of Treated Timber Piles” in the Proposal to
become a part of the total Bid by the Contractor.
"Removing Asphalt Conc. Pavement", per square yard.
The removal of asphalt concrete pavement shall not be paid for as part of “Roadway Excavation
Including Haul”.
2-03 ROADWAY EXCAVATION AND EMBANKMENT
2-03.3 Construction Requirements
2-03.3(20) Excavation at Embankments adjacent to Stream Channel
Section 2-03.3(20) is a new section:
(******)
“Roadway Excavation Including Haul” includes the excavation of the embankments, existing
revetment, and untreated timber piles adjacent to the stream channel and new bridge abutments.
Roadway Excavation Including Haul does not include the removal of asphalt concrete pavement. Since
NE 31st St Bridge Replacement Project SP 75 Special Provisions (Conformed)
TED4003843 2018
the depth of excavation for these areas might be deeper than water level of May Creek, these areas
will need to be isolated from May Creek prior to achieving the final excavation depths.
The Contractor shall submit a Type 3 Working Drawing consisting of an Embankment Excavation
Isolation Plan. The system shall be designed to prevent turbid water in excavated areas from entering
May Creek and May Creek from entering excavated areas. Portable, submersible pump(s) and hoses
may be necessary to dewater the excavated areas. Dewatering operations shall be conducted in a
manner that does not violate the Federal Clean Water Act or Washington State Surface Water Quality
Standards. Water from dewatering operations may be discharged within the Special Use Permit Area
shown in the plans. The isolation system shall remain in place until the excavated areas are backfilled
to an elevation that is above the water level of May Creek.
2-03.5 Payment
Section 2-03.5 is supplemented with the following:
(******)
“Embankment Excavation Isolation System”, shall be performed by Force Account as provided in
Section 1-09.6. It also includes the costs for all materials and labor for the installation and removal of
the system components. For the purpose of providing a common Proposal for all Bidders, the
Contracting Agency has entered an amount for “Embankment Excavation Isolation System” in the
Proposal to become a part of the total Bid by the Contractor.
“Embankment Excavation Isolation Plan”, shall be Lump Sum. This includes all costs for the
development, submission and approval of the Embankment Excavation Isolation Plan by the Engineer.
END OF DIVISION 2
NE 31st St Bridge Replacement Project SP 76 Special Provisions (Conformed)
TED4003843 2018
DIVISION 5 – SURFACE TREATMENTS AND PAVEMENTS
5-04 HOT MIX ASPHALT
(June 19, 2017 APWA GSP)
Delete WSDOT Amended Section 5-04, Hot Mix Asphalt, and replace it with Section 5-04, Hot Mix
Asphalt as printed in the Standard Specifications for Road, Bridge and Municipal Construction, 2016
edition.
5-04.1 Description
Section 5-04.1 is supplemented with the following:
(******)
This Work consists of constructing bridge transverse joint seals in accordance with these Special Provisions
and the Plans.
5-04.2 Materials
Section 5-04.2 is supplemented with the following:
(January 3, 2011 WSDOT GSP)
ESAL's
The number of ESAL's for the design and acceptance of the HMA shall be *** 0.3 *** million.
(******)
Bridge Transverse Joint Seal
Bridge transverse joint seals shall be filled with hot poured joint sealant meeting the requirements of
Standard Specifications Section 9-04.2(1).
5-04.3 Construction Requirements
5-04.3(3)A Material Transfer Device / Vehicle
(January 16, 2014 APWA GSP)
The first paragraph of this section is revised to read:
Additionally, a material transfer device or vehicle (MTD/V) is not required at the following locations:
All locations.
Section 5-04.3(6) is a new section:
NE 31st St Bridge Replacement Project SP 77 Special Provisions (Conformed)
TED4003843 2018
(******)
Bridge transverse joint seals shall be constructed at the locations specified in the Plans and in
accordance with the Standard Plans.
Hot poured joint sealant shall be installed in accordance with the manufacturer’s written
recommendations. The Contractor shall submit the manufacturer’s written installation procedure
to the Engineer prior to installation.
5-04.3(7) Preparation of Aggregates
5-04.3(7)A Mix Design
5-04.3(7)A2 Statistical or Nonstatistical Evaluation
Delete this section and replace it with the following:
5-04.3(7)A2 Nonstatistical Evaluation
(January 16, 2014 APWA GSP)
Mix designs for HMA accepted by Nonstatistical evaluation shall;
· Be submitted to the Project Engineer on WSDOT Form 350-042
· Have the aggregate structure and asphalt binder content determined in accordance with WSDOT
Standard Operating Procedure 732 and meet the requirements of Sections 9-03.8(2) and 9-
03.8(6).
· Have anti-strip requirements, if any, for the proposed mix design determined in accordance with
WSDOT Test Method T 718 or based on historic anti-strip and aggregate source compatibility from
WSDOT lab testing. Anti-strip evaluation of HMA mix designs utilized that include RAP will be
completed without the inclusion of the RAP.
At or prior to the preconstruction meeting, the contractor shall provide one of the following mix
design verification certifications for Contracting Agency review;
· The proposed mix design indicated on a WSDOT mix design/anti-strip report that is within one
year of the approval date
· The proposed HMA mix design submittal (Form 350-042) with the seal and certification (stamp &
signature) of a valid licensed Washington State Professional Engineer.
· The proposed mix design by a qualified City or County laboratory mix design report that is within
one year of the approval date.
The mix design will be performed by a lab accredited by a national authority such as Laboratory
Accreditation Bureau, L-A-B for Construction Materials Testing, The Construction Materials
Engineering Council (CMEC’s) ISO 17025 or AASHTO Accreditation Program (AAP) and shall supply
evidence of participation in the AASHTO Material Reference Laboratory (AMRL) program.
NE 31st St Bridge Replacement Project SP 78 Special Provisions (Conformed)
TED4003843 2018
At the discretion of the Engineer, agencies may accept mix designs verified beyond the one year
verification period with a certification from the Contractor that the materials and sources are the
same as those shown on the original mix design.
5-04.3(8)A1 General
(January 16, 2014 APWA GSP)
Delete this section and replace it with the following:
Acceptance of HMA shall be as defined under nonstatistical or commercial evaluation.
Nonstatistical evaluation will be used for all HMA not designated as Commercial HMA in the contract
documents.
The mix design will be the initial JMF for the class of HMA. The Contractor may request a change in
the JMF. Any adjustments to the JMF will require the approval of the Project Engineer and must be
made in accordance with Section 9-03.8(7).
Commercial evaluation may be used for Commercial HMA and for other classes of HMA in the
following applications: sidewalks, road approaches, ditches, slopes, paths, trails, gores, prelevel, and
pavement repair. Other nonstructural applications of HMA accepted by commercial evaluation shall
be as approved by the Project Engineer. Sampling and testing of HMA accepted by commercial
evaluation will be at the option of the Project Engineer. Commercial HMA can be accepted by a
contractor certificate of compliance letter stating the material meets the HMA requirements defined
in the contract.
5-04.3(8)A4 Definition of Sampling Lot and Sublot
(January 16, 2014 APWA GSP)
Section 5-04.3(8)A4 is supplemented with the following:
For HMA in a structural application, sampling and testing for total project quantities less than 400
tons is at the discretion of the engineer. For HMA used in a structural application and with a total
project quantity less than 800 tons but more than 400 tons, a minimum of one acceptance test shall
be performed:
i. If test results are found to be within specification requirements, additional testing will be
at the engineers discretion.
ii. If test results are found not to be within specification requirements, additional testing as
needed to determine a CPF shall be performed.
5-04.3(8)A5 Test Results
(January 16, 2014 APWA GSP)
NE 31st St Bridge Replacement Project SP 79 Special Provisions (Conformed)
TED4003843 2018
The first paragraph of this section is deleted.
5-04.3(8)A6 Test Methods
(January 16, 2014 APWA GSP)
Delete this section and replace it with the following:
Testing of HMA for compliance of Va will be at the option of the Contracting Agency. If tested,
compliance of Va will be use WSDOT Standard Operating Procedure SOP 731. Testing for compliance
of asphalt binder content will be by WSDOT FOP for AASHTO T 308. Testing for compliance of
gradation will be by WAQTC FOP for AASHTO T 27/T 11.
5-04.4 Measurement
Section 5-04.4 is supplemented with the following:
(******)
Bridge transverse joint seal will be measured by the linear foot along its completed line and slope.
5-04.5 Payment
Section 5-04.5 is supplemented with the following:
(******)
“Bridge Transverse Joint Seal”, per linear foot, shall be full payment for all costs to perform the Work
including saw cutting, cleaning the saw cut joint, and furnishing and installing joint sealant.
5-04.5(1)B Price Adjustments for Quality of HMA Compaction
(January 16, 2014 APWA GSP)
Delete this section and replace it with the following:
The maximum CPF of a compaction lot is 1.00.
For each compaction lot of HMA when the CPF is less than 1.00, a Nonconforming Compaction
Factor (NCCF) will be determined. THE NCCF equals the algebraic difference of CPF minus 1.00
multiplied by 40 percent. The Compaction Price Adjustment will be calculated as the product of
the NCCF, the quantity of HMA in the lot in tons and the unit contract price per ton of the mix.
END OF DIVISION 5
NE 31st St Bridge Replacement Project SP 80 Special Provisions (Conformed)
TED4003843 2018
DIVISION 6 – STRUCTURES
6-01 GENERAL REQUIREMENTS FOR STRUCTURES
6-01.5 Work Access and Temporary Structures
Section 6-01.5 is re-titled and revised to read:
(******)
Temporary Contractor Worker Access Bridge
The Contractor shall design, furnish, erect, maintain, and remove a temporary pedestrian work access
bridge, as required by the environmental permits, to cross over to each side of May Creek during
construction of the NE 31st Street Bridge. The temporary pedestrian work access bridge shall comply
with WSDOT Standard Specification Section 6-02.3(16).
Payment
Payment will be made in accordance with Section 1-09.3 for the following bid item:
“Temporary Contractor Worker Access Bridge”, lump sum.
6-02 CONCRETE STRUCTURES
6-02.2 Materials
Section 6-02.2 is supplemented with the following:
(April 1, 2013 WSDOT GSP)
Resin Bonded Anchors
The resin bonded anchor system shall include the nut, washer, and threaded anchor rod which is
installed into hardened concrete with a resin bonding material.
Resin bonding material used in overhead and horizontal application shall be specifically
recommended by the resin manufacturer for those applications.
Resin bonding material used in submerged liquid environment shall be specifically recommended by
the resin manufacturer for this application.
The resin bonded anchor system shall conform to the following requirements:
1. Threaded Anchor Rod and Nuts
NE 31st St Bridge Replacement Project SP 81 Special Provisions (Conformed)
TED4003843 2018
Threaded anchor rods shall conform to ASTM A 193 Grade B7 or ASTM A 449, except as
otherwise noted, and be fully threaded. Threaded anchor rods for stainless steel resin
bonded anchor systems shall conform to ASTM F 593 and shall be Type 304 unless
otherwise specified.
Nuts shall conform to ASTM A 563, Grade DH, except as otherwise noted.
Nuts for stainless steel resin bonded anchor systems shall conform to ASTM F 594 and shall
be Type 304 unless otherwise specified.
Washers shall conform to ASTM F 436, and shall meet the same requirements as the
supplied anchor rod, except as otherwise noted. Washers for stainless steel resin bonded
anchor systems shall conform to ASTM A 240 and the geometric requirements of ASME
B18.21.1 and shall be Type 304 Stainless Steel unless otherwise specified.
Nuts and threaded anchor rods, except those manufactured of stainless steel, shall be
galvanized in accordance with AASHTO M 232. Galvanized threaded anchor rods shall be
tested for embrittlement after galvanizing, in accordance with Section 9-29.6(5).
Threaded anchor rods used with resin capsules shall have the tip of the rod chiseled in
accordance with the resin capsule manufacturer's recommendations. Galvanized
threaded rods shall have the tip chiseled prior to galvanizing.
2. Resin Bonding Material
Resin bonding material shall be a two component epoxy resin conforming to Type IV ASTM
C 881 or be one of the following:
a. Vinyl ester resin.
b. Polyester resin.
c. Methacrylate resin.
3. Ultimate Anchor Tensile Capacity
Resin bonded anchors shall be tested in accordance with ASTM E 488 to have the
following minimum ultimate tensile load capacity when installed in concrete having a
maximum compressive strength of 6000 pounds per square inch (psi) at the embedment
specified below:
Anchor
Diameter (inch)
Tensile
Capacity (lbs.)
Embedment
(inch)
3/8 7,800 3-3/8
1/2 12,400 4-1/2
5/8 19,000 5-5/8
NE 31st St Bridge Replacement Project SP 82 Special Provisions (Conformed)
TED4003843 2018
3/4 27,200 6-3/4
7/8 32,000 7-7/8
1 41,000 9
1-1/4 70,000 11-1/4
The Contractor shall submit items 1 and 2 below to the Engineer for all resin bonded anchor systems.
If the resin bonded anchor system and anchor diameter are not listed in the current WSDOT Qualified
Products List, the Contractor shall also submit item 3 below to the Engineer.
For resin bonded anchor systems that are installed in a submerged liquid environment the Contractor
shall submit items 1, 2, and 4 below. If the resin bonded anchor system and anchor diameter are not
listed in the current WSDOT Qualified Products List, the Contractor shall also submit item 3 below to
the Engineer.
1 The resin manufacturer's written installation procedure for the anchors.
2 The manufacturer's certificate of compliance for the threaded anchor rod certifying that
the anchor rod meets these requirements.
3 Test results by an independent laboratory certifying that the threaded anchor rod system
meets the ultimate anchor tensile load capacity specified in the above table. The tests shall
be performed in accordance with ASTM E 488.
4 For threaded anchors intended to be installed in submerged liquid environments the
Contractor shall submit tests performed by an independent laboratory within the past 24
months which certifies that anchors installed in a submerged environment meet the
strength requirements specified in the above table.
(December 2, 2002 WSDOT GSP)
Epoxy Bonding Agent For Surfaces And For Steel Reinforcing Bar Dowels
Epoxy bonding agent for surfaces shall be Type II, as specified in Section 9-26.1. Epoxy bonding agent
for steel reinforcing bar dowels shall be either Type I or Type IV, as specified in Section 9-26.1. The
grade and class of epoxy bonding agent shall be as recommended by the resin manufacturer and
approved by the Engineer.
6-02.3(20) Grout for Anchor Bolts and Bridge Bearings
Section 6-02.3(20) is supplemented with the following:
NE 31st St Bridge Replacement Project SP 83 Special Provisions (Conformed)
TED4003843 2018
(June 26, 2000 WSDOT GSP)
Grout placed at the following locations shall conform to the requirements of this section.
*** All grout pad locations for bearing pads. Under each guardrail post mounted to the sheet pile cap
beams. ***
6-02.3(24) Reinforcement
Section 6-02.3(24) is deleted and replaced with the following:
(******)
A bar list is not included in the Plans. A bar list was not prepared for this Project. Reinforcement
fabrication details shall be determined from the information provided in the Plans.
Before delivery of the reinforcing bars, the Contractor shall submit Type 2 Working Drawings that
include the supplemental bending diagrams.
6-02.3(24)C Placing and Fastening
Section 6-02.3(24)C is supplemented with the following:
(June 26, 2000 WSDOT GSP)
Drilling Holes for, and Setting, Steel Reinforcing Bar Dowels
Where called for in the Plans, holes shall be drilled into existing concrete to the size and dimension
shown in the Plans. The Contractor may use any method for drilling the holes provided the method
selected does not damage the concrete and the steel reinforcing bar that is to remain. Core drilling
will be required when specifically noted in the Plans.
The Contractor shall exercise care in locating and drilling the holes to avoid damage to existing steel
reinforcing bars and concrete. Location of the holes may be shifted slightly with the approval of the
Engineer in order to avoid damaging the existing steel reinforcing bars. All damage caused by the
Contractor's operations shall be repaired by the Contractor at no cost to the Contracting Agency and
the repair shall be as approved by the Engineer.
Steel reinforcing bars shall be set into the holes noted in the Plans with epoxy resin. The holes shall
be blown clean with dry compressed air before placing the resin.
The Contractor shall demonstrate, to the satisfaction of the Engineer, that the method used for setting
the steel reinforcing bars completely fills the void between the steel reinforcing bar and the concrete
with epoxy resin. Dams shall be placed at the front of the holes to confine the epoxy and shall not be
removed until the epoxy has cured in the hole.
6-02.4 Measurement
Section 6-02.4 is supplemented with the following:
(August 2, 2010 WSDOT GSP)
NE 31st St Bridge Replacement Project SP 84 Special Provisions (Conformed)
TED4003843 2018
*** Superstructure – NE 31st Street Bridge *** contains the following approximate quantities of
materials and work:
***
STEEL EDGE ANGLE LF 160
ELASTOMERIC BEARING PAD EA. 20
DOWELS - 1 5/8" DIA SS LF 40
THRIE BEAM RAILING SYSTEM LF 160
***
The quantities are listed only for the convenience of the Contractor in determining the volume of
work involved and are not guaranteed to be accurate. The prospective bidders shall verify these
quantities before submitting a bid. No adjustments other than for approved changes will be made in
the lump sum contract price for *** Superstructure – NE 31st Street Bridge *** even though the
actual quantities required may deviate from those listed.
6-02.5 Payment
The third bid item under Section 6-02.5 is supplemented with the following:
(June 26, 2000 WSDOT GSP)
Bridge and Structures Minor Items
For the purpose of payment, such bridge and structures items as *** grout pads, pre-molded joint filler,
rubber joint sealer, falsework, formwork, hardware *** etc., for which there is no pay item included in
the proposal, are considered as bridge and structures minor items. All costs in connection with
furnishing and installing these bridge and structures minor items as shown and noted in the Plans and
as outlined in these specifications and in the Standard Specifications shall be included in the ***
Superstructure – NE 31st Street Bridge ***
(******)
The fourteenth bid item, “Prestressed Conc. Girder ____”, under Section 6-02.5 is supplemented with
the following:
The contract unit price per linear foot of Precast Conc. Girder – 30” Voided Slab includes all the Work
described in Sections 6-02.3(25) and 6-02.3(25)A through 6-02.3(25)O.
6-05.3(10) Test Piles
Section 6-05.3(10) is supplemented with the following:
(March 6, 2000 WSDOT GSP)
NE 31st St Bridge Replacement Project SP 85 Special Provisions (Conformed)
TED4003843 2018
The Contractor shall furnish and drive *** steel *** test piles at the following locations or at locations
designated by the Engineer:
*** One (1) test pile at Abutment 1, Pile 1A and one (1) test pile at Abutment 2, Pile 2D. ***
The *** steel *** test piles shall be driven in the location of permanent piles and the number of
permanent *** concrete *** piles required for this project has been reduced by the appropriate
number.
6-05.5 Payment
(******)
Section 6-5.5 is supplemented with the following:
The unit Contract price per each for “Furnishing and Driving Steel Test Pile” shall include furnishing,
fabricating, and installing the steel reinforcing bar cage, and furnishing, casting, and curing the
concrete.
6-08 WATERPROOFING
6-08.1 Description
Section 6-08.1 is supplemented with the following:
(January 3, 2011 WSDOT GSP)
This work consists of furnishing and placing an approved waterproofing membrane system over a
properly prepared concrete bridge deck prior to placing the HMA overlay.
The waterproofing membrane system shall consist of an impermeable sheet membrane that prevents
passage of water from the overlay surfacing to the bridge deck substrate. The system shall also
include a primer to bond the membrane to the bridge deck substrate, regardless of bridge deck
temperature, except for circumstances when the waterproofing membrane system manufacturer
specifically prohibits the use of a primer.
6-08.2 Materials
Section 6-08.2 is supplemented with the following:
(January 3, 2011 WSDOT GSP)
Primer for Membrane Waterproofing (Deck Seal)
The membrane waterproofing (deck seal) primer shall be compatible for use with the membrane
manufacturer’s sheet membrane, and shall be appropriate for bonding the sheet membrane to the
bridge deck surface.
6-08.3 Construction Requirements
NE 31st St Bridge Replacement Project SP 86 Special Provisions (Conformed)
TED4003843 2018
6-08.3(2) Preparation of Surface
Section 6-08.3(2) is supplemented with the following:
(January 3, 2011 WSDOT GSP)
Preparation of Bridge Deck
The entire bridge deck and the sides of the curb and expansion joint headers to the height of the HMA
overlay shall be essentially free of all foreign material such as dirt, grease, etc. Prior to applying the
primer or sheet membrane, all dust and loose material shall be removed from the bridge deck with
compressed air. All surface defects such as spalled areas, cracks, protrusions, holes, sharp edges,
ridges, etc., and other imperfections greater than 3/8 inch that will decrease the effectiveness of the
membrane by puncturing, stretching, etc., shall be corrected prior to application of the membrane.
Weather and Moisture Limitations
Work shall not be done during wet weather conditions, or when the bridge deck and ambient air
temperatures are below 50F. The bridge deck shall be surface-dry at the time of the application of the
primer or sheet membrane.
The Engineer may order work to be suspended in accordance with Section 1-08.6 because of the above
weather and moisture limitations.
New Concrete Areas
All areas of the bridge deck that have less than 28 day old concrete shall be allowed to cure for a period
of time recommended by the membrane manufacturer or as specified by the Engineer before
application of the membrane.
Concrete Protection
The Contractor shall use care to protect all concrete surfaces from damage. Any damage to exposed
surfaces shall be repaired in accordance with Section 1-07.13.
6-08.3(3) Application of Waterproofing
Section 6-08.3(3) is supplemented with the following:
(January 3, 2011 WSDOT GSP)
Membrane Waterproofing (Deck Seal)
The primer and membrane waterproofing shall extend from the bridge deck up onto the curb face and
expansion joint header face the thickness of the HMA overlay. Special care shall be used at the curb
face and expansion joint header face to see that the membrane adheres to the vertical surface.
The Contractor shall not begin application of membrane waterproofing deck seal to the bridge deck
until demonstrating, to the satisfaction of the Engineer, that all labor, equipment, and materials
necessary to apply the membrane and HMA overlay are either on hand or readily available to complete
the work in a timely manner.
The primer shall be applied to the cleaned concrete surfaces at the rate and according to the
procedure recommended by the membrane manufacturer. All surfaces to be covered by the
membrane shall be thoroughly and uniformly coated with primer. Precautionary measures shall be
NE 31st St Bridge Replacement Project SP 87 Special Provisions (Conformed)
TED4003843 2018
taken to ensure that pools and thick layers of primer are not left on the deck surface to scum over.
Drying time prior to applying the membrane shall normally be as recommended by the manufacturer,
however, the membrane shall not be applied until substantially all volatile material has dissipated from
the primer.
The prefabricated membrane shall be applied to the primed curb and bridge deck surfaces by either
hand methods or mechanical applicators. Membrane application shall begin at the bridge deck low
point and continue in a shingled pattern so that any water which accumulates will drain toward the
curb and the bridge deck drains (if present) without accumulation against the membrane seams. Each
strip shall be overlapped a minimum of six inches or as recommended by the manufacturer. An
adhesive or a wide tipped torch to cause tackiness shall be used, if necessary, to assure a good seal of
the joints. Hand rollers or other satisfactory pressure apparatus shall be used on the applied
membrane to assure firm and uniform contact with the primed concrete surfaces.
Any torn or cut areas, or narrow overlaps, shall be patched using a satisfactory adhesive and by placing
sections of the membrane over the defective area in such a manner that the patch extends at least six
inches beyond the defect. The patch shall be rolled or firmly pressed onto the surface.
The fabric shall be neatly cut and contoured at all joints as specified by the Engineer.
After the membrane waterproofing application has been completed, the membrane shall be cut with
two right angle cuts at all bridge deck drains (if present). The cuts shall be made to the inside diameter
of the bridge deck drain outlet, after which the corners of the membrane waterproofing shall be
turned down into the drains and laid in a coating of asphalt binder.
The waterproofing membrane will be visually inspected by the Engineer for uniformity of application,
tears, punctures, bonding, bubbles, wrinkles and other defects as described in the membrane
manufacturer’s literature. All such deficiencies shall be repaired as recommended by the membrane
manufacturer and approved by the Engineer prior to placement of the HMA overlay.
6-08.3(4) Protection Course
Section 6-08.3(4) is supplemented with the following:
(January 3, 2011 WSDOT GSP)
General Membrane Protection
The membrane material shall be protected from damage due to the paving operations. The method
of membrane protection shall be as recommended by the manufacturer of the membrane system and
approved by the Engineer.
No traffic or equipment except that required for the actual waterproofing and paving operations will
be permitted to travel or rest on the membrane waterproofing until it is covered by the HMA overlay.
HMA Overlay
The membrane manufacturer's recommendations shall be thoroughly considered in the application of
the HMA overlay particularly as to the type of paving machine, laydown temperature of the HMA,
protection of membrane while paving, rolling temperature and technique, and other items unique to
NE 31st St Bridge Replacement Project SP 88 Special Provisions (Conformed)
TED4003843 2018
each membrane. Differences in application procedure shall be resolved by the Engineer and the
Engineer’s decision shall be final. Vibratory rollers shall not be used on bridge decks.
6-08.4 Measurement
Section 6-08.4 is supplemented with the following:
(March 6, 2000 WSDOT GSP)
Membrane waterproofing will be measured by the square yard of the bridge deck and curb which is
satisfactorily sealed and accepted.
6-08.5 Payment
Section 6-08.5 is supplemented with the following:
(August 2, 2004 WSDOT GSP)
“Membrane Waterproofing (Deck Seal)”, per square yard.
The unit contract price per square yard for "Membrane Waterproofing (Deck Seal)" shall be full pay
for performing the work as specified, including repairing any damaged or defective waterproofing
membrane and damaged HMA overlay.
6-20 STEEL SHEET PILE WALL
Section 6-20 is a new section.
(******)
6-20.1 Description
This item of work shall consist of providing all labor, materials, and equipment necessary to
construct the sheet pile wall, including steel sheet piling, and concrete cap, all in accordance with the
Plans, Standard Specifications, and these Special Provisions.
6-20.2 Materials
Steel Sheet Piling
Steel sheet piling, and all steel hardware shall meet the requirements specified on the drawings.
All materials shall be new.
Sheet pile shall be supplied in one piece without splices, except where required by limited
headroom.
Concrete Cap
Concrete Cap shall be Class 4000 and conform to Section 6-02.
Reinforcing steel for the concrete anchor wall shall conform to Section 9-07.26
NE 31st St Bridge Replacement Project SP 89 Special Provisions (Conformed)
TED4003843 2018
6-20.3 Construction Requirements
Quality Assurance for Steel Sheet Piling
The contractor shall provide a person experienced in steel sheet piling inspection who will keep a
detailed record of all pile-driving operations from the time the pile is picked up until driving is
complete. The Contractor shall render assistance as may be required by the Engineer for
observation of pile driving activity.
Qualifications of Workmen:
Provide at least one person who shall be thoroughly familiar with this type of installation and
shall direct all work performed under this section.
Tolerances in Driving Steel Sheet Piling:
1. Maximum permissible tolerance in driving shall be as follows.
a. Plumb (Steel Sheet) Piling: Deviation form plumb shall not be more than 1/8 in per foot
of exposed pile length.
b. Pile Location: Top of sheet piling shall be within 2 inches of the indicated plan location.
c. Vibration Control: Vibration levels during pile driving and other work shall conform to
Section 6-05.3(11)H of the Standard Specifications.
2. Manipulation of piling to force them into position will not be permitted. Any of these piling that
deviate more than the limits specified shall be rejected by the Engineer and not paid for and, if
so ordered, shall be pulled and re-driven, or cut off and a new pile driven, at the Contractor‘s
expense.
Submittals
The Contractor shall submit four copies of the following information:
A. An overall construction operation sequence to be utilized in pile driving.
B. List, description and capacities of the proposed equipment and the procedure intended to be
utilized in pile driving.
C. Detail of excavation methods including methods of cleanout and disposal plan.
D. Order lengths for steel sheet piling.
E. Mill certificates for steel sheet piling and all miscellaneous steel hardware.
F. Reinforcing steel shop drawings.
G. List of three (3) previous projects where the Contractor installed sheet piling.
Job Conditions
Existing Facilities
1. The Contractor shall be aware of the existing surface conditions which include the presence of
some armor rock on the banks of May Creek. These armor rocks are on the order of three-
man rocks or larger along the upstream side of the stream, however, it is anticipated that the
sheet pile wall will be placed behind these rocks, so their impact will be minimal. Riprap was
also placed behind the existing abutments to fill in scouring that occurred over the years,
however, it is anticipated that the contractor can move this material as necessary so that it will
NE 31st St Bridge Replacement Project SP 90 Special Provisions (Conformed)
TED4003843 2018
not adversely impact the sheet pile wall installation. The Contractor shall visit the site prior to
beginning the work to verify the existing site conditions and notify the Engineer
immediately if they foresee any problems. The Contractor shall drive piling at the designated
locations and shall be prepared to encounter existing armor rock, riprap, and/or other
subsurface obstructions during this work.
2. Contractor shall verify the presence and location of utilities before constructing the sheet pile
wall.
B. Soils Boring
1. The information presented in the soil borings were specifically developed for design of the
improvements and shall not be considered as indicative of construction methods and
procedures that may be required for the work indicated by these plans and specifications. The
subsurface soils information presented in the borings is intended solely and specifically to
provide a general representation of the materials that may be encountered. The Contractor
shall visit the site prior to beginning the work to verify the existing site conditions and notify
the Engineer immediately if they foresee any problems.
2. The Contractor shall make its own determinations and conclusions regarding the nature of
the materials and the methods and procedures to be utilized in performing the work. Extra
payment shall not be made by the Contracting Agency nor shall the Contractor make any
claim for extra payment for subsurface soils conditions which may be, in the opinion of the
Contractor, different from the conditions indicated by the plans, specifications, and
previously referenced report(s).
C. Equipment Placement Restrictions
Heavy construction equipment for pile driving will be used . Heavy timber mats shall be used
under the wheels or tracks of such equipment. Edge of mats shall be set back a minimum of 10
feet from the crest of slope.
Product Handling
A. Protection: Use all means necessary to protect the materials of this section before, during
and after installation and to protect the installed work and materials of all other trades.
B. Replacements: In the event of damage, immediately make all repairs and replacements
necessary to the approval of the Engineer at no additional cost to the Contracting Agency.
Execution
Use fixed lead pile drivers when driving all piling. The use of hanging or swinging leads will not be
allowed unless they are so constructed that they can be held in a fixed position during the driving
operations. Leads shall be of sufficient length so that the use of a follower will not be necessary.
Leads shall be adjustable for the driving of batter piling.
Steel Sheet Piling
A. Handling: Move steel piling by the use of "bridles," "strong backs," or other appropriate rigging
which will prevent permanent deformations.
B. Driving:
Drive Sheet Piling in true line and position. Prior to driving steel sheet piling, submit to
NE 31st St Bridge Replacement Project SP 91 Special Provisions (Conformed)
TED4003843 2018
the Contracting Agency complete details of driving equipment and falsework to be used in
placing sheet piling. Falsework must be of such a nature as to offer complete assurance of
plumbness and alignment. Crooked alignment to avoid interference from obstructions will
not be permitted; and such obstructions, when encountered, must be removed before
proceeding with driving. Drive sheet pile sections with the ball end ahead, continuous
interlocks shall be a tight fit after driving.
Drive steel sheet piling with a vibratory driver. Pile-driving hammers shall be capable of
driving the piling to the tip elevations indicated on the drawings. The hammer shall be
equipped with a suitable ―gripping jaw‖ shaped to fit the particular pile being driven.
Drive steel sheet piling to the tip of elevations indicated on the drawings. However, assume
that a cutoff will be required to make the heads uniform prior to construction the sheet pile
cap.
C. Cutoff: Cut off steel piling at the elevations indicated on the drawings. Use templates or other
devices after the piling has been located in its final alignment to ensure that the cutoff will
be true and level.
6-20.4 Measurement
Measurement will be made as follows:
- Furnishing Steel Sheet Piling will be measured by the ton installed.
- Install Steel Sheet Piling will be measured by the linear foot of wall, measured horizontally along the
workline shown in the plans.
- Concrete Class 4000 for Sheet Pile Cap will be measured by cubic yards of concrete.
- St. Reinf. Bar for Sheet Pile Cap will be measured by pounds of reinforcing.
6-20.5 Payment
Payment will be made, in accordance with Section 1-04.1, for the following bid items when they are
included in the proposal:
- Furnishing Steel Sheet Piling, per ton, shall include all materials, labor, haul and equipment required
to furnish the steel sheet piling and associated hardware.
- Install Steel Sheet Piling, per linear foot, shall include all costs in connection with constructing the
sheet piles including but not limited to materials, labor, haul and equipment required to install the
steel sheet pile, and connection to all the associated hardware.
- Concrete Class 4000 for Sheet Pile Cap, per cubic yard, shall include all materials, labor, and
equipment required or incidental to construct the concrete cap as shown on the plans.
- St. Reinf. Bar for Sheet Pile Cap, per pound, shall include all materials, labor, haul and equipment
required to furnish and place the reinforcing bars for sheet pile cap. All costs in connection with
drilling or burning holes in the steel sheet piling for placement of steel reinforcing bar shall be
included in the unit price of St. Reinf. Bar for Sheet Pile Cap.
END OF DIVISION 6
NE 31st St Bridge Replacement Project SP 92 Special Provisions (Conformed)
TED4003843 2018
DIVISION 8 – MISCELLANEOUS CONSTRUCTION
8-02 ROADSIDE RESTORATION
8-02.3 Construction Requirements
8-02.3(4) Topsoil
8-02.3(4)A Topsoil Type A
(******)
Section 8-02.3(4)A is supplemented with the following:
The Contractor shall provide Topsoil Type A.
Topsoil Type A shall conform to Section 9-14.1(1) of these Special Provisions. Topsoil Type A shall be
placed in all planting pits for trees, shrubs and groundcovers to the dimensions shown on the WSDOT
Standard Plan H-10.10-00, included in these contract provisions.
8-02.3(5) Planting Area Preparation
(******)
Section 8-02.3(5) is supplemented with the following:
Lightly compact soil and establish a smooth and uniform finished grade that protects against
obstruction to surface drainage and ponding.
For planting areas that become compacted due to construction use, such as staging areas and access
roads, the Contractor shall loosen and cultivate to a minimum depth of 12 inches prior to planting
operations.
No cultivation shall occur in areas within the drip line of existing vegetation to remain.
Bark or Woodchip Mulch shall not be placed until the Engineer has approved the planting area
subgrade.
8-02.3(7) Layout of Planting
(******)
Section 8-02.3(7) is deleted and replaced with the following:
The Engineer shall stake the location of all trees, when requested by the Contractor. The Engineer
shall define the areas for all shrubs and groundcover in the field, when requested by the Contractor.
The Contractor shall make these requests seven (7) days in advance of planting activities.
8-02.3(8) Planting
NE 31st St Bridge Replacement Project SP 93 Special Provisions (Conformed)
TED4003843 2018
(******)
Section 8-02.3(8) is supplemented with the following:
Excavate planting pits for trees, shrubs and groundcovers, as shown on the WSDOT Standard Plan H-
10.10-00, included with these contract provisions. Immediately notify the Engineer if an unusual
condition is encountered which appears detrimental to the new planting.
Use loosened and replaced compacted mineral native soil without organics under tree root ball. Use
topsoil on sides of tree root ball only. Use full depth of topsoil for shrubs and groundcovers.
Trees shall be handled by the root ball, not by the trunk. Burlap and wire shall remain intact until trees
are set in their final positions within each planting pit. Plant trees and shrubs upright and rotate in
order to give the best appearance or relationship to adjacent plants, topography and structures. Hold
plant rigidly in position until topsoil has been backfilled and water settled free of voids and air pockets
and tamped firmly around the ball or roots.
When the planting pit is three-quarters (3/4) backfilled, fill with water and allow water to soak away.
Fill the pits with additional topsoil to finish grade and continue backfilling as detailed on the plans.
Water trees immediately after planting. Refer to special provision 8-02.3(9) for staking requirements.
8-02.3(8)A Plant Sizes
(******)
Section 8-02.3(8) A is a new section.
When the following bid items are included in the Proposal, the plant sizes are as follows:
Plant Selection Thuja Plicata/Western Red Cedar: minimum 6 feet tall
Plant Selection Acer Circinatum/Vine Maple (Multi-stem): minimum size 5 gallon
Plant Selection Phladelphus Lewisii/ Mock Orange: minimum size 5 gallon
Plant Selection Sambucus Racemosa Var. Arborescens/ Red Elderberry: minimum size 5 gallon
Plant Selection Ribes Sanguineum/ Red-Flowering Currant: minimum size 5 gallon
Plant Selection Rubus Parviflorus/ Thimbleberry: minimum size 5 gallon
Plant Selection Rubus Spectabilis/ Salmonberry: minimum size 5 gallon
8-02.3(9) Pruning, Staking, Guying, and Wrapping
(******)
Section 8-02.3(9) is supplemented with the following:
NE 31st St Bridge Replacement Project SP 94 Special Provisions (Conformed)
TED4003843 2018
The Contractor shall stake all trees that are 6 feet or greater in height, measured from the ground,
after planting. Trees shall be staked from three directions. The Contractor shall install stakes such that
an angle of approximately 120 degrees exists between guys.
8-02.3(11) Bark or Wood Chip Mulch
(April 2, 2012, WSDOT GSP)
Section 8-02.3(11) is supplemented with the following:
Bark mulch or wood chip mulch shall be placed to a uniform non-compacted depth of four (4) inches
over all planting areas.
Bark or wood chip mulch shall not be placed in areas of standing or flowing water.
8-02.4 Measurement
(******)
Section 8-02.4 is supplemented with the following:
Topsoil will be measured by the cubic yard of material delivered to the project site and placed as shown
in the plans and standard plans.
8-02.5 Payment
(******)
Section 8-02.5 is supplemented with the following:
Payment will be made in accordance with Section 1-04.1, for the following bid items when included in the
Proposal:
“Topsoil Type A”, per cubic yard
“Plant Selection Thuja Plicata/Western Red Cedar”, per each
“Plant Selection Acer Circinatum/Vine Maple”, per each
“Plant Selection Phladelphus Lewisii/Mock Orange”, per each
“Plant Selection Sambucus Racemosa Var. Arborescens/Red Elderberry”, per each
“Plant Selection Ribes Sanguineum/Red-Flowering Currant”, per each
“Plant Selection Rubus Parviflorus/Thimbleberry”, per each
“Plant Selection Rubus Spectabilis/Salmonberry”, per each
NE 31st St Bridge Replacement Project SP 95 Special Provisions (Conformed)
TED4003843 2018
8-11 GUARDRAIL
8-11.4 Measurement
(******)
Section 8-11.4 is supplemented with the following:
Beam Guardrail Transition Section shall be measured per each.
Rail on Sheet Pile Cap Beam shall be measured per linear foot.
8-11.5 Payment
(******)
Section 8-11.5 is supplemented with the following:
“Beam Guardrail Transition Section”, per each.
The unit price for “Beam Guardrail Transition Section” shall be full payment for all costs to obtain and
provide materials and perform the Work as described in Sections 8-11.3(1)A and 8-11.3(1)B, including
costs for additional rail elements when nested rail is required and when connections to concrete
structures are required.
“Rail on Sheet Pile Cap Beam”, per linear foot.
The unit price for “Rail on Sheet Pile Cap Beam” shall be full payment for all costs to furnish and install
the rail, including posts, anchors, base plates, hardware, etc. as shown on the plans.
8-15 RIPRAP
8-15.3(1) Excavation for Placement of Riprap
(******)
Section 8-15.3(1) is deleted and replaced with the following:
The limits and depths of excavation for placement of riprap shall be as shown in the Plans. The
excavation for placement of riprap shall be classified, measured and paid for as Roadway Excavation
Inc. Haul in accordance with Section 2-03. All costs for furnishing and placing riprap shall be included
in the Contract price of the class of riprap included in the Proposal.
8-15.4 Measurement
(******)
Section 8-15.4 is supplemented with the following:
Heavy Loose riprap will be measured by the ton of riprap actually placed.
NE 31st St Bridge Replacement Project SP 96 Special Provisions (Conformed)
TED4003843 2018
8-18 MAILBOX SUPPORT
(******)
Section 8-18 is deleted and replaced with the following:
8-18 TEMPORARY MAILBOX INSTALLATION / REMOVAL
8-18.1 Description
This Work consists of the furnishing, installation and removal of temporary mailboxes. All existing
mailboxes along NE 31st Street, east of the project location, are to remain in place during construction.
During Street Closure Period for NE 31st Street, defined in Special Provision Section 1-07.23(3), mail
delivery and pickup from the existing mailboxes will not be possible for the United States Postal
Service (USPS). Temporary mailboxes shall be installed for USPS mail delivery for the duration of the
Street Closure Period for NE 31st Street.
8-18.2 Materials
Materials shall meet the requirements of the following sections:
Wood Posts 9-32.4
Metal Lockable Post Mount Mailbox 9-32.11
8-18.3 Construction Requirements
Prior to the Street Closure Period for NE 31st Street, six (6) locking mailboxes and associated wood
posts are to be furnished and installed, at the location shown in the Plans. Each mail box shall be
identified with the street address shown in the Plans, using 1 inch min. white vinyl mailbox decal
stickers. The Contractor shall include the mailbox installation in the project schedule. After
installation, Contractor shall deliver to the Engineer, all keys provided for each mailbox.
Upon completion of the Street Closure Period for NE 31st Street, the mailboxes and associated posts
are to be removed and the disturbed area restored. The Engineer will return all keys provided for each
mailbox to the Contractor.
8-18.4 Measurement
No specific unit of measurement shall apply to Temporary Mailbox Installation / Removal.
8-18.5 Payment
“Temporary Mailbox Installation / Removal”, lump sum
The lump sum Contract payment shall be full compensation for all costs incurred by the Contractor in
performing the Work for Temporary Mailbox Installation / Removal defined in this section. Payment
for this item will be made on the following basis:
· The first payment will be 80% of the lump sum bid price once the installation of the mailboxes
is complete and all mailbox keys have been delivered to the Engineer.
NE 31st St Bridge Replacement Project SP 97 Special Provisions (Conformed)
TED4003843 2018
· The final payment will be 20% of the lump sum bid price once the mailboxes have been
removed and the disturbed area restored.
8-19 STREAMBED AGGREGATES
(******)
Section 8-19 is a new section.
8-19.1 Description
This work consists of furnishing, mixing, and placing streambed aggregates, of the type specified, at
the locations and in conformity with the lines and dimensions shown in the plans or established by
the Engineer. Streambed aggregates are classified as follows:
Streambed Sediment
Streambed Cobbles 6 in.
Streambed Boulder One Man
Streambed Boulder Two Man
8-19.2 Materials
Materials shall meet the requirements of the following sections:
Streambed Aggregates 9-03.11
Streambed Sediment 9-03.11(1)
Streambed Cobbles 6 in. 9-03.11(2)
Streambed Boulders 9-03.11(3)
8-19.3 Construction Requirements
8-19.3(1) Excavation for Placement of Streambed Aggregates
The limits and depths of excavation for placement of streambed aggregates shall be as shown in the
Plans or established by the Engineer. The excavation for placement of streambed aggregates shall be
classified, measured and paid for as Roadway Excavation Inc. Haul in accordance with Section 2-03.
8-19.3(2) Streambed Sediment and Streambed Cobbles Acceptance and Mixing
Acceptance of Streambed Sediment and Streambed Cobbles shall be made by the Engineer based
upon visual inspection of the material in the truck(s), at the time of delivery to the project site, prior
to placement into temporary stockpiles. Any recycled materials (e.g. wood, brick, concrete, rebar.
etc.) found in a truck load of streambed sediment or streambed cobbles, will result in rejection of that
truck load of material. If two (2) truck loads from the same source are rejected by the Engineer, no
additional streambed sediment or streambed cobbles will be accepted from that source. After
acceptance by the Engineer, Streambed Sediment and Streambed Cobbles shall be thoroughly mixed
on site into a well graded stockpile, to an approximate 50% to 50% ratio by volume. Payment for
mixing these materials on site shall be incidental to the unit price of both bid items.
NE 31st St Bridge Replacement Project SP 98 Special Provisions (Conformed)
TED4003843 2018
8-19.3(3) Placement of Streambed Aggregates
Placement of streambed aggregates shall be as shown in the Plans or established by the Engineer.
Placement of streambed aggregates shall not occur until the Engineer has accepted the materials and
approved the final grades of all areas to receive materials. All costs for furnishing and placing
streambed aggregates shall be included in the Contract price of the type of streambed aggregate
included in the Proposal.
8-19.4 Measurement
Streambed Sediment and Streambed Cobbles shall be measured by the ton.
Streambed Boulders shall be measured per each.
8-19.5 Payment
“Streambed Sediment”, per ton.
“Streambed Cobbles 6 in.”, per ton.
“Streambed Boulder One Man”, per each.
“Streambed Boulder Two Man”, per each.
The unit Contract price per ton for the streambed sediment and cobbles specified above shall be full
pay for furnishing all labor, tools, equipment, and materials to place the streambed sediment and
cobbles as shown in the plans. The unit Contract price per each for the streambed boulders specified
above shall be full pay for furnishing all labor, tools, equipment, and materials to install the streambed
boulders as shown in the plans. Payment shall be made for the quantity of materials actually placed.
8-26 FISH HABITAT LOGS
(******)
Section 8-26 is a new section.
8-26.1 Description
This work shall consist of fashioning Fish Habitat Logs from a maximum of three (3) trees designated
for removal in the plans and installing them where designated in the Plans or directed by the Engineer.
The Engineer shall mark the trees designated for use as Fish Habitat Logs, in the field.
8-26.2 Materials
Fish Habitat Logs shall meet the following requirements:
1. Each Log shall consist of a rootwad and trunk.
2. The trunk diameter shall be a minimum of 1.5 feet, measured four (4) feet above the ground when
the tree is standing.
3. The trunk length shall be a minimum of 15 feet, measured from the cut end of the trunk to the
top of the rootwad.
4. The rootwad diameter shall be a minimum of three (3) feet with roots intact. Roots shall be free
of rocks and soil prior to installation.
NE 31st St Bridge Replacement Project SP 99 Special Provisions (Conformed)
TED4003843 2018
8-26.3 Construction Requirements
The Contractor shall exercise care when installing the Fish Habitat Logs to minimize disturbance of
waterways and prevent sediment or pollutant discharge into water. The Contractor shall follow TESC
Plan to meet water quality standards.
The Contractor shall install each Fish Habitat Log at the locations and orientations shown in the Plans
or as directed by the Engineer. The Contractor shall exercise care when fashioning and installing Fish
Habitat Logs to avoid damage to the trunks and rootwads.
Acceptance of Fish Habitat Logs will be based upon visual inspection of the Engineer.
8-26.4 Measurement
The fashioning and installation of Fish Habitat Logs shall be by Force Account.
8-26.5 Payment
“Fish Habitat Logs”, shall be performed by Force Account as provided in Section 1-09.6. For the
purpose of providing a common Proposal for all Bidders, the Contracting Agency has entered an
amount for “Fish Habitat Logs” in the Proposal to become a part of the total Bid by the Contractor.
8-27 TRASH COLLECTION FOR RESIDENTS
(******)
Section 8-27 is a new section.
8-27.1 Description
This work is facilitating the pickup of trash, recycle and yard waste containers from residences located
on NE 31st Street, east of the project location. All trash, recycle and/or yard waste containers placed
out by residents for curbside pickup from Republic Services, shall be transported to the west side of
the project, prior to scheduled pick-up day and time, so Republic Services can access the containers
for disposal. The containers shall be placed along NE 31st Street, in the area shown in the Plans or as
designated by the Engineer. After Republic Services has disposed of the materials in the containers,
the containers shall be transported back to the locations from which the residents originally placed
them along NE 31st Street. Residences may have different sized containers. Therefore, the Contractor
shall ensure that containers are returned to the proper residence.
8-27.2 Measurement
The Trash Collection for Residents, specifically the transporting of trash, recycle and yard waste
containers back and forth between residences and the pickup location, shall be by Force Account.
8-27.3 Payment
“Trash Collection for Residents”, shall be performed by Force Account as provided in Section 1-09.6.
For the purpose of providing a common Proposal for all Bidders, the Contracting Agency has entered
an amount for “Trash Collection for Residents” in the Proposal to become a part of the total Bid by
the Contractor.
NE 31st St Bridge Replacement Project SP 100 Special Provisions (Conformed)
TED4003843 2018
8-28 FIELD OFFICE BUILDING
(******)
Section 8-28 is a new section.
8-28.1 Description
This work shall consist of furnishing and setting-up a temporary office building for the sole use of the
Contracting Agency.
8-28.2 Construction Requirements
The building shall be set-up, at the location designated by the Engineer, within the first 10 working
days, unless the Engineer has approved a different schedule.
The building shall be weather-tight, installed plumb and level, and provided with the following as a
minimum:
1. 220 square feet of floor space
2. Above ground floor
3. HVAC
4. Electric lights
5. Internet Service with voice over IP capability
6. Adequate windows with security screens
7. Six square feet of shelving
8. Plan table: 3 feet 6 inches deep by 6 feet wide by 3 feet 3 inches high
9. Drafting stool
10. Conference Table: 4 foot by 8 foot
11. Four chairs
12. Cylinder door lock and six (6) keys
13. Sanitary facilities (unless existing facilities are available)
The building shall remain the property of the Contractor and removed from the site upon physical
completion of the contract, or when designated by the Engineer.
8-28.3 Payment
Payment will be made for the following bid item when include in the proposal:
“Field Office Building”, lump sum.
The lump sum contract price for “Field Office Building” shall be full pay for furnishing, installing,
maintaining, and removing the facility, including all costs associated with all required utility hook-ups
and disconnects, and monthly utility charges for all utilities except internet service.
The monthly internet service costs will be paid by the Contracting Agency.
END OF DIVISION 8
NE 31st St Bridge Replacement Project SP 101 Special Provisions (Conformed)
TED4003843 2018
DIVISION 9 – MATERIALS
9-10 PILING
9-10.5 Steel Piling
Section 9-10.5 is deleted and replaced with the following:
(******)
Steel pipe piling and splices shall conform to the requirements of ASTM A252, Grade 2. All steel pipe
piling may be accepted by the Engineer based on the Manufacturer’s Certification of Compliance.
9-10.6 Steel Sheet Piling
(*****)
Section 9-10.6 is a new section:
Steel sheet piling shall be ASTM A572, Grade 50, hot rolled steel sections having the following
minimum properties:
Minimum Flange Thickness: 0.600 INCHES
Minimum Web Thickness: 0.500 INCHES
Minimum Section Modulus: 48.4 IN^3/FT
All steel sheet piling may be accepted by the Engineer based on the Manufacturer’s Certification of
Compliance.
9-11 WATERPROOFING
9-11.2 Waterproofing Fabric
Section 9-11.2 is supplemented with the following:
(January 2, 2012 WSDOT GSP)
Membrane waterproofing (deck seal) sheet membrane shall conform to ASTM D 6153 Type III, and the
following additional material properties:
Property Specification Minimum Value
Minimum Tensile Stress
(At tear or breaking load for
Thin Polymer Sheets)
ASTM D 882 50 pounds per inch
Minimum Grab Tensile Strength
(At breaking load for
Geotextiles and Fabric)
ASTM D 4632 50 pounds
Minimum Puncture Capacity ASTM E 154 200 pounds
NE 31st St Bridge Replacement Project SP 102 Special Provisions (Conformed)
TED4003843 2018
(For Thin Polymer Sheets,
Geotextiles and Fabric)
Membrane waterproofing (deck seal) sheet membrane will be accepted based on manufacturers
certificate of compliance that the material furnished conforms to these specifications. The Contractor
shall submit the manufacturer’s certificate of compliance to the Engineer in accordance with Section
1-06.3.
9-14 EROSION CONTROL AND ROADSIDE PLANTING
9-14.1 Topsoil
9-14.1(1) Topsoil Type A
(August 7, 2017, WSDOT GSP)
Section 9-14.1(1) is supplemented with the following:
Topsoil Type A shall meet the following requirements:
1. Cation exchange capacity (CEC) of Topsoil Type A shall be a minimum of 5 milliequivalents
CEC/100 g dry soil (U.S. EPA Method 9081).
2. Organic content greater than 8-percent but less than 15-percent as measured on a dry weight
basis using AASHTO T 267 Determination of Organic Content in Soils by Loss on Ignition.
Topsoil Type A shall be 60-percent to 70-percent *** Sandy *** Loam and 40-percent to 30-percent
*** Medium *** Compost by volume. *** Sandy *** Loam shall be as defined by the US Department
of Agriculture Soil Classification System.
The Contract shall submit a Particle Size Analysis as a Type 1 Working Drawing from an independent
accredited soils testing laboratory indicating the Material source and compliance with all Topsoil Type
A specifications. The laboratory analysis shall be with a sample size of no less than 2 pounds.
The *** Medium *** Compost shall conform to the requirements of Section 9-14.4(8).
9-14.6 Plant Materials
9-14.6(2) Quality
(******)
Section 9-14.6(2) is supplemented with the following:
Plant material shall be free from disfiguring knots, swollen grafts, sunscald injuries, bark abrasions,
evidence of improper pruning or other objectionable disfigurement.
Potted and container stock shall be well rooted and vigorous enough to ensure survival and healthy
growth. Shrubs shall have full foliage (not leggy). Container stock shall be grown in its delivery
NE 31st St Bridge Replacement Project SP 103 Special Provisions (Conformed)
TED4003843 2018
container for not less than six (6) months, but not for more than two (2) years. Root bound or
broken containers will not be accepted. Bare root, liner and root stock with dried or shriveled roots
from exposure will not be accepted.
Trees shall be provided with untapped, straight, single leaders. Trees shall have full crowns and
balanced branching.
Measurements, caliper, branching, grading, quality, balling and burlapping shall follow the Code of
Standards of the American Associate of Nurserymen in the American Standard for Nursery Stock,
ANSI 260.1, latest edition. Measurements shall be taken with all branches in their normal growing
position.
9-14.6(3) Handling and Shipping
(******)
Section 9-14.6(3) is supplemented with the following:
All plant material shall be transported to planting locations with care to prevent damage. Tie back
branches as necessary, and protect bark from chafing with burlap bags. Do not drag plant materials
along ground without proper protection of roots and branches. Protect root balls from
environmental or mechanical damage and water as necessary to keep roots moist. Do not store
plants for more than one week.
9-14.6(4) Tagging
(******)
Section 9-14.6(4) is supplemented with the following:
All plant material except ground cover shall be legibly tagged. Tagging may be by species or variety
with minimum of one tag per ten trees, shrubs, or vines. Remove all tagging prior to final
acceptance.
9-14.6(5) Inspection
(******)
Section 9-14.6(5) is supplemented with the following:
The Contracting Agency shall reserve the option of selecting and inspecting plant material at the
nursery. The Contractor shall provide the Contracting Agency with at least one week notice prior to
preparing plants for shipping and delivery. The Contractor shall neither deliver to site nor install
plant materials until authorized by the Contracting Agency.
NE 31st St Bridge Replacement Project SP 104 Special Provisions (Conformed)
TED4003843 2018
9-14.6(7) Temporary Storage
(******)
Section 9-14.6(7) is supplemented with the following:
Cold storage of plants shall not be permitted.
If planting is delayed more than 24 hours after delivery, set balled and burlapped plants on the
ground, well protected with soil or wet peat. Adequately cover all roots of bare root material with
soil or wet peat. Protect root balls from freezing, sun, drying winds or mechanical damage. Water
plant material as necessary until planted.
Plants shall not be stored for more than one week. Longer storage period at project site will result in
rejection of plant materials by the Contracting Agency.
9-14.7 Stakes, Guys, and Wrapping
(******)
Section 9-14.7 is supplemented with the following:
Stakes shall be BVC round tree stakes with heavy duty poly chain lock guying or Engineer accepted
product. No wrapping required.
9-32 MAILBOX SUPPORT
9-32.11 Metal Lockable Post Mount Mailbox
(*****)
Section 9-32.11 is a new section:
Metal Lockable Post Mount Mailboxes shall include the following:
· Dimensions: Height = 11.25 inches, Width = 10.75 inches, Depth = 21 inches.
· Constructed of welded 14-gauge and 16-gauge electro galvanized steel, powder coated black.
· Locking access door with a high security 12 disc anti-pick wafer lock.
· Anti-pry latch locking mechanism with forged steel cam.
· Three (3) keys.
· Mounting hardware.
END OF DIVISION 9
NE 31st St Bridge Replacement Project SP 105 Special Provisions (Conformed)
TED4003843 2018
Appendices
(January 2, 2012)
The following appendices are attached and made a part of this contract:
***
APPENDIX A:
Geotechnical Report
APPENDIX B:
Prevailing Hourly Minimum Wage Rates
APPENDIX C:
WSDOT Standard Plans
APPENDIX D:
Information on Existing Bridge
APPENDIX E:
Permits and Licenses
***
(August 7, 2017)
Standard Plans
The State of Washington Standard Plans for Road, Bridge and Municipal Construction M21-01 transmitted
under Publications Transmittal No. PT 14-046, effective August 4, 2014 is made a part of this contract.
The Standard Plans are revised as follows:
A-40.20
Plan Title, Bridge Transverse Joint Seals is revised to read: Bridge Paving Joint Seals
Note 3, replace the phrase “sawing out” with “saw cutting”
Add Note 4. For Details 1, 2, 3, and 4 the item “HMA Sawcut and Seal” shall be used for payment. For
Details 5 and 6, the item “Paved Panel Joint Seal” shall be used for payment. For Detail 7, the item
“Sealing Existing Longitudinal and Transverse Joint” shall be used for payment.
Details 5 and 6, callout “Waterproofing Membrane (Deck Seal)” delete “(Deck Seal)”
A-50.10
Sheet 2 of 2, Plan, with Single Slope Barrier, reference C-14a is revised to C-70.10
A-50.20
Sheet 2 of 2, Plan, with Anchored Barrier, reference C-14a is revised to C-70.10
A-50.30
Sheet 2 of 2, Plan (top), reference C-14a is revised to C-70.10
NE 31st St Bridge Replacement Project SP 106 Special Provisions (Conformed)
TED4003843 2018
A-60.10
Sheet 2, Section B, callout, WAS-“New Tie Bar ~ #5 x 30” (IN) Epoxy Coated Reinforcing Bar” is revised
to read: “New Tie Bar ~ #5 x 30” (IN)”
B-10.20 and B-10.40
Substitute “step” in lieu of “handhold” on plan
B-15.60
Table, Maximum Knockout Size column, 120” Diam., 42” is revised to read; 96”
B-25.20
Add Note 7. See Standard Specification Section 8-04 for Curb and Gutter requirements
B-55.20
Metal Pipe elevation, title is revised to read; “Metal Pipe and Steel Rib Reinforced Polyethylene Pipe”
B-90.40
Offset & Bend details, add the subtitle, “Plan View ” above titles
C-1
Assembly Detail, Steel Post, (post) callout – was - ”W6 x 9 or W6 x 15” is revised to read; “W6 x 8.5
or W6 x 9 or W6 x 15”
C-1a
General Note 1, first sentence, was – “Type 10 post shall be 6x8 timber or W6x9.” Is revised to read;
“Type 10 post shall be 6 x 8 timber, or W6 x 9 or W6 x 8.5 steel.”
C-1b
General Note 3, first sentence, was – “W6x9 steel posts and timber blocks are alternates for 6 x 8
timber posts and blocks.” Is revised to read; “W6 x 8.5 or W6 x 9 steel posts and timber blocks are
alternates for 6 x 8 timber posts and blocks.”
Sheet 2, steel post detail, dimension, was – “1 1/8” for W6x9” is revised to read;”1 1/8” for W6 x 9 or
W6 x 8.5”
C-10
General Note 1, first sentence, was – “Length of W8 x 35 and W6 x 9 shall be determined by
measurement from top of ground to top of grout pad.” Is revised to read; “Length of W8 x 35 and W6
x 8.5 or W6 x 9 shall be determined by measurement from top of ground to top of grout pad.”
Sheet 1, Post Base Plate Detail, callout, was – “W6 x 9” is revised to read; “W6 x 8.5 or W6 x 9”
Sheet 1, Box Culvert Guardrail Steel Post Type 2 detail, callout, was – “W6 x 9 Steel Post” is revised to
read;” “W6 x 8.5 or W6 x 9 Steel Post”
Sheet 1, Post Anchor Attachment Detail, callout, was – “W6 x 9 ~ See Note 1” is revised to read; “W6
x 8.5 or W6 x 9 ~ See Note 1”
Sheet 1, Detail A, callout, was – “W6 x 9 Steel Post ~ See Note 1” is revised to read; “W6 x 8.5 or W6
x 9 Steel Post ~ See Note 1”
Sheet 2, Box Culvert Guardrail Steel Post Type 1, callout, was – “W6 x 9 x 27.5” Steel Post” is revised
to read; “W6 x 8.5 x 27.5” (IN) or W6 x 9 x 27.5” (IN) Steel Post”
NE 31st St Bridge Replacement Project SP 107 Special Provisions (Conformed)
TED4003843 2018
Sheet 2, Detail B, callout, was – “W6 x 9 x 27.5” Steel Post” is revised to read; “W6 x 8.5 x 27.5” (IN)
or W6 x 9 x 27.5” (IN) Steel Post”
C-16a
Note 1, reference C-28.40 is revised to C-20.10
C-16b
Note 3, reference C-28.40 is revised to C-20.10
C-20.10
Typical Section ~ without Curb & Typical Section ~ with Curb, callout, was – “6 x 8 Timber Post or W6
x 9 Steel Post (See Notes 1 & 5)” is revised to read; “6 x 8 Timber Post, or W6 x 8.5, or W6 x 9 Steel
Post (See Notes 1 & 5)”
Wood Block, Plan View, callout, was – “6 x 8 Timber Post or W6 x 9 Steel Post (See Notes 1 & 5)” is
revised to read; “6 x 8 Timber Post, or W6 x 8.5 or W6 x 9 Steel Post (See Notes 1 & 5)”
Isometric View, callout, was – “6 x 8 Timber Post or W6 x 9 Steel Post (Typ.)” is revised to read; “6 x 8
Timber Post, or W6 x 8.5 or W6 x 9 Steel Post (Typ)”
Isometric View, callout, was – “W6 x 9 x 6’ Long Steel Post (See Notes 1 & 5)” is revised to read; “W6
x 8.5 x 6’ (FT) or W6 x 9 x 6’ (FT) Long Steel Post (See Notes 1 & 5)”
C-20.40
Plan View, Elevation View and Span with Headwall Detail, callout, was – “6 x 8 Timber Post or W6x9
Steel Post (Typ.) (See Note 3)” is revised to read; “6 x 8 Timber Post, or W6 x 8.5 or W6 x 9 Steel Post
(Typ.) (See Note 3)”
C-20.41
Plan View, Box Culvert Post detail and Section A, callout, was – “W6 x 9 Steel Post” is revised to read;
“W6 x 8.5 or W6 x 9 Steel Post”
C-20.42
Case 22A-31 (Plan View), callout, was – “6 x 8 Timber Post or W6 x 9 Steel Post (Typ.)” is revised to
read; “6 x 8 Timber Post, or W6 x 8.5 or W6 x 9 Steel Post (Typ.)”
C-22.14
Plan, callout, was – “Location of Post (Without Block) ~ W6 x 9 Steel Post Only” is revised to read;
“Location of Post (Without Block) ~ W6 x 8.5 or W6 x 9 Steel Post Only”
Elevation, callout, was – “Location of Post (Without Block) ~ W6 x 9 Steel Post Only” is revised to
read; “Location of Post (Without Block) ~ W6 x 8.5 or W6 x 9 Steel Post Only”
C-22.16
Plan, 2x callout, was – “W6 x 9 Steel Post Only (without Block)” are revised to read; “W6 x 8.5 or W6
x 9 Steel Post Only (without Block)”
Elevation, callout, was – “Location of Posts without Blocks ~ W6 x 9 Steel Posts Only” is revised to
read; “Location of Posts without Blocks ~ W6 x 8.5 or W6 x 9 Steel Posts Only”
C-22.41
Note 4, Third sentence, Was – “A maximum flare rate of 25 : 1 or flatter over the length of the terminal
is allowed for the SKT-MGS (TL-3).” Is revised to read; “A maximum flare rate of 25 : 1 or flatter over
NE 31st St Bridge Replacement Project SP 108 Special Provisions (Conformed)
TED4003843 2018
the length of the terminal is allowed for the SKT-MGS (TL-3), with a maximum offset of 7.4” (in) over
50’ (ft).”
Plan View, dimension callout, was – “(SEE NOTE 5)” is revised to read; “(SEE NOTE 4)”
C-25.18
General Note 6, was – “Posts 1 and 2 are 10 x 10 timber posts or W6 x 15 steel posts: 7’ – 6” long.
Posts 3 through 9 are 6 x 8 timber posts or W6 x 9 steel posts: 6’ – 0” long.” Is revised to read; “Posts
1 and 2 are 10 x 10 timber posts or W6 x 15 steel posts: 7’ – 6” long. Posts 3 through 9 are 6 x 8 timber
posts, or W6 x 8.5 or W6 x 9 steel posts: 6’ – 0” long.”
C-25.20
elevation view, dimension, was – “”W6 x 9 ~ 6’ – 0” Long Steel Post with 6 x 12 Block” is revised to
read;”W6 x 8.5 or W6 x 9 ~ 6’ – 0” Long Steel Post with 6 x 12 Block”
C-25.22
elevation view, dimension, was – “”W6 x 9 ~ 6’ – 0” Long Steel Post with 6 x 12 Block” is revised to
read;”W6 x 8.5 or W6 x 9 ~ 6’ – 0” Long Steel Post with 6 x 12 Block”
C-25.26
elevation view, dimension, was – “”W6 x 9 ~ 6’ – 0” Long Steel Post with 6 x 12 Block” is revised to
read;”W6 x 8.5 or W6 x 9 ~ 6’ – 0” Long Steel Post with 6 x 12 Block”
F-10.12
Section Title, was – “Depressed Curb Section” is revised to read: “Depressed Curb and Gutter Section”
G-20.10
Multiple Sign Post Installation in Ditch Section, dimension “7’ MIN.” is revised to read; “3’ MIN.”, add
dimension at third post on the right, add dimension from post and backslope junction vertically to
under side of the sign, callout = “7’ MIN.”
G-50.10
Delete – Plan View (bottom center of sheet)
Delete – Mounting Bracket and Steel Strap Detail
Add Note 5, “5. For signs installed back to back on a single post no bracing is required.”
G-60.10
Sheet 4, Screen Detail, callout – “drill and Tap for ¼” diameter Cap Screw – Spacing approx. 9” o.c.
ASTM F593, w/S.S. washer Liberally coat the threads with Anti-seize compound (TYP.)” is revised to
read: “*Drill and Tap ¼” (IN) Diam. x 1” (IN) Cap Screw with washer ~ space approx.. 9” o.c. ~ Liberally
coat threads with Anti-seize compound (TYP.)”
Add Boxed note: * Bolts, Nuts, and washers ~ ASTM F593 or A193 Type 304 or Type 316 Stainless
Steel (S.S.)
G-60.20
Side View, callout, “Anchor Rod ~ 1-3/4” Diam. x 4’-4” Threaded 8” Min. Each End; W/ 2 Washers &
4 Heavy Hex Nuts ~ Galvanize Exposed Anchor Rod End for 1’-0” Min.” is revised to read; “Anchor
NE 31st St Bridge Replacement Project SP 109 Special Provisions (Conformed)
TED4003843 2018
Rod ~ 1-3/4” Diam. x 4’-4” Threaded 8” Min. Each End; W/ 2 Washers & 6 Heavy Hex Nuts ~ Galvanize
Exposed Anchor Rod End for 1’-0” Min.”
G-60.30
End View, callout, “Anchor Rod ~ 1-3/4” Diam. x 4’-4” Threaded 8” Min. Each End; W/ 2 Washers &
4 Heavy Hex Nuts ~ Galvanize Exposed Anchor Rod End for 1’-0” Min.” is revised to read; “Anchor
Rod ~ 1-3/4” Diam. x 4’-4” Threaded 8” Min. Each End; W/ 2 Washers & 6 Heavy Hex Nuts ~ Galvanize
Exposed Anchor Rod End for 1’-0” Min.”
G-70.10
Sheet 4, Screen Detail, callout – “drill and Tap for ¼” diameter Cap Screw – Spacing approx. 9” o.c.
ASTM F593, w/S.S. washer Liberally coat the threads with Anti-seize compound (TYP.)” is revised to
read: “*Drill and Tap ¼” (IN) Diam. x 1” (IN) Cap Screw with washer ~ space approx.. 9” o.c. ~ Liberally
coat threads with Anti-seize compound (TYP.)”
Add Boxed note: * Bolts, Nuts, and washers ~ ASTM F593 or A193 Type 304 or Type 316 Stainless
Steel (S.S.)
H-70.20
Sheet 2, Spacing Detail, Mailbox Support Type 1, reference to Standard Plan I-70.10 is revised to H-
70.10
J-3b
Sheet 2 of 2, Plan View of Service Cabinet, Boxed Note, “SEE STANDARD PLAN J-6C…” is revised to
read: “SEE STANDARD PLAN J-10.10…”
Sheet 2 of 2, Plan View of Service Cabinet Notes, references to Std. Plan J-9a are revised to J-60.05 (3
instances).
Sheet 2 of 2, “Right Side of Service Cabinet” detail, callout, “1 5/8” x 2 7/16” 12 GA. SLOTTED STEEL
CHANNEL BRACKETS (3 REQ’D), EMBED 12”MIN. IN FOUNDATION.”
Is revised to read: “1-5/8” x 3-1/4”, 12 GA. BACK TO BACK SLOTTED STEEL CHANNEL BRACKETS (3
REQ’D), EMBED 12” MIN. IN FOUNDATION”
J-10.22
Key Note 4, “Test with (SPDT Snap Action, Positive close 15 Amp – 120/277 volt “T” rated). Is revised
to read: “Test Switch (SPDT snap action, positive close 15 amp – 120/277 volt “T” rated).”
J-20.11
Sheet 2, Foundation Detail, Elevation, callout – “Type 1 Signal Pole” is revised to read: “Type PS or
Type 1 Signal Pole”
Sheet 2, Foundation Detail, Elevation, add note below Title, “(Type 1 Signal Pole Shown)”
J-22.15
Ramp Meter Signal Standard, elevation, dimension 4’ - 6” is revised to read; 6’-0”
J-28.50
Section D, callout, was – Backup Strip (ref. to key note 3) is revised to read; “Continuous Backup Strip
(ref. to key note 3)”
NE 31st St Bridge Replacement Project SP 110 Special Provisions (Conformed)
TED4003843 2018
Key Note 3, was – ¼” Thick, or No thinner than pole wall thickness. Tack weld or seal weld to Base
plate. Is revised to read; “1/4” Thick, or No thinner than Pole wall thickness. Tack weld in root or
continuous seal weld to Base plate or Pole wall.”
J-28.70
Detail C, dimension, 2” MAX. is revised to read: 1” MAX.
Detail D, dimension, 2” MAX. is revised to read: 1” MAX.
J-29.10
Galvanized Welded Wire Mesh detail, callout – “Drill and Tap for ¼” Diam. Cap Screw, 3 Places, @ 9”
center, all 4 edges S.S. Screw, ASTM F593 and washer”
Is revised to read;
“*Drill and Tap ¼” (IN) Diam. x 1” (IN) Cap Screw with washer ~ space approx.. 9” o.c. ~ Liberally coat
threads with Anti-seize compound (TYP.)”
Add Boxed note: * Bolts, Nuts, and washers ~ ASTM F593 or A193 Type 304 or Type 316 Stainless
Steel (S.S.)
J-29.15
Title, “Camera Pole Standard” is revised to read; “Camera Pole Standard Details”
J-29-16
Title, “Camera Pole Standard Details” is revised to read; “Camera Pole Details”
J-60.14
All references to J-16b (6x) are revised to read; J-60.11
J-90.10
Section B, callout, “Hardware Mounting Rack ~ S. S. 1-5/8” Slotted Channel” is revised to read:
“Hardware Mounting Rack (Typ.) ~ Type 304 S. S. 1-5/8” Slotted Channel”
J-90.20
Section B, callout, “Hardware Mounting Rack (Typ.) ~ S. S. 1-5/8” Slotted Channel” is revised to read:
“Hardware Mounting Rack (Typ.) ~ Type 304 S. S. 1-5/8” Slotted Channel”
K-80.10
Sign Installation (Fill Section), dimension, 6’ TO 12’ MIN. is revised to read: 12’ MIN.
Sign Installation (Sidewalk and Curb Section), dimension, 6’ TO 12’ MIN. is revised to read: 12’ MIN.
Sign Installation (Behind Traffic Barrier Section), Delete dimensions - 6’ TO 12’ MIN. and 6’ MIN.
Sign with Supplemental Plaque Installation (Fill Section), dimension, 6’ TO 12’ MIN. is revised to read:
12’ MIN.
Sign Installation (Ditch Section), dimension, 6’ TO 12’ MIN. is revised to read: 12’ MIN. Delete
dimension – 6’ MIN.
K-80.30
In the NARROW BASE, END view, the reference to Std. Plan C-8e is revised to Std. Plan K-80.35
L-20.10
NE 31st St Bridge Replacement Project SP 111 Special Provisions (Conformed)
TED4003843 2018
Sheet 1, Type 3 elevation view, callout, was “Knuckled Selvage (Typ.)” located at the top of the fence
elevation, is revised to read; “Twisted and Braided (Typ.)”
Sheet 2, Type 3, elevation view, callout, was “End or Corner (Brace) Post” is revised to read; “End or
Corner Post”
Sheet 2, Type 4, elevation view, callout, was “End or Corner (Brace) Post” is revised to read; “End or
Corner Post”
The following are the Standard Plan numbers applicable at the time this project was advertised. The
date shown with each plan number is the publication approval date shown in the lower right-hand
corner of that plan. Standard Plans showing different dates shall not be used in this contract.
A-10.10-00........8/7/07 A-30.35-00.......10/12/07 A-50.20-01…......9/22/09
A-10.20-00......10/5/07 A-40.00-00.........8/11/09 A-50.30-00…....11/17/08
A-10.30-00......10/5/07 A-40.10-02...........6/2/11 A-50.40-00…....11/17/08
A-20.10-00......8/31/07 A-40.15-00.........8/11/09 A-60.10-02........6/17/14
A-30.10-00......11/8/07 A-40.20-02...........5/29/13 A-60.20-02............6/2/11
A-30.15-00......11/8/07 A-40.50-01............6/2/11 A-60.30-00..........11/8/07
A-30.30-01......6/16/11 A-50.10-00…....11/17/08 A-60.40-00..........8/31/07
B-5.20-01........6/16/11 B-30.50-01.........4/26/12 B-75.20-01..........6/10/08
B-5.40-01.........6/16/11 B-30.70-03.........4/26/12 B-75.50-01..........6/10/08
B-5.60-01.........6/16/11 B-30.80-00...........6/8/06 B-75.60-00............6/8/06
B-10.20-01........2/7/12 B-30.90-01........9/20/07 B-80.20-00.........6/8/06
B-10.40-00........6/1/06 B-35.20-00..........6/8/06 B-80.40-00.........6/1/06
B-10.60-00........6/8/06 B-35.40-00..........6/8/06 B-82.20-00.........6/1/06
B-15.20-01........2/7/12 B-40.20-00..........6/1/06 B-85.10-01.........6/10/08
B-15.40-01........2/7/12 B-40.40-01........6/16/10 B-85.20-00..........6/1/06
B-15.60-01........2/7/12 B-45.20-00..........6/1/06 B-85.30-00..........6/1/06
B-20.20-02.......3/16/12 B-45.40-00..........6/1/06 B-85.40-00..........6/8/06
B-20.40-03.......3/16/12 B-50.20-00..........6/1/06 B-85.50-01.........6/10/08
B-20.60-03.......3/15/12 B-55.20-00..........6/1/06 B-90.10-00..........6/8/06
B-25.20-01........3/15/12 B-60.20-00..........6/8/06 B-90.20-00..........6/8/06
B-25.60-00.........6/1/06 B-60.40-00..........6/1/06 B-90.30-00..........6/8/06
B-30.10-01.........4/26/12 B-65.20-01..........4/26/12 B-90.40-00..........6/8/06
B-30.20-02.........4/26/12 B-65.40-00..........6/1/06 B-90.50-00..........6/8/06
B-30.30-01.........4/26/12 B-70.20-00..........6/1/06 B-95.20-01..........2/3/09
B-30.40-01..........4/26/12 B-70.60-00..........6/1/06 B-95.40-00..........6/8/06
C-1....................6/16/11 C-6....................5/30/97 C-23.60-03......6/11/14
C-1a.................10/14/09 C-6a................10/14/09 C.24.10-01......6/11/14
C-1b...................6/16/11 C-6c....................1/6/00 C-25.18-04........6/11/14
C-1c..................5/30/97 C-6d...................5/30/97 C-25.20-05........7/2/12
NE 31st St Bridge Replacement Project SP 112 Special Provisions (Conformed)
TED4003843 2018
C-1d................10/31/03 C-6f...................7/25/97 C-25.22-04........7/2/12
C-2....................1/6/00 C-7.....................6/16/11 C-25.26-02........7/2/12
C-2a..................6/21/06 C-7a...................6/16/11 C-25.80-03........6/11/14
C-2b..................6/21/06 C-8.....................2/10/09 C-40.14-02........7/2/12
C-2c..................6/21/06 C-8a...................7/25/97 C-40.16-02........7/2/12
C-2d..................6/21/06 C-8b....................6/27/11 C-40.18-02........7/2/12
C-2e..................6/21/06 C-8e....................2/21/07 C-70.10-01........6/17/14
C-2f...................3/14/97 C-8f.....................6/30/04 C-75.10-01........6/11/14
C-2g..................7/27/01 C-10......................6/3/10 C-75.20-01........6/11/14
C-2h..................3/28/97 C-16a.................6/3/10 C-75.30-01........6/11/14
C-2i...................3/28/97 C-16b.................6/3/10 C-80.10-01........6/11/14
C-2j...................6/12/98 C-20.10-02.........6/11/14 C-80.20-01........6/11/14
C-2k..................7/27/01 C-20.14-03..........6/11/14 C-80.30-01........6/11/14
C-2n..................7/27/01 C-20.15-02..........6/11/14 C-80.40-01........6/11/14
C-2o..................7/13/01 C-20.18-02..........6/11/14 C-80.50-00........4/8/12
C-2p................10/31/03 C-20.19-02..........6/11/14 C-85.10-00........4/8/12
C-3...................7/2/12 C-20.40-04...........6/11/14
C-20.41-00..........6/30/14
C-85.11-00........4/8/12
C-3a.................10/4/05 C-20.42-04...........6/11/14 C-85.14-01........6/11/14
C-3b................6/27/11 C-20.45.01...........7/2/12 C-85.15-01........6/30/14
C-3c................6/27/11 C-22.14-03........6/11/14 C-85.16-01........6/17/14
C-4b..................6/8/06 C-22.16-04........6/11/14 C-85-18-01........6/11/14
C-4e..................10/23/14 C-22.40-04........10/23/14
C-22.41-01........10/23/14
C-85.20-01........6/11/14
C-4f...................7/2/12 C-22.45-01........10/23/14 C-90.10-00........7/3/08
D-2.04-00........11/10/05 D-2.48-00........11/10/05 D-3.17-01……5/17/12
D-2.06-01........1/6/09 D-2.64-01........1/6/09 D-4.................12/11/98
D-2.08-00........11/10/05 D-2.66-00........11/10/05 D-6...................6/19/98
D-2.14-00........11/10/05 D-2.68-00........11/10/05 D-10.10-01......12/2/08
D-2.16-00........11/10/05 D-2.80-00........11/10/05 D-10.15-01......12/2/08
D-2.18-00........11/10/05 D-2.82-00........11/10/05 D-10.20-00.........7/8/08
D-2.20-00........11/10/05 D-2.84-00........11/10/05 D-10.25-00.........7/8/08
D-2.32-00........11/10/05 D-2.86-00........11/10/05 D-10.30-00.........7/8/08
D-2.34-01........1/6/09 D-2.88-00........11/10/05 D-10.35-00.........7/8/08
NE 31st St Bridge Replacement Project SP 113 Special Provisions (Conformed)
TED4003843 2018
D-2.36-03........6/11/14 D-2.92-00........11/10/05 D-10.40-01......12/2/08
D-2.42-00........11/10/05 D-3.09-00........5/17/12 D-10.45-01......12/2/08
D-2.44-00........11/10/05 D-3.10-01……5/29/13 D-15.10-01......12/2/08
D-2.60-00........11/10/05 D-3.11-03……6/11/14 D-15.20-02........6/2/11
D-2.62-00........11/10/05 D-3.15-02……6/10/13 D-15.30-01......12/02/08
D-2.46-01........6/11/14 D-3.16-02……5/29/13
E-1....................2/21/07 E-4....................8/27/03
E-2....................5/29/98 E-4a..................8/27/03
F-10.12-03.......6/11/14 F-10.62-02........4/22/14 F-40.15-02........6/20/13
F-10.16-00.......12/20/06 F-10.64-03........4/22/14 F-40.16-02........6/20/13
F-10.18-00.........6/27/11 F-30.10-03........6/11/14 F-45.10-01........6/21/12
F-10.40-02...........6/21/12 F-40.12-02........6/20/13 F-80.10-03........6/11/14
F-10.42-00.........1/23/07 F-40.14-02........6/20/13
G-10.10-00........9/20/07 G-24.60-03.....6/17/14 G-70.20-02....6/10/13
G-20.10-01........6/11/14 G-25.10-04......6/10/13 G-70.30-02......6/10/13
G-22.10-02..........6/17/14 G-30.10-03.....6/17/14 G-90.10-01…..5/11/11
G-24.10-00......11/8/07 G-50.10-01.....6/20/13 G-90.20-02…..3/22/13
G-24.20-01......2/7/12 G-60.10-02.......6/10/13 G-90.30-02…..3/22/13
G-24.30-01......2/7/12 G-60.20-01.......6/27/11 G-90.40-01…..10/14/09
G-24.40-04.....6/17/14 G-60.30-01.......6/27/11 G-95.10-01.....6/2/11
G-24.50-03.....6/17/14 G-70.10-02......6/10/13 G-95.20-02......6/2/11
G-95.30-02......6/2/11
H-10.10-00..........7/3/08 H-32.10-00.......9/20/07 H-70.10-01......2/7/12
H-10.15-00..........7/3/08 H-60.10-01.........7/3/08 H-70.20-01......2/16/12
H-30.10-00......10/12/07 H-60.20-01.........7/3/08 H-70.30-02......2/7/12
I-10.10-01.........8/11/09 I-30.20-00.........9/20/07 I-40.20-00.........9/20/07
I-30.10-02.........3/22/13 I-30.30-01.........6/10/13 I-50.20-01..........6/10/13
I-30.15-02.........3/22/13 I-30.40-01.......6/10/13 I-60.10-01..........6/10/13
I-30.16-00.........3/22/13 I-30.60-00.........5/29/13 I-60.20-01..........6/10/13
I-30.17-00.........3/22/13 I-40.10-00.........9/20/07 I-80.10-01..........8/11/09
J-3.....................8/1/97 J-26.15-01…..5/17/12
J-26.20-00…..6/11/14
J-40.40-00……5/20/13
J-3b...................3/4/05 J-27.10-00…..3/15/12 J-50.10-00…….6/3/11
J-3c...................6/24/02 J-27.15-00…..3/15/12 J-50.11-00…….6/3/11
J-10..................7/18/97 J-28.10-01......5/11/11 J-50.12-00…….6/3/11
J-10.10-02……6/11/14 J-28.22-00.......8/07/07 J-50.15-00…….6/3/11
NE 31st St Bridge Replacement Project SP 114 Special Provisions (Conformed)
TED4003843 2018
J-10.15-01........6/11/14 J-28.24-00.......8/07/07 J-50.16-01…….3/22/13
J-10.22-00........5/29/13 J-28.26-01......12/02/08 J-50.20-00…….6/3/11
J-15.10-01........6/11/14 J-28.30-03......6/11/14 J-50.25-00…….6/3/11
J-15.15-01……6/11/14 J-28.40-02......6/11/14 J-50.30-00…….6/3/11
J-28.42-01.......6/11/14
J-28.43-00.......6/11/14
J-60.05-00…….6/16/11
J-28.45-02.......6/11/14 J-60.11-00…....5/20/13
J-20.10-03......6/30/14 J-28.50-02.......6/2/11 J-60.12-00…....5/20/13
J-20.11-02......6/30/14 J-28.60-01.......6/2/11 J-60.13-00…....6/16/10
J-20.15-03......6/30/14 J-28.70-01.......5/11/11 J-60.14-00……6/16/10
J-20.16-02......6/30/14 J-29.10-00.......6/27/11 J-75.10-01……5/11/11
J-20.20-02......5/20/13 J-29.15-00.......6/27/11 J-75.20-00……2/10/09
J-20.26-01......7/12/12 J-29.16-01.......6/20/13 J-75.30-01…….5/11/11
J-21.10-04......6/30/14 J-40.10-03…...5/20/13 J-75.40-01……6/11/14
J-75.41-00……6/11/14
J-21.15-01......6/10/13 J-40.20-02…...6/11/14 J-75.45-01……6/11/14
J-21.16-01......6/10/13 J-40.30-03……5/20/13 J-90.10-01…….6/27/11
J-21.17-01......6/10/13 J-40.35-01……5/29/13 J-90.20-01…….6/27/11
J-21.20-01......6/10/13 J-40.36-01……5/20/13 J-90.21-00……6/30/14
J-22.15-01......6/10/13 J-40.37-01……5/20/13
J-22.16-02......6/10/13 J-40.38-01.......5/20/13
J-26.10-02…..3/15/12 J-40.39-00……5/20/13
K-70.20-00.......2/15/07
K-80.10-00.......2/21/07
K-80.20-00.....12/20/06
K-80.30-00.......2/21/07
K-80.35-00.......2/21/07
K-80.37-00.......2/21/07
L-10.10-02........6/21/12 L-40.10-02........6/21/12 L-70.10-01.......5/21/08
L-20.10-02........6/21/12 L-40.15-01........6/16/11 L-70.20-01.......5/21/08
L-30.10-02........6/11/14 L-40.20-02........6/21/12
M-1.20-03.........6/24/14 M-9.60-00…….2/10/09 M-40.10-03......6/24/14
M-1.40-02.........6/3/11 M-11.10-01.......1/30/07 M-40.20-00...10/12/07
M-1.60-02.........6/3/11 M-15.10-01.......2/6/07 M-40.30-00......9/20/07
M-1.80-03.........6/3/11 M-17.10-02.........7/3/08 M-40.40-00......9/20/07
M-2.20-02.........6/3/11 M-20.10-02.........6/3/11 M-40.50-00......9/20/07
M-3.10-03.........6/3/11 M-20.20-01.......1/30/07 M-40.60-00......9/20/07
M-3.20-02.........6/3/11 M-20.30-02.....10/14/09 M-60.10-01......6/3/11
M-3.30-03.........6/3/11 M-20.40-03.........6/24/14 M-60.20-02......6/27/11
NE 31st St Bridge Replacement Project SP 115 Special Provisions (Conformed)
TED4003843 2018
M-3.40-03.........6/3/11 M-20.50-02.........6/3/11 M-65.10-02......5/11/11
M-3.50-02.........6/3/11 M-24.20-01.......5/31/06 M-80.10-01......6/3/11
M-5.10-02.........6/3/11 M-24.40-01.......5/31/06 M-80.20-00......6/10/08
M-7.50-01.........1/30/07 M-24.50-00.......6/16/11 M-80.30-00......6/10/08
M-9.50-02.........6/24/14 M-24.60-04.......6/24/14
City of Renton
Contract Provisions for
NE 31st St Bridge Replacement Project
______________________________________________________________________________
APPENDICES
City of Renton
Contract Provisions for
NE 31st St Bridge Replacement Project
______________________________________________________________________________
Appendix A – Geotechnical Report
City of Renton
Contract Provisions for
NE 31st St Bridge Replacement Project
______________________________________________________________________________
Appendix B – Prevailing Hourly Minimum Wage Rates
State of Washington
Department of Labor & Industries
Prevailing Wage Section - Telephone 360-902-5335
PO Box 44540, Olympia, WA 98504-4540
Washington State Prevailing Wage
The PREVAILING WAGES listed here include both the hourly wage rate and the hourly rate
of fringe benefits. On public works projects, worker's wage and benefit rates must add to
not less than this total. A brief description of overtime calculation requirements are
provided on the Benefit Code Key.
Prevailing wage rates which have been published On: 2/1/2018 and will
be effective from: 3/3/2018
County Trade Job Classification Wage Holiday Overtime Note
King Asbestos Abatement
Workers
Journey Level $46.57 5D 1H
King Boilermakers Journey Level $66.54 5N 1C
King Brick Mason Journey Level $55.82 5A 1M
King Brick Mason Pointer-Caulker-Cleaner $55.82 5A 1M
King Building Service Employees Janitor $23.73 5S 2F
King Building Service Employees Traveling
Waxer/Shampooer
$24.18 5S 2F
King Building Service Employees Window Cleaner (Non-
Scaffold)
$27.23 5S 2F
King Building Service Employees Window Cleaner
(Scaffold)
$28.13 5S 2F
King Cabinet Makers (In Shop)Journey Level $22.74 1
King Carpenters Acoustical Worker $57.18 5D 4C
King Carpenters Bridge, Dock And Wharf
Carpenters
$57.18 5D 4C
King Carpenters Carpenter $57.18 5D 4C
King Carpenters Carpenters on Stationary
Tools
$57.31 5D 4C
King Carpenters Creosoted Material $57.28 5D 4C
King Carpenters Floor Finisher $57.18 5D 4C
King Carpenters Floor Layer $57.18 5D 4C
King Carpenters Scaffold Erector $57.18 5D 4C
King Cement Masons Journey Level $57.21 7A 1M
King Divers & Tenders Bell/Vehicle or
Submersible Operator
(Not Under Pressure)
$110.54 5D 4C
King Divers & Tenders Dive Supervisor/Master $72.97 5D 4C
King Divers & Tenders Diver $110.54 5D 4C 8V
King Divers & Tenders Diver On Standby $67.97 5D 4C
King Divers & Tenders Diver Tender $61.65 5D 4C
Page 1 of 20
02/15/2018https://fortress.wa.gov/lni/wagelookup/wageupdatepublication.aspx?PubCtlId=140
King Divers & Tenders Manifold Operator $61.65 5D 4C
King Divers & Tenders Manifold Operator Mixed
Gas
$66.65 5D 4C
King Divers & Tenders Remote Operated Vehicle
Operator/Technician
$61.65 5D 4C
King Divers & Tenders Remote Operated Vehicle
Tender
$57.43 5A 4C
King Dredge Workers Assistant Engineer $56.44 5D 3F
King Dredge Workers Assistant Mate
(Deckhand)
$56.00 5D 3F
King Dredge Workers Boatmen $56.44 5D 3F
King Dredge Workers Engineer Welder $57.51 5D 3F
King Dredge Workers Leverman, Hydraulic $58.67 5D 3F
King Dredge Workers Mates $56.44 5D 3F
King Dredge Workers Oiler $56.00 5D 3F
King Drywall Applicator Journey Level $56.78 5D 1H
King Drywall Tapers Journey Level $57.43 5P 1E
King Electrical Fixture
Maintenance Workers
Journey Level $28.99 5L 1E
King Electricians - Inside Cable Splicer $76.96 7C 4E
King Electricians - Inside Cable Splicer (tunnel) $82.24 7C 4E
King Electricians - Inside Certified Welder $74.38 7C 4E
King Electricians - Inside Certified Welder (tunnel) $79.80 7C 4E
King Electricians - Inside Construction Stock
Person
$39.69 7C 4E
King Electricians - Inside Journey Level $71.80 7C 4E
King Electricians - Inside Journey Level (tunnel) $76.96 7C 4E
King Electricians - Motor Shop Craftsman $15.37 1
King Electricians - Motor Shop Journey Level $14.69 1
King Electricians - Powerline
Construction
Cable Splicer $79.43 5A 4D
King Electricians - Powerline
Construction
Certified Line Welder $69.75 5A 4D
King Electricians - Powerline
Construction
Groundperson $46.28 5A 4D
King Electricians - Powerline
Construction
Heavy Line Equipment
Operator
$69.75 5A 4D
King Electricians - Powerline
Construction
Journey Level Lineperson $69.75 5A 4D
King Electricians - Powerline
Construction
Line Equipment Operator $59.01 5A 4D
King Electricians - Powerline
Construction
Meter Installer $46.28 5A 4D 8W
King Electricians - Powerline
Construction
Pole Sprayer $69.75 5A 4D
King Electricians - Powerline
Construction
Powderperson $52.20 5A 4D
King Electronic Technicians Journey Level $31.00 1
Page 2 of 20
02/15/2018https://fortress.wa.gov/lni/wagelookup/wageupdatepublication.aspx?PubCtlId=140
King Elevator Constructors Mechanic $91.24 7D 4A
King Elevator Constructors Mechanic In Charge $98.51 7D 4A
King Fabricated Precast
Concrete Products
All Classifications - In-
Factory Work Only
$17.72 5B 1R
King Fence Erectors Fence Erector $15.18 1
King Flaggers Journey Level $39.48 7A 3I
King Glaziers Journey Level $61.81 7L 1Y
King Heat & Frost Insulators And
Asbestos Workers
Journeyman $67.93 5J 4H
King Heating Equipment
Mechanics
Journey Level $78.17 7F 1E
King Hod Carriers & Mason
Tenders
Journey Level $48.02 7A 3I
King Industrial Power Vacuum
Cleaner
Journey Level $11.50 1
King Inland Boatmen Boat Operator $61.41 5B 1K
King Inland Boatmen Cook $56.48 5B 1K
King Inland Boatmen Deckhand $57.48 5B 1K
King Inland Boatmen Deckhand Engineer $58.81 5B 1K
King Inland Boatmen Launch Operator $58.89 5B 1K
King Inland Boatmen Mate $57.31 5B 1K
King Inspection/Cleaning/Sealing
Of Sewer & Water Systems
By Remote Control
Cleaner Operator,
Foamer Operator
$31.49 1
King Inspection/Cleaning/Sealing
Of Sewer & Water Systems
By Remote Control
Grout Truck Operator $11.50 1
King Inspection/Cleaning/Sealing
Of Sewer & Water Systems
By Remote Control
Head Operator $24.91 1
King Inspection/Cleaning/Sealing
Of Sewer & Water Systems
By Remote Control
Technician $19.33 1
King Inspection/Cleaning/Sealing
Of Sewer & Water Systems
By Remote Control
Tv Truck Operator $20.45 1
King Insulation Applicators Journey Level $57.18 5D 4C
King Ironworkers Journeyman $67.88 7N 1O
King Laborers Air, Gas Or Electric
Vibrating Screed
$46.57 7A 3I
King Laborers Airtrac Drill Operator $48.02 7A 3I
King Laborers Ballast Regular Machine $46.57 7A 3I
King Laborers Batch Weighman $39.48 7A 3I
King Laborers Brick Pavers $46.57 7A 3I
King Laborers Brush Cutter $46.57 7A 3I
King Laborers Brush Hog Feeder $46.57 7A 3I
King Laborers Burner $46.57 7A 3I
King Laborers Caisson Worker $48.02 7A 3I
King Laborers Carpenter Tender $46.57 7A 3I
Page 3 of 20
02/15/2018https://fortress.wa.gov/lni/wagelookup/wageupdatepublication.aspx?PubCtlId=140
King Laborers Caulker $46.57 7A 3I
King Laborers Cement Dumper-paving $47.44 7A 3I
King Laborers Cement Finisher Tender $46.57 7A 3I
King Laborers Change House Or Dry
Shack
$46.57 7A 3I
King Laborers Chipping Gun (under 30
Lbs.)
$46.57 7A 3I
King Laborers Chipping Gun(30 Lbs. And
Over)
$47.44 7A 3I
King Laborers Choker Setter $46.57 7A 3I
King Laborers Chuck Tender $46.57 7A 3I
King Laborers Clary Power Spreader $47.44 7A 3I
King Laborers Clean-up Laborer $46.57 7A 3I
King Laborers Concrete Dumper/chute
Operator
$47.44 7A 3I
King Laborers Concrete Form Stripper $46.57 7A 3I
King Laborers Concrete Placement Crew $47.44 7A 3I
King Laborers Concrete Saw
Operator/core Driller
$47.44 7A 3I
King Laborers Crusher Feeder $39.48 7A 3I
King Laborers Curing Laborer $46.57 7A 3I
King Laborers Demolition: Wrecking &
Moving (incl. Charred
Material)
$46.57 7A 3I
King Laborers Ditch Digger $46.57 7A 3I
King Laborers Diver $48.02 7A 3I
King Laborers Drill Operator
(hydraulic,diamond)
$47.44 7A 3I
King Laborers Dry Stack Walls $46.57 7A 3I
King Laborers Dump Person $46.57 7A 3I
King Laborers Epoxy Technician $46.57 7A 3I
King Laborers Erosion Control Worker $46.57 7A 3I
King Laborers Faller & Bucker Chain
Saw
$47.44 7A 3I
King Laborers Fine Graders $46.57 7A 3I
King Laborers Firewatch $39.48 7A 3I
King Laborers Form Setter $46.57 7A 3I
King Laborers Gabian Basket Builders $46.57 7A 3I
King Laborers General Laborer $46.57 7A 3I
King Laborers Grade Checker & Transit
Person
$48.02 7A 3I
King Laborers Grinders $46.57 7A 3I
King Laborers Grout Machine Tender $46.57 7A 3I
King Laborers Groutmen (pressure)
including Post Tension
Beams
$47.44 7A 3I
King Laborers Guardrail Erector $46.57 7A 3I
King Laborers $48.02 7A 3I
Page 4 of 20
02/15/2018https://fortress.wa.gov/lni/wagelookup/wageupdatepublication.aspx?PubCtlId=140
Hazardous Waste Worker
(level A)
King Laborers Hazardous Waste Worker
(level B)
$47.44 7A 3I
King Laborers Hazardous Waste Worker
(level C)
$46.57 7A 3I
King Laborers High Scaler $48.02 7A 3I
King Laborers Jackhammer $47.44 7A 3I
King Laborers Laserbeam Operator $47.44 7A 3I
King Laborers Maintenance Person $46.57 7A 3I
King Laborers Manhole Builder-mudman $47.44 7A 3I
King Laborers Material Yard Person $46.57 7A 3I
King Laborers Motorman-dinky
Locomotive
$47.44 7A 3I
King Laborers Nozzleman (concrete
Pump, Green Cutter
When Using Combination
Of High Pressure Air &
Water On Concrete &
Rock, Sandblast, Gunite,
Shotcrete, Water Bla
$47.44 7A 3I
King Laborers Pavement Breaker $47.44 7A 3I
King Laborers Pilot Car $39.48 7A 3I
King Laborers Pipe Layer Lead $48.02 7A 3I
King Laborers Pipe Layer/tailor $47.44 7A 3I
King Laborers Pipe Pot Tender $47.44 7A 3I
King Laborers Pipe Reliner $47.44 7A 3I
King Laborers Pipe Wrapper $47.44 7A 3I
King Laborers Pot Tender $46.57 7A 3I
King Laborers Powderman $48.02 7A 3I
King Laborers Powderman's Helper $46.57 7A 3I
King Laborers Power Jacks $47.44 7A 3I
King Laborers Railroad Spike Puller -
Power
$47.44 7A 3I
King Laborers Raker - Asphalt $48.02 7A 3I
King Laborers Re-timberman $48.02 7A 3I
King Laborers Remote Equipment
Operator
$47.44 7A 3I
King Laborers Rigger/signal Person $47.44 7A 3I
King Laborers Rip Rap Person $46.57 7A 3I
King Laborers Rivet Buster $47.44 7A 3I
King Laborers Rodder $47.44 7A 3I
King Laborers Scaffold Erector $46.57 7A 3I
King Laborers Scale Person $46.57 7A 3I
King Laborers Sloper (over 20") $47.44 7A 3I
King Laborers Sloper Sprayer $46.57 7A 3I
King Laborers Spreader (concrete) $47.44 7A 3I
King Laborers Stake Hopper $46.57 7A 3I
Page 5 of 20
02/15/2018https://fortress.wa.gov/lni/wagelookup/wageupdatepublication.aspx?PubCtlId=140
King Laborers Stock Piler $46.57 7A 3I
King Laborers Tamper & Similar
Electric, Air & Gas
Operated Tools
$47.44 7A 3I
King Laborers Tamper (multiple & Self-
propelled)
$47.44 7A 3I
King Laborers Timber Person - Sewer
(lagger, Shorer &
Cribber)
$47.44 7A 3I
King Laborers Toolroom Person (at
Jobsite)
$46.57 7A 3I
King Laborers Topper $46.57 7A 3I
King Laborers Track Laborer $46.57 7A 3I
King Laborers Track Liner (power) $47.44 7A 3I
King Laborers Traffic Control Laborer $42.22 7A 3I 8R
King Laborers Traffic Control Supervisor $42.22 7A 3I 8R
King Laborers Truck Spotter $46.57 7A 3I
King Laborers Tugger Operator $47.44 7A 3I
King Laborers Tunnel Work-Compressed
Air Worker 0-30 psi
$92.60 7A 3I 8Q
King Laborers Tunnel Work-Compressed
Air Worker 30.01-44.00
psi
$97.63 7A 3I 8Q
King Laborers Tunnel Work-Compressed
Air Worker 44.01-54.00
psi
$101.31 7A 3I 8Q
King Laborers Tunnel Work-Compressed
Air Worker 54.01-60.00
psi
$107.01 7A 3I 8Q
King Laborers Tunnel Work-Compressed
Air Worker 60.01-64.00
psi
$109.13 7A 3I 8Q
King Laborers Tunnel Work-Compressed
Air Worker 64.01-68.00
psi
$114.23 7A 3I 8Q
King Laborers Tunnel Work-Compressed
Air Worker 68.01-70.00
psi
$116.13 7A 3I 8Q
King Laborers Tunnel Work-Compressed
Air Worker 70.01-72.00
psi
$118.13 7A 3I 8Q
King Laborers Tunnel Work-Compressed
Air Worker 72.01-74.00
psi
$120.13 7A 3I 8Q
King Laborers Tunnel Work-Guage and
Lock Tender
$48.12 7A 3I 8Q
King Laborers Tunnel Work-Miner $48.12 7A 3I 8Q
King Laborers Vibrator $47.44 7A 3I
King Laborers Vinyl Seamer $46.57 7A 3I
King Laborers Watchman $35.88 7A 3I
King Laborers Welder $47.44 7A 3I
Page 6 of 20
02/15/2018https://fortress.wa.gov/lni/wagelookup/wageupdatepublication.aspx?PubCtlId=140
King Laborers Well Point Laborer $47.44 7A 3I
King Laborers Window Washer/cleaner $35.88 7A 3I
King Laborers - Underground
Sewer & Water
General Laborer &
Topman
$46.57 7A 3I
King Laborers - Underground
Sewer & Water
Pipe Layer $47.44 7A 3I
King Landscape Construction Irrigation Or Lawn
Sprinkler Installers
$13.56 1
King Landscape Construction Landscape Equipment
Operators Or Truck
Drivers
$28.17 1
King Landscape Construction Landscaping or Planting
Laborers
$17.87 1
King Lathers Journey Level $56.78 5D 1H
King Marble Setters Journey Level $55.82 5A 1M
King Metal Fabrication (In Shop)Fitter $15.86 1
King Metal Fabrication (In Shop)Laborer $11.50 1
King Metal Fabrication (In Shop)Machine Operator $13.04 1
King Metal Fabrication (In Shop)Painter $11.50 1
King Metal Fabrication (In Shop)Welder $15.48 1
King Millwright Journey Level $58.68 5D 4C
King Modular Buildings Cabinet Assembly $11.56 1
King Modular Buildings Electrician $11.56 1
King Modular Buildings Equipment Maintenance $11.56 1
King Modular Buildings Plumber $11.56 1
King Modular Buildings Production Worker $11.50 1
King Modular Buildings Tool Maintenance $11.56 1
King Modular Buildings Utility Person $11.56 1
King Modular Buildings Welder $11.56 1
King Painters Journey Level $41.60 6Z 2B
King Pile Driver Crew Tender $52.37 5D 4C
King Pile Driver Hyperbaric Worker -
Compressed Air Worker
0-30.00 PSI
$71.35 5D 4C
King Pile Driver Hyperbaric Worker -
Compressed Air Worker
30.01 - 44.00 PSI
$76.35 5D 4C
King Pile Driver Hyperbaric Worker -
Compressed Air Worker
44.01 - 54.00 PSI
$80.35 5D 4C
King Pile Driver Hyperbaric Worker -
Compressed Air Worker
54.01 - 60.00 PSI
$85.35 5D 4C
King Pile Driver Hyperbaric Worker -
Compressed Air Worker
60.01 - 64.00 PSI
$87.85 5D 4C
King Pile Driver Hyperbaric Worker -
Compressed Air Worker
64.01 - 68.00 PSI
$92.85 5D 4C
Page 7 of 20
02/15/2018https://fortress.wa.gov/lni/wagelookup/wageupdatepublication.aspx?PubCtlId=140
King Pile Driver Hyperbaric Worker -
Compressed Air Worker
68.01 - 70.00 PSI
$94.85 5D 4C
King Pile Driver Hyperbaric Worker -
Compressed Air Worker
70.01 - 72.00 PSI
$96.85 5D 4C
King Pile Driver Hyperbaric Worker -
Compressed Air Worker
72.01 - 74.00 PSI
$98.85 5D 4C
King Pile Driver Journey Level $57.43 5D 4C
King Plasterers Journey Level $54.89 7Q 1R
King Playground & Park
Equipment Installers
Journey Level $11.50 1
King Plumbers & Pipefitters Journey Level $81.69 6Z 1G
King Power Equipment Operators Asphalt Plant Operators $60.49 7A 3C 8P
King Power Equipment Operators Assistant Engineer $56.90 7A 3C 8P
King Power Equipment Operators Barrier Machine (zipper) $59.96 7A 3C 8P
King Power Equipment Operators Batch Plant Operator,
Concrete
$59.96 7A 3C 8P
King Power Equipment Operators Bobcat $56.90 7A 3C 8P
King Power Equipment Operators Brokk - Remote
Demolition Equipment
$56.90 7A 3C 8P
King Power Equipment Operators Brooms $56.90 7A 3C 8P
King Power Equipment Operators Bump Cutter $59.96 7A 3C 8P
King Power Equipment Operators Cableways $60.49 7A 3C 8P
King Power Equipment Operators Chipper $59.96 7A 3C 8P
King Power Equipment Operators Compressor $56.90 7A 3C 8P
King Power Equipment Operators Concrete Pump: Truck
Mount With Boom
Attachment Over 42 M
$60.49 7A 3C 8P
King Power Equipment Operators Concrete Finish Machine
-laser Screed
$56.90 7A 3C 8P
King Power Equipment Operators Concrete Pump - Mounted
Or Trailer High Pressure
Line Pump, Pump High
Pressure.
$59.49 7A 3C 8P
King Power Equipment Operators Concrete Pump: Truck
Mount With Boom
Attachment Up To 42m
$59.96 7A 3C 8P
King Power Equipment Operators Conveyors $59.49 7A 3C 8P
King Power Equipment Operators Cranes Friction: 200 tons
and over
$62.33 7A 3C 8P
King Power Equipment Operators Cranes: 20 Tons Through
44 Tons With
Attachments
$59.96 7A 3C 8P
King Power Equipment Operators Cranes: 100 Tons Through
199 Tons, Or 150' Of
Boom (Including Jib With
Attachments)
$61.10 7A 3C 8P
King Power Equipment Operators Cranes: 200 tons- 299
tons, or 250’ of boom
$61.72 7A 3C 8P
Page 8 of 20
02/15/2018https://fortress.wa.gov/lni/wagelookup/wageupdatepublication.aspx?PubCtlId=140
including jib with
attachments
King Power Equipment Operators Cranes: 300 tons and over
or 300’ of boom including
jib with attachments
$62.33 7A 3C 8P
King Power Equipment Operators Cranes: 45 Tons Through
99 Tons, Under 150' Of
Boom (including Jib With
Attachments)
$60.49 7A 3C 8P
King Power Equipment Operators Cranes: A-frame - 10
Tons And Under
$56.90 7A 3C 8P
King Power Equipment Operators Cranes: Friction cranes
through 199 tons
$61.72 7A 3C 8P
King Power Equipment Operators Cranes: Through 19 Tons
With Attachments
A-frame Over 10 Tons
$59.49 7A 3C 8P
King Power Equipment Operators Crusher $59.96 7A 3C 8P
King Power Equipment Operators Deck Engineer/deck
Winches (power)
$59.96 7A 3C 8P
King Power Equipment Operators Derricks, On Building
Work
$60.49 7A 3C 8P
King Power Equipment Operators Dozers D-9 & Under $59.49 7A 3C 8P
King Power Equipment Operators Drill Oilers: Auger Type,
Truck Or Crane Mount
$59.49 7A 3C 8P
King Power Equipment Operators Drilling Machine $61.10 7A 3C 8P
King Power Equipment Operators Elevator And Man-lift:
Permanent And Shaft
Type
$56.90 7A 3C 8P
King Power Equipment Operators Finishing Machine,
Bidwell And Gamaco &
Similar Equipment
$59.96 7A 3C 8P
King Power Equipment Operators Forklift: 3000 Lbs And
Over With Attachments
$59.49 7A 3C 8P
King Power Equipment Operators Forklifts: Under 3000 Lbs.
With Attachments
$56.90 7A 3C 8P
King Power Equipment Operators Grade Engineer: Using
Blue Prints, Cut Sheets,
Etc
$59.96 7A 3C 8P
King Power Equipment Operators Gradechecker/stakeman $56.90 7A 3C 8P
King Power Equipment Operators Guardrail Punch $59.96 7A 3C 8P
King Power Equipment Operators Hard Tail End Dump
Articulating Off- Road
Equipment 45 Yards. &
Over
$60.49 7A 3C 8P
King Power Equipment Operators Hard Tail End Dump
Articulating Off-road
Equipment Under 45
Yards
$59.96 7A 3C 8P
King Power Equipment Operators Horizontal/directional
Drill Locator
$59.49 7A 3C 8P
King Power Equipment Operators Horizontal/directional
Drill Operator
$59.96 7A 3C 8P
Page 9 of 20
02/15/2018https://fortress.wa.gov/lni/wagelookup/wageupdatepublication.aspx?PubCtlId=140
King Power Equipment Operators Hydralifts/boom Trucks
Over 10 Tons
$59.49 7A 3C 8P
King Power Equipment Operators Hydralifts/boom Trucks,
10 Tons And Under
$56.90 7A 3C 8P
King Power Equipment Operators Loader, Overhead 8
Yards. & Over
$61.10 7A 3C 8P
King Power Equipment Operators Loader, Overhead, 6
Yards. But Not Including
8 Yards
$60.49 7A 3C 8P
King Power Equipment Operators Loaders, Overhead Under
6 Yards
$59.96 7A 3C 8P
King Power Equipment Operators Loaders, Plant Feed $59.96 7A 3C 8P
King Power Equipment Operators Loaders: Elevating Type
Belt
$59.49 7A 3C 8P
King Power Equipment Operators Locomotives, All $59.96 7A 3C 8P
King Power Equipment Operators Material Transfer Device $59.96 7A 3C 8P
King Power Equipment Operators Mechanics, All (leadmen -
$0.50 Per Hour Over
Mechanic)
$61.10 7A 3C 8P
King Power Equipment Operators Motor Patrol Graders $60.49 7A 3C 8P
King Power Equipment Operators Mucking Machine, Mole,
Tunnel Drill, Boring, Road
Header And/or Shield
$60.49 7A 3C 8P
King Power Equipment Operators Oil Distributors, Blower
Distribution & Mulch
Seeding Operator
$56.90 7A 3C 8P
King Power Equipment Operators Outside Hoists (elevators
And Manlifts), Air
Tuggers,strato
$59.49 7A 3C 8P
King Power Equipment Operators Overhead, Bridge Type
Crane: 20 Tons Through
44 Tons
$59.96 7A 3C 8P
King Power Equipment Operators Overhead, Bridge Type:
100 Tons And Over
$61.10 7A 3C 8P
King Power Equipment Operators Overhead, Bridge Type:
45 Tons Through 99 Tons
$60.49 7A 3C 8P
King Power Equipment Operators Pavement Breaker $56.90 7A 3C 8P
King Power Equipment Operators Pile Driver (other Than
Crane Mount)
$59.96 7A 3C 8P
King Power Equipment Operators Plant Oiler - Asphalt,
Crusher
$59.49 7A 3C 8P
King Power Equipment Operators Posthole Digger,
Mechanical
$56.90 7A 3C 8P
King Power Equipment Operators Power Plant $56.90 7A 3C 8P
King Power Equipment Operators Pumps - Water $56.90 7A 3C 8P
King Power Equipment Operators Quad 9, Hd 41, D10 And
Over
$60.49 7A 3C 8P
King Power Equipment Operators Quick Tower - No Cab,
Under 100 Feet In Height
Based To Boom
$56.90 7A 3C 8P
King Power Equipment Operators $60.49 7A 3C 8P
Page 10 of 20
02/15/2018https://fortress.wa.gov/lni/wagelookup/wageupdatepublication.aspx?PubCtlId=140
Remote Control Operator
On Rubber Tired Earth
Moving Equipment
King Power Equipment Operators Rigger And Bellman $56.90 7A 3C 8P
King Power Equipment Operators Rigger/Signal Person,
Bellman (Certified)
$59.49 7A 3C 8P
King Power Equipment Operators Rollagon $60.49 7A 3C 8P
King Power Equipment Operators Roller, Other Than Plant
Mix
$56.90 7A 3C 8P
King Power Equipment Operators Roller, Plant Mix Or
Multi-lift Materials
$59.49 7A 3C 8P
King Power Equipment Operators Roto-mill, Roto-grinder $59.96 7A 3C 8P
King Power Equipment Operators Saws - Concrete $59.49 7A 3C 8P
King Power Equipment Operators Scraper, Self Propelled
Under 45 Yards
$59.96 7A 3C 8P
King Power Equipment Operators Scrapers - Concrete &
Carry All
$59.49 7A 3C 8P
King Power Equipment Operators Scrapers, Self-propelled:
45 Yards And Over
$60.49 7A 3C 8P
King Power Equipment Operators Service Engineers -
Equipment
$59.49 7A 3C 8P
King Power Equipment Operators Shotcrete/gunite
Equipment
$56.90 7A 3C 8P
King Power Equipment Operators Shovel , Excavator,
Backhoe, Tractors Under
15 Metric Tons.
$59.49 7A 3C 8P
King Power Equipment Operators Shovel, Excavator,
Backhoe: Over 30 Metric
Tons To 50 Metric Tons
$60.49 7A 3C 8P
King Power Equipment Operators Shovel, Excavator,
Backhoes, Tractors: 15 To
30 Metric Tons
$59.96 7A 3C 8P
King Power Equipment Operators Shovel, Excavator,
Backhoes: Over 50 Metric
Tons To 90 Metric Tons
$61.10 7A 3C 8P
King Power Equipment Operators Shovel, Excavator,
Backhoes: Over 90 Metric
Tons
$61.72 7A 3C 8P
King Power Equipment Operators Slipform Pavers $60.49 7A 3C 8P
King Power Equipment Operators Spreader, Topsider &
Screedman
$60.49 7A 3C 8P
King Power Equipment Operators Subgrader Trimmer $59.96 7A 3C 8P
King Power Equipment Operators Tower Bucket Elevators $59.49 7A 3C 8P
King Power Equipment Operators Tower Crane Up To 175'
In Height Base To Boom
$61.10 7A 3C 8P
King Power Equipment Operators Tower Crane: over 175’
through 250’ in height,
base to boom
$61.72 7A 3C 8P
King Power Equipment Operators Tower Cranes: over 250’
in height from base to
boom
$62.33 7A 3C 8P
Page 11 of 20
02/15/2018https://fortress.wa.gov/lni/wagelookup/wageupdatepublication.aspx?PubCtlId=140
King Power Equipment Operators Transporters, All Track Or
Truck Type
$60.49 7A 3C 8P
King Power Equipment Operators Trenching Machines $59.49 7A 3C 8P
King Power Equipment Operators Truck Crane Oiler/driver
- 100 Tons And Over
$59.96 7A 3C 8P
King Power Equipment Operators Truck Crane Oiler/driver
Under 100 Tons
$59.49 7A 3C 8P
King Power Equipment Operators Truck Mount Portable
Conveyor
$59.96 7A 3C 8P
King Power Equipment Operators Welder $60.49 7A 3C 8P
King Power Equipment Operators Wheel Tractors, Farmall
Type
$56.90 7A 3C 8P
King Power Equipment Operators Yo Yo Pay Dozer $59.96 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Asphalt Plant Operators $60.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Assistant Engineer $56.90 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Barrier Machine (zipper) $59.96 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Batch Plant Operator,
Concrete
$59.96 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Bobcat $56.90 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Brokk - Remote
Demolition Equipment
$56.90 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Brooms $56.90 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Bump Cutter $59.96 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Cableways $60.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Chipper $59.96 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Compressor $56.90 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Concrete Pump: Truck
Mount With Boom
Attachment Over 42 M
$60.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Concrete Finish Machine
-laser Screed
$56.90 7A 3C 8P
Page 12 of 20
02/15/2018https://fortress.wa.gov/lni/wagelookup/wageupdatepublication.aspx?PubCtlId=140
King Power Equipment
Operators- Underground
Sewer & Water
Concrete Pump - Mounted
Or Trailer High Pressure
Line Pump, Pump High
Pressure.
$59.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Concrete Pump: Truck
Mount With Boom
Attachment Up To 42m
$59.96 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Conveyors $59.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Cranes Friction: 200 tons
and over
$62.33 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Cranes: 20 Tons Through
44 Tons With
Attachments
$59.96 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Cranes: 100 Tons Through
199 Tons, Or 150' Of
Boom (Including Jib With
Attachments)
$61.10 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Cranes: 200 tons- 299
tons, or 250’ of boom
including jib with
attachments
$61.72 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Cranes: 300 tons and over
or 300’ of boom including
jib with attachments
$62.33 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Cranes: 45 Tons Through
99 Tons, Under 150' Of
Boom (including Jib With
Attachments)
$60.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Cranes: A-frame - 10
Tons And Under
$56.90 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Cranes: Friction cranes
through 199 tons
$61.72 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Cranes: Through 19 Tons
With Attachments
A-frame Over 10 Tons
$59.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Crusher $59.96 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Deck Engineer/deck
Winches (power)
$59.96 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Derricks, On Building
Work
$60.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Dozers D-9 & Under $59.49 7A 3C 8P
King Drill Oilers: Auger Type,
Truck Or Crane Mount
$59.49 7A 3C 8P
Page 13 of 20
02/15/2018https://fortress.wa.gov/lni/wagelookup/wageupdatepublication.aspx?PubCtlId=140
Power Equipment
Operators- Underground
Sewer & Water
King Power Equipment
Operators- Underground
Sewer & Water
Drilling Machine $61.10 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Elevator And Man-lift:
Permanent And Shaft
Type
$56.90 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Finishing Machine,
Bidwell And Gamaco &
Similar Equipment
$59.96 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Forklift: 3000 Lbs And
Over With Attachments
$59.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Forklifts: Under 3000 Lbs.
With Attachments
$56.90 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Grade Engineer: Using
Blue Prints, Cut Sheets,
Etc
$59.96 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Gradechecker/stakeman $56.90 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Guardrail Punch $59.96 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Hard Tail End Dump
Articulating Off- Road
Equipment 45 Yards. &
Over
$60.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Hard Tail End Dump
Articulating Off-road
Equipment Under 45
Yards
$59.96 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Horizontal/directional
Drill Locator
$59.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Horizontal/directional
Drill Operator
$59.96 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Hydralifts/boom Trucks
Over 10 Tons
$59.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Hydralifts/boom Trucks,
10 Tons And Under
$56.90 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Loader, Overhead 8
Yards. & Over
$61.10 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Loader, Overhead, 6
Yards. But Not Including
8 Yards
$60.49 7A 3C 8P
Page 14 of 20
02/15/2018https://fortress.wa.gov/lni/wagelookup/wageupdatepublication.aspx?PubCtlId=140
King Power Equipment
Operators- Underground
Sewer & Water
Loaders, Overhead Under
6 Yards
$59.96 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Loaders, Plant Feed $59.96 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Loaders: Elevating Type
Belt
$59.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Locomotives, All $59.96 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Material Transfer Device $59.96 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Mechanics, All (leadmen -
$0.50 Per Hour Over
Mechanic)
$61.10 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Motor Patrol Graders $60.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Mucking Machine, Mole,
Tunnel Drill, Boring, Road
Header And/or Shield
$60.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Oil Distributors, Blower
Distribution & Mulch
Seeding Operator
$56.90 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Outside Hoists (elevators
And Manlifts), Air
Tuggers,strato
$59.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Overhead, Bridge Type
Crane: 20 Tons Through
44 Tons
$59.96 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Overhead, Bridge Type:
100 Tons And Over
$61.10 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Overhead, Bridge Type:
45 Tons Through 99 Tons
$60.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Pavement Breaker $56.90 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Pile Driver (other Than
Crane Mount)
$59.96 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Plant Oiler - Asphalt,
Crusher
$59.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Posthole Digger,
Mechanical
$56.90 7A 3C 8P
King Power Plant $56.90 7A 3C 8P
Page 15 of 20
02/15/2018https://fortress.wa.gov/lni/wagelookup/wageupdatepublication.aspx?PubCtlId=140
Power Equipment
Operators- Underground
Sewer & Water
King Power Equipment
Operators- Underground
Sewer & Water
Pumps - Water $56.90 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Quad 9, Hd 41, D10 And
Over
$60.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Quick Tower - No Cab,
Under 100 Feet In Height
Based To Boom
$56.90 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Remote Control Operator
On Rubber Tired Earth
Moving Equipment
$60.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Rigger And Bellman $56.90 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Rigger/Signal Person,
Bellman (Certified)
$59.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Rollagon $60.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Roller, Other Than Plant
Mix
$56.90 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Roller, Plant Mix Or
Multi-lift Materials
$59.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Roto-mill, Roto-grinder $59.96 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Saws - Concrete $59.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Scraper, Self Propelled
Under 45 Yards
$59.96 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Scrapers - Concrete &
Carry All
$59.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Scrapers, Self-propelled:
45 Yards And Over
$60.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Service Engineers -
Equipment
$59.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Shotcrete/gunite
Equipment
$56.90 7A 3C 8P
King $59.49 7A 3C 8P
Page 16 of 20
02/15/2018https://fortress.wa.gov/lni/wagelookup/wageupdatepublication.aspx?PubCtlId=140
Power Equipment
Operators- Underground
Sewer & Water
Shovel , Excavator,
Backhoe, Tractors Under
15 Metric Tons.
King Power Equipment
Operators- Underground
Sewer & Water
Shovel, Excavator,
Backhoe: Over 30 Metric
Tons To 50 Metric Tons
$60.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Shovel, Excavator,
Backhoes, Tractors: 15 To
30 Metric Tons
$59.96 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Shovel, Excavator,
Backhoes: Over 50 Metric
Tons To 90 Metric Tons
$61.10 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Shovel, Excavator,
Backhoes: Over 90 Metric
Tons
$61.72 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Slipform Pavers $60.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Spreader, Topsider &
Screedman
$60.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Subgrader Trimmer $59.96 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Tower Bucket Elevators $59.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Tower Crane Up To 175'
In Height Base To Boom
$61.10 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Tower Crane: over 175’
through 250’ in height,
base to boom
$61.72 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Tower Cranes: over 250’
in height from base to
boom
$62.33 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Transporters, All Track Or
Truck Type
$60.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Trenching Machines $59.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Truck Crane Oiler/driver
- 100 Tons And Over
$59.96 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Truck Crane Oiler/driver
Under 100 Tons
$59.49 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Truck Mount Portable
Conveyor
$59.96 7A 3C 8P
King Welder $60.49 7A 3C 8P
Page 17 of 20
02/15/2018https://fortress.wa.gov/lni/wagelookup/wageupdatepublication.aspx?PubCtlId=140
Power Equipment
Operators- Underground
Sewer & Water
King Power Equipment
Operators- Underground
Sewer & Water
Wheel Tractors, Farmall
Type
$56.90 7A 3C 8P
King Power Equipment
Operators- Underground
Sewer & Water
Yo Yo Pay Dozer $59.96 7A 3C 8P
King Power Line Clearance Tree
Trimmers
Journey Level In Charge $50.02 5A 4A
King Power Line Clearance Tree
Trimmers
Spray Person $47.43 5A 4A
King Power Line Clearance Tree
Trimmers
Tree Equipment Operator $50.02 5A 4A
King Power Line Clearance Tree
Trimmers
Tree Trimmer $44.64 5A 4A
King Power Line Clearance Tree
Trimmers
Tree Trimmer
Groundperson
$33.67 5A 4A
King Refrigeration & Air
Conditioning Mechanics
Journey Level $77.86 6Z 1G
King Residential Brick Mason Journey Level $55.82 5A 1M
King Residential Carpenters Journey Level $28.20 1
King Residential Cement Masons Journey Level $22.64 1
King Residential Drywall
Applicators
Journey Level $42.86 5D 4C
King Residential Drywall Tapers Journey Level $57.43 5P 1E
King Residential Electricians Journey Level $30.44 1
King Residential Glaziers Journey Level $41.05 7L 1H
King Residential Insulation
Applicators
Journey Level $26.28 1
King Residential Laborers Journey Level $23.03 1
King Residential Marble Setters Journey Level $24.09 1
King Residential Painters Journey Level $24.46 1
King Residential Plumbers &
Pipefitters
Journey Level $34.69 1
King Residential Refrigeration &
Air Conditioning Mechanics
Journey Level $77.86 6Z 1G
King Residential Sheet Metal
Workers
Journey Level (Field or
Shop)
$44.56 7F 1R
King Residential Soft Floor
Layers
Journey Level $47.61 5A 3J
King Residential Sprinkler Fitters
(Fire Protection)
Journey Level $46.58 5C 2R
King Residential Stone Masons Journey Level $55.82 5A 1M
King Residential Terrazzo
Workers
Journey Level $51.36 5A 1M
King Residential Terrazzo/Tile
Finishers
Journey Level $21.46 1
King Residential Tile Setters Journey Level $20.00 1
Page 18 of 20
02/15/2018https://fortress.wa.gov/lni/wagelookup/wageupdatepublication.aspx?PubCtlId=140
King Roofers Journey Level $51.02 5A 3H
King Roofers Using Irritable Bituminous
Materials
$54.02 5A 3H
King Sheet Metal Workers Journey Level (Field or
Shop)
$78.17 7F 1E
King Shipbuilding & Ship Repair Boilermaker $43.31 7M 1H
King Shipbuilding & Ship Repair Carpenter $41.06 7T 2B
King Shipbuilding & Ship Repair Electrician $42.07 7T 4B
King Shipbuilding & Ship Repair Heat & Frost Insulator $67.93 5J 4H
King Shipbuilding & Ship Repair Laborer $41.99 7T 4B
King Shipbuilding & Ship Repair Machinist $42.00 7T 4B
King Shipbuilding & Ship Repair Operator $41.95 7T 4B
King Shipbuilding & Ship Repair Painter $42.00 7T 4B
King Shipbuilding & Ship Repair Pipefitter $41.96 7T 4B
King Shipbuilding & Ship Repair Rigger $42.05 7T 4B
King Shipbuilding & Ship Repair Sheet Metal $41.98 7T 4B
King Shipbuilding & Ship Repair Shipfitter $42.05 7T 4B
King Shipbuilding & Ship Repair Trucker $41.91 7T 4B
King Shipbuilding & Ship Repair Warehouse $41.94 7T 4B
King Shipbuilding & Ship Repair Welder/Burner $42.05 7T 4B
King Sign Makers & Installers
(Electrical)
Sign Installer $22.92 1
King Sign Makers & Installers
(Electrical)
Sign Maker $21.36 1
King Sign Makers & Installers
(Non-Electrical)
Sign Installer $27.28 1
King Sign Makers & Installers
(Non-Electrical)
Sign Maker $33.25 1
King Soft Floor Layers Journey Level $47.61 5A 3J
King Solar Controls For Windows Journey Level $12.44 1
King Sprinkler Fitters (Fire
Protection)
Journey Level $75.64 5C 1X
King Stage Rigging Mechanics
(Non Structural)
Journey Level $13.23 1
King Stone Masons Journey Level $55.82 5A 1M
King Street And Parking Lot
Sweeper Workers
Journey Level $19.09 1
King Surveyors Assistant Construction
Site Surveyor
$59.49 7A 3C 8P
King Surveyors Chainman $58.93 7A 3C 8P
King Surveyors Construction Site
Surveyor
$60.49 7A 3C 8P
King Telecommunication
Technicians
Journey Level $22.76 1
King Telephone Line
Construction - Outside
Cable Splicer $40.52 5A 2B
King Telephone Line
Construction - Outside
Hole Digger/Ground
Person
$22.78 5A 2B
Page 19 of 20
02/15/2018https://fortress.wa.gov/lni/wagelookup/wageupdatepublication.aspx?PubCtlId=140
King Telephone Line
Construction - Outside
Installer (Repairer) $38.87 5A 2B
King Telephone Line
Construction - Outside
Special Aparatus Installer
I
$40.52 5A 2B
King Telephone Line
Construction - Outside
Special Apparatus
Installer II
$39.73 5A 2B
King Telephone Line
Construction - Outside
Telephone Equipment
Operator (Heavy)
$40.52 5A 2B
King Telephone Line
Construction - Outside
Telephone Equipment
Operator (Light)
$37.74 5A 2B
King Telephone Line
Construction - Outside
Telephone Lineperson $37.74 5A 2B
King Telephone Line
Construction - Outside
Television Groundperson $21.60 5A 2B
King Telephone Line
Construction - Outside
Television
Lineperson/Installer
$28.68 5A 2B
King Telephone Line
Construction - Outside
Television System
Technician
$34.10 5A 2B
King Telephone Line
Construction - Outside
Television Technician $30.69 5A 2B
King Telephone Line
Construction - Outside
Tree Trimmer $37.74 5A 2B
King Terrazzo Workers Journey Level $51.36 5A 1M
King Tile Setters Journey Level $51.36 5A 1M
King Tile, Marble & Terrazzo
Finishers
Finisher $42.19 5A 1B
King Traffic Control Stripers Journey Level $45.43 7A 1K
King Truck Drivers Asphalt Mix Over 16 Yards
(W. WA-Joint Council 28)
$52.70 5D 3A 8L
King Truck Drivers Asphalt Mix To 16 Yards
(W. WA-Joint Council 28)
$51.86 5D 3A 8L
King Truck Drivers Dump Truck & Trailer $52.70 5D 3A 8L
King Truck Drivers Dump Truck (W. WA-Joint
Council 28)
$51.86 5D 3A 8L
King Truck Drivers Other Trucks (W. WA-
Joint Council 28)
$52.70 5D 3A 8L
King Truck Drivers Transit Mixer $43.23 1
King Well Drillers & Irrigation
Pump Installers
Irrigation Pump Installer $17.71 1
King Well Drillers & Irrigation
Pump Installers
Oiler $12.97 1
King Well Drillers & Irrigation
Pump Installers
Well Driller $18.00 1
Page 20 of 20
02/15/2018https://fortress.wa.gov/lni/wagelookup/wageupdatepublication.aspx?PubCtlId=140
Supplemental to Wage Rates
03/03/2018 Edition, Published February 1st, 2018
1
Washington State Department of Labor and Industries
Policy Statement
(Regarding the Production of "Standard" or "Non-standard" Items)
Below is the department's (State L&I's) list of criteria to be used in determining whether a
prefabricated item is "standard" or "non-standard". For items not appearing on WSDOT's
predetermined list, these criteria shall be used by the Contractor (and the Contractor's
subcontractors, agents to subcontractors, suppliers, manufacturers, and fabricators) to
determine coverage under RCW 39.12. The production, in the State of Washington, of
non-standard items is covered by RCW 39.12, and the production of standard items is not.
The production of any item outside the State of Washington is not covered by RCW 39.12.
1. Is the item fabricated for a public works project? If not, it is not subject to RCW 39.12.
If it is, go to question 2.
2. Is the item fabricated on the public works jobsite? If it is, the work is covered under
RCW 39.12. If not, go to question 3.
3. Is the item fabricated in an assembly/fabrication plant set up for, and dedicated
primarily to, the public works project? If it is, the work is covered by RCW 39.12. If not,
go to question 4.
4. Does the item require any assembly, cutting, modification or other fabrication by the
supplier? If not, the work is not covered by RCW 39.12. If yes, go to question 5.
5. Is the prefabricated item intended for the public works project typically an inventory
item which could reasonably be sold on the general market? If not, the work is covered
by RCW 39.12. If yes, go to question 6.
6. Does the specific prefabricated item, generally defined as standard, have any unusual
characteristics such as shape, type of material, strength requirements, finish, etc? If yes,
the work is covered under RCW 39.12.
Any firm with questions regarding the policy, WSDOT's Predetermined List, or for
determinations of covered and non-covered workers shall be directed to State L&I at (360)
902-5330.
WSDOT's
Predetermined List for
Suppliers - Manufactures - Fabricator
Supplemental to Wage Rates
03/03/2018 Edition, Published February 1st, 2018
2
Below is a list of potentially prefabricated items, originally furnished by WSDOT to
Washington State Department of Labor and Industries, that may be considered non-
standard and therefore covered by the prevailing wage law, RCW 39.12. Items marked
with an X in the "YES" column should be considered to be non-standard and therefore
covered by RCW 39.12. Items marked with an X in the "NO" column should be
considered to be standard and therefore not covered. Of course, exceptions to this
general list may occur, and in that case shall be evaluated according to the criteria
described in State and L&I's policy statement.
ITEM DESCRIPTION YES NO
1. Metal rectangular frames, solid metal covers, herringbone grates,
and bi-directional vaned grates for Catch Basin
Types 1, 1L, 1P, and 2 and Concrete Inlets. See Std. Plans
X
2. Metal circular frames (rings) and covers, circular grates,
and prefabricated ladders for Manhole Types 1, 2, and 3,
Drywell Types 1, 2, and 3 and Catch Basin Type 2.
See Std. Plans
X
3. Prefabricated steel grate supports and welded grates,
metal frames and dual vaned grates, and Type 1, 2, and
3 structural tubing grates for Drop Inlets. See Std. Plans.
X
4. Concrete Pipe - Plain Concrete pipe and reinforced
concrete pipe Class 2 to 5 sizes smaller than 60 inch diameter.
X
5. Concrete Pipe - Plain Concrete pipe and reinforced
concrete pipe Class 2 to 5 sizes larger than 60 inch diameter.
X
6. Corrugated Steel Pipe - Steel lock seam corrugated
pipe for culverts and storm sewers, sizes 30 inch
to 120 inches in diameter. May also be treated, 1 thru 5.
X
7. Corrugated Aluminum Pipe - Aluminum lock seam corrugated
pipe
for culverts and storm sewers, sizes 30 inch to 120 inches in
diameter. May also be treated, #5.
X
Supplemental to Wage Rates
03/03/2018 Edition, Published February 1st, 2018
3
ITEM DESCRIPTION YES NO
8. Anchor Bolts & Nuts - Anchor Bolts and Nuts, for
mounting sign structures, luminaries and other items, shall be
made from commercial bolt stock.
See Contract Plans and Std. Plans for size and material type.
X
9. Aluminum Pedestrian Handrail - Pedestrian handrail
conforming to the type and material specifications set forth in
the
contract plans. Welding of aluminum shall be
in accordance with Section 9-28.14(3).
X
10. Major Structural Steel Fabrication - Fabrication of major steel
items such as trusses, beams, girders, etc., for bridges.
X
11. Minor Structural Steel Fabrication - Fabrication of minor steel
Items such as special hangers, brackets, access doors for
structures, access ladders for irrigation boxes, bridge expansion
joint systems, etc., involving welding, cutting, punching and/or
boring of holes. See Contact Plans for item description and
shop
drawings.
X
12. Aluminum Bridge Railing Type BP - Metal bridge railing
conforming to the type and material specifications set forth
in the Contract Plans. Welding of aluminum shall be in
accordance with Section 9-28.14(3).
X
13. Concrete Piling--Precast-Prestressed concrete piling for use as
55
and 70 ton concrete piling. Concrete to conform to
Section 9-19.1 of Std. Spec..
X
14. Precast Manhole Types 1, 2, and 3 with cones, adjustment
sections and flat top slabs. See Std. Plans. X
15. Precast Drywell Types 1, 2, and with cones and adjustment
Sections.
See Std. Plans.
X
16. Precast Catch Basin - Catch Basin type 1, 1L, 1P, and 2
With adjustment sections. See Std. Plans.
X
Supplemental to Wage Rates
03/03/2018 Edition, Published February 1st, 2018
4
ITEM DESCRIPTION YES NO
17. Precast Concrete Inlet - with adjustment sections,
See Std. Plans
X
18. Precast Drop Inlet Type 1 and 2 with metal grate supports.
See Std. Plans.
X
19. Precast Grate Inlet Type 2 with extension and top units.
See Std. Plans
X
20. Metal frames, vaned grates, and hoods for Combination
Inlets. See Std. Plans
X
21. Precast Concrete Utility Vaults - Precast Concrete utility vaults
of
various sizes. Used for in ground storage of utility facilities and
controls. See Contract Plans for size and construction
requirements. Shop drawings are to be provided for approval
prior to casting
X
22. Vault Risers - For use with Valve Vaults and
Utilities
X
Vaults.
X
23. Valve Vault - For use with underground utilities.
See Contract Plans for details. X
24. Precast Concrete Barrier - Precast Concrete Barrier for
use as new barrier or may also be used as Temporary Concrete
Barrier. Only new state approved barrier may be used as
permanent barrier.
X
25. Reinforced Earth Wall Panels – Reinforced Earth Wall Panels in
size and shape as shown in the Plans. Fabrication plant has
annual approval for methods and materials to be used.
See Shop Drawing.
Fabrication at other locations may be approved, after facilities
inspection, contact HQ. Lab.
X
26. Precast Concrete Walls - Precast Concrete Walls - tilt-up wall
panel in size and shape as shown in Plans.
Fabrication plant has annual approval for methods and materials
to be used
X
Supplemental to Wage Rates
03/03/2018 Edition, Published February 1st, 2018
5
ITEM DESCRIPTION YES NO
27. Precast Railroad Crossings - Concrete Crossing Structure
Slabs. X
28. 12, 18 and 26 inch Standard Precast Prestressed Girder –
Standard Precast Prestressed Girder for use in structures.
Fabricator plant has annual approval of methods and materials
to
be used. Shop Drawing to be provided for approval prior to
casting girders.
See Std. Spec. Section 6-02.3(25)A
X
29. Prestressed Concrete Girder Series 4-14 - Prestressed Concrete
Girders for use in structures. Fabricator plant has annual
approval
of methods and materials to be used. Shop Drawing to be
provided for approval prior to casting girders.
See Std. Spec. Section 6-02.3(25)A
.
X
30. Prestressed Tri-Beam Girder - Prestressed Tri-Beam Girders for
use in structures. Fabricator plant has annual approval of
methods and materials to be used. Shop Drawing to be
provided
for approval prior to casting girders.
See Std. Spec. Section 6-02.3(25)A
X
31. Prestressed Precast Hollow-Core Slab – Precast Prestressed
Hollow-core slab for use in structures. Fabricator plant has
annual
approval of methods and materials to be used. Shop Drawing to
be provided for approval prior to casting girders.
See Std. Spec. Section 6-02.3(25)A.
X
32. Prestressed-Bulb Tee Girder - Bulb Tee Prestressed Girder for
use in structures. Fabricator plant has annual approval of
methods and materials to be used. Shop Drawing to be
provided
for approval prior to casting girders.
See Std. Spec. Section 6-02.3(25)A
X
33. Monument Case and Cover
See Std. Plan. X
Supplemental to Wage Rates
03/03/2018 Edition, Published February 1st, 2018
6
ITEM DESCRIPTION YES NO
34. Cantilever Sign Structure - Cantilever Sign Structure
fabricated from steel tubing meeting AASHTO-M-183. See Std.
Plans, and Contract Plans for details. The steel structure
shall be galvanized after fabrication in accordance with
AASHTO-M-111.
X
35. Mono-tube Sign Structures - Mono-tube Sign Bridge
fabricated to details shown in the Plans. Shop drawings for
approval are required prior to fabrication.
X
36. Steel Sign Bridges - Steel Sign Bridges fabricated from steel
tubing meeting AASHTO-M-138 for Aluminum Alloys.
See Std. Plans, and Contract Plans for details. The steel
structure
shall be galvanized after fabrication in accordance
with AASHTO-M-111.
X
37. Steel Sign Post - Fabricated Steel Sign Posts as detailed in Std
Plans. Shop drawings for approval are to be provided prior to
fabrication
X
38. Light Standard-Prestressed - Spun, prestressed, hollow
concrete poles.
X
39. Light Standards - Lighting Standards for use on highway
illumination systems, poles to be fabricated to conform with
methods and materials as specified on Std. Plans. See Specia
Provisions for pre-approved drawings.
X
40. Traffic Signal Standards - Traffic Signal Standards for use on
highway and/or street signal systems. Standards to be
fabricated
to conform with methods and material as specified on Std.
Plans.
See Special Provisions for pre-approved drawings
X
41. Precast Concrete Sloped Mountable Curb (Single and
DualFaced)
See Std. Plans.
X
Supplemental to Wage Rates
03/03/2018 Edition, Published February 1st, 2018
7
ITEM DESCRIPTION YES NO
42. Traffic Signs - Prior to approval of a Fabricator of Traffic Signs,
the sources of the following materials must be submitted and
approved for reflective sheeting, legend material, and
aluminum
sheeting.
NOTE: *** Fabrication inspection required. Only signs tagged
"Fabrication Approved" by WSDOT Sign Fabrication Inspector
to be installed
X X
Custom
Message
Std
Signing
Message
43. Cutting & bending reinforcing steel
X
44. Guardrail components X X
Custom
End Sec Standard
Sec
45. Aggregates/Concrete mixes
Covered by
WAC 296-127-018
46. Asphalt
Covered by
WAC 296-127-018
47. Fiber fabrics
X
48. Electrical wiring/components
X
49. treated or untreated timber pile
X
50. Girder pads (elastomeric bearing)
X
51. Standard Dimension lumber
X
52. Irrigation components X
Supplemental to Wage Rates
03/03/2018 Edition, Published February 1st, 2018
8
ITEM DESCRIPTION YES NO
53. Fencing materials
X
54. Guide Posts
X
55. Traffic Buttons
X
56. Epoxy
X
57. Cribbing
X
58. Water distribution materials
X
59. Steel "H" piles
X
60. Steel pipe for concrete pile casings
X
61. Steel pile tips, standard
X
62. Steel pile tips, custom X
Prefabricated items specifically produced for public works projects that are prefabricated in a
county other than the county wherein the public works project is to be completed, the wage for
the offsite prefabrication shall be the applicable prevailing wage for the county in which the actual
prefabrication takes place.
It is the manufacturer of the prefabricated product to verify that the correct county wage rates are
applied to work they perform.
See RCW 39.12.010
(The definition of "locality" in RCW 39.12.010(2) contains the phrase "wherein the physical work is being performed." The department
interprets this phrase to mean the actual work site.
Supplemental to Wage Rates
03/03/2018 Edition, Published February 1st, 2018
9
WSDOT's List of State Occupations not applicable to Heavy and
Highway Construction Projects
This project is subject to the state hourly minimum rates for wages and fringe benefits in
the contract provisions, as provided by the state Department of Labor and Industries.
The following list of occupations, is comprised of those occupations that are not normally
used in the construction of heavy and highway projects.
When considering job classifications for use and / or payment when bidding on, or building
heavy and highway construction projects for, or administered by WSDOT, these
Occupations will be excepted from the included "Washington State Prevailing Wage Rates
For Public Work Contracts" documents.
• Building Service Employees
• Electrical Fixture Maintenance Workers
• Electricians - Motor Shop
• Heating Equipment Mechanics
• Industrial Engine and Machine Mechanics
• Industrial Power Vacuum Cleaners
• Inspection, Cleaning, Sealing of Water Systems by Remote Control
• Laborers - Underground Sewer & Water
• Machinists (Hydroelectric Site Work)
• Modular Buildings
• Playground & Park Equipment Installers
• Power Equipment Operators - Underground Sewer & Water
• Residential *** ALL ASSOCIATED RATES ***
• Sign Makers and Installers (Non-Electrical)
• Sign Makers and Installers (Electrical)
• Stage Rigging Mechanics (Non Structural)
The following occupations may be used only as outlined in the preceding text concerning
"WSDOT's list for Suppliers - Manufacturers - Fabricators"
• Fabricated Precast Concrete Products
• Metal Fabrication (In Shop)
Definitions for the Scope of Work for prevailing wages may be found at the Washington
State Department of Labor and Industries web site and in WAC Chapter 296-127.
Supplemental to Wage Rates
03/03/2018 Edition, Published February 1st, 2018
10
Washington State Department of Labor and Industries
Policy Statements
(Regarding Production and Delivery of Gravel, Concrete, Asphalt, etc.)
WAC 296-127-018 Agency filings affecting this section
Coverage and exemptions of workers involved in the production and delivery of
gravel, concrete, asphalt, or similar materials.
(1) The materials covered under this section include but are not limited to: Sand, gravel,
crushed rock, concrete, asphalt, or other similar materials.
(2) All workers, regardless of by whom employed, are subject to the provisions of
chapter 39.12 RCW when they perform any or all of the following functions:
(a) They deliver or discharge any of the above-listed materials to a public works project
site:
(i) At one or more point(s) directly upon the location where the material will be
incorporated into the project; or
(ii) At multiple points at the project; or
(iii) Adjacent to the location and coordinated with the incorporation of those materials.
(b) They wait at or near a public works project site to perform any tasks subject to this
section of the rule.
(c) They remove any materials from a public works construction site pursuant to
contract requirements or specifications (e.g., excavated materials, materials from
demolished structures, clean-up materials, etc.).
(d) They work in a materials production facility (e.g., batch plant, borrow pit, rock quarry,
etc.,) which is established for a public works project for the specific, but not necessarily
exclusive, purpose of supplying materials for the project.
(e) They deliver concrete to a public works site regardless of the method of
incorporation.
(f) They assist or participate in the incorporation of any materials into the public works
project.
Supplemental to Wage Rates
03/03/2018 Edition, Published February 1st, 2018
11
(3) All travel time that relates to the work covered under subsection (2) of this section
requires the payment of prevailing wages. Travel time includes time spent waiting to load,
loading, transporting, waiting to unload, and delivering materials. Travel time would
include all time spent in travel in support of a public works project whether the vehicle is
empty or full. For example, travel time spent returning to a supply source to obtain another
load of material for use on a public works site or returning to the public works site to obtain
another load of excavated material is time spent in travel that is subject to prevailing wage.
Travel to a supply source, including travel from a public works site, to obtain materials for
use on a private project would not be travel subject to the prevailing wage.
(4) Workers are not subject to the provisions of chapter 39.12 RCW when they deliver
materials to a stockpile.
(a) A "stockpile" is defined as materials delivered to a pile located away from the site
of incorporation such that the stockpiled materials must be physically moved from the
stockpile and transported to another location on the project site in order to be incorporated
into the project.
(b) A stockpile does not include any of the functions described in subsection (2)(a)
through (f) of this section; nor does a stockpile include materials delivered or distributed
to multiple locations upon the project site; nor does a stockpile include materials dumped
at the place of incorporation, or adjacent to the location and coordinated with the
incorporation.
(5) The applicable prevailing wage rate shall be determined by the locality in which the
work is performed. Workers subject to subsection (2)(d) of this section, who produce such
materials at an off-site facility shall be paid the applicable prevailing wage rates for the
county in which the off-site facility is located. Workers subject to subsection (2) of this
section, who deliver such materials to a public works project site shall be paid the
applicable prevailing wage rates for the county in which the public works project is located.
[Statutory Authority: Chapter 39.12 RCW, RCW 43.22.051 and 43.22.270. 08-24-101, §
296-127-018, filed 12/2/08, effective 1/2/09. Statutory Authority: Chapters 39.04 and 39.12
RCW and RCW 43.22.270. 92-01-104 and 92-08-101, § 296-127-018, filed 12/18/91 and
4/1/92, effective 8/31/92.]
Benefit Code Key – Effective 3/3/2018 thru 8/30/2018
1
************************************************************************************************************
Overtime Codes
Overtime calculations are based on the hourly rate actually paid to the worker. On public works projects, the hourly rate
must be not less than the prevailing rate of wage minus the hourly rate of the cost of fringe benefits actually provided for
the worker.
1. ALL HOURS WORKED IN EXCESS OF EIGHT (8) HOURS PER DAY OR FORTY (40) HOURS PER WEEK SHALL BE
PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE.
B. All hours worked on Saturdays shall be paid at one and one-half times the hourly rate of wage. All hours worked on
Sundays and holidays shall be paid at double the hourly rate of wage.
C. The first two (2) hours after eight (8) regular hours Monday through Friday and the first ten (10) hours on Saturday
shall be paid at one and one-half times the hourly rate of wage. All other overtime hours and all hours worked on
Sundays and holidays shall be paid at double the hourly rate of wage.
D. The first two (2) hours before or after a five-eight (8) hour workweek day or a four-ten (10) hour workweek day and
the first eight (8) hours worked the next day after either workweek shall be paid at one and one-half times the hourly
rate of wage. All additional hours worked and all worked on Sundays and holidays shall be paid at double the hourly
rate of wage.
E. The first two (2) hours after eight (8) regular hours Monday through Friday and the first eight (8) hours on Saturday
shall be paid at one and one-half times the hourly rate of wage. All other hours worked Monday through Saturday,
and all hours worked on Sundays and holidays shall be paid at double the hourly rate of wage.
F. The first two (2) hours after eight (8) regular hours Monday through Friday and the first ten (10) hours on Saturday
shall be paid at one and one-half times the hourly rate of wage. All other overtime hours worked, except Labor Day,
shall be paid at double the hourly rate of wage. All hours worked on Labor Day shall be paid at three times the hourly
rate of wage.
G. The first ten (10) hours worked on Saturdays and the first ten (10) hours worked on a fifth calendar weekday in a four-
ten hour schedule, shall be paid at one and one-half times the hourly rate of wage. All hours worked in excess of ten
(10) hours per day Monday through Saturday and all hours worked on Sundays and holidays shall be paid at double
the hourly rate of wage.
H. All hours worked on Saturdays (except makeup days if work is lost due to inclement weather conditions or equipment
breakdown) shall be paid at one and one-half times the hourly rate of wage. All hours worked Monday through
Saturday over twelve (12) hours and all hours worked on Sundays and holidays shall be paid at double the hourly rate
of wage.
I. All hours worked on Sundays and holidays shall also be paid at double the hourly rate of wage.
J. The first two (2) hours after eight (8) regular hours Monday through Friday and the first ten (10) hours on Saturday
shall be paid at one and one-half times the hourly rate of wage. All hours worked over ten (10) hours Monday through
Saturday, Sundays and holidays shall be paid at double the hourly rate of wage.
K. All hours worked on Saturdays and Sundays shall be paid at one and one-half times the hourly rate of wage. All hours
worked on holidays shall be paid at double the hourly rate of wage.
M. All hours worked on Saturdays (except makeup days if work is lost due to inclement weather conditions) shall be paid
at one and one-half times the hourly rate of wage. All hours worked on Sundays and holidays shall be paid at double
the hourly rate of wage.
N. All hours worked on Saturdays (except makeup days) shall be paid at one and one-half times the hourly rate of wage.
All hours worked on Sundays and holidays shall be paid at double the hourly rate of wage.
Benefit Code Key – Effective 3/3/2018 thru 8/30/2018
2
Overtime Codes Continued
1. O. The first ten (10) hours worked on Saturday shall be paid at one and one-half times the hourly rate of wage. All hours
worked on Sundays, holidays and after twelve (12) hours, Monday through Friday and after ten (10) hours on Saturday
shall be paid at double the hourly rate of wage.
P. All hours worked on Saturdays (except makeup days if circumstances warrant) and Sundays shall be paid at one and
one-half times the hourly rate of wage. All hours worked on holidays shall be paid at double the hourly rate of wage.
Q. The first two (2) hours after eight (8) regular hours Monday through Friday and up to ten (10) hours worked on
Saturdays shall be paid at one and one-half times the hourly rate of wage. All hours worked in excess of ten (10)
hours per day Monday through Saturday and all hours worked on Sundays and holidays (except Christmas day) shall
be paid at double the hourly rate of wage. All hours worked on Christmas day shall be paid at two and one-half times
the hourly rate of wage.
R. All hours worked on Sundays and holidays shall be paid at two times the hourly rate of wage.
S. The first two (2) hours after eight (8) regular hours Monday through Friday and the first eight (8) hours on Saturday
shall be paid at one and one-half times the hourly rate of wage. All hours worked on holidays and all other overtime
hours worked, except Labor Day, shall be paid at double the hourly rate of wage. All hours worked on Labor Day
shall be paid at three times the hourly rate of wage.
U. All hours worked on Saturdays shall be paid at one and one-half times the hourly rate of wage. All hours worked on
Sundays and holidays (except Labor Day) shall be paid at two times the hourly rate of wage. All hours worked on
Labor Day shall be paid at three times the hourly rate of wage.
V. All hours worked on Sundays and holidays (except Thanksgiving Day and Christmas day) shall be paid at one and
one-half times the hourly rate of wage. All hours worked on Thanksgiving Day and Christmas day shall be paid at
double the hourly rate of wage.
W. All hours worked on Saturdays and Sundays (except make-up days due to conditions beyond the control of the
employer)) shall be paid at one and one-half times the hourly rate of wage. All hours worked on holidays shall be paid
at double the hourly rate of wage.
X. The first four (4) hours after eight (8) regular hours Monday through Friday and the first twelve (12) hours on Saturday
shall be paid at one and one-half times the hourly rate of wage. All hours worked over twelve (12) hours Monday
through Saturday, Sundays and holidays shall be paid at double the hourly rate of wage. When holiday falls on
Saturday or Sunday, the day before Saturday, Friday, and the day after Sunday, Monday, shall be considered the
holiday and all work performed shall be paid at double the hourly rate of wage.
Y. All hours worked outside the hours of 5:00 am and 5:00 pm (or such other hours as may be agreed upon by any
employer and the employee) and all hours worked in excess of eight (8) hours per day (10 hours per day for a 4 x 10
workweek) and on Saturdays and holidays (except labor day) shall be paid at one and one-half times the hourly rate
of wage. (except for employees who are absent from work without prior approval on a scheduled workday during the
workweek shall be paid at the straight-time rate until they have worked 8 hours in a day (10 in a 4 x 10 workweek) or
40 hours during that workweek.) All hours worked Monday through Saturday over twelve (12) hours and all hours
worked on Sundays and Labor Day shall be paid at double the hourly rate of wage.
Z. All hours worked on Saturdays and Sundays shall be paid at one and one-half times the hourly rate of wage. All
hours worked on holidays shall be paid the straight time rate of pay in addition to holiday pay.
Benefit Code Key – Effective 3/3/2018 thru 8/30/2018
3
Overtime Codes Continued
2. ALL HOURS WORKED IN EXCESS OF EIGHT (8) HOURS PER DAY OR FORTY (40) HOURS PER WEEK SHALL BE
PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE.
B. All hours worked on holidays shall be paid at one and one-half times the hourly rate of wage.
C. All hours worked on Sundays shall be paid at one and one-half times the hourly rate of wage. All hours worked on
holidays shall be paid at two times the hourly rate of wage.
F. The first eight (8) hours worked on holidays shall be paid at the straight hourly rate of wage in addition to the holiday
pay. All hours worked in excess of eight (8) hours on holidays shall be paid at double the hourly rate of wage.
G. All hours worked on Sunday shall be paid at two times the hourly rate of wage. All hours worked on paid holidays
shall be paid at two and one-half times the hourly rate of wage including holiday pay.
H. All hours worked on Sunday shall be paid at two times the hourly rate of wage. All hours worked on holidays shall
be paid at one and one-half times the hourly rate of wage.
O. All hours worked on Sundays and holidays shall be paid at one and one-half times the hourly rate of wage.
R. All hours worked on Sundays and holidays and all hours worked over sixty (60) in one week shall be paid at double
the hourly rate of wage.
U. All hours worked on Saturdays shall be paid at one and one-half times the hourly rate of wage. All hours worked
over 12 hours in a day or on Sundays and holidays shall be paid at double the hourly rate of wage.
W. The first two (2) hours after eight (8) regular hours Monday through Friday and the first eight (8) hours on Saturday
shall be paid at one and one-half times the hourly rate of wage. All other hours worked Monday through Saturday,
and all hours worked on Sundays and holidays shall be paid at double the hourly rate of wage. On a four-day, ten-
hour weekly schedule, either Monday thru Thursday or Tuesday thru Friday schedule, all hours worked after ten shall
be paid at double the hourly rate of wage. The first eight (8) hours worked on the fifth day shall be paid at one and
one-half times the hourly rate of wage. All other hours worked on the fifth, sixth, and seventh days and on holidays
shall be paid at double the hourly rate of wage.
3. ALL HOURS WORKED IN EXCESS OF EIGHT (8) HOURS PER DAY OR FORTY (40) HOURS PER WEEK SHALL BE
PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE.
A. Work performed in excess of eight (8) hours of straight time per day, or ten (10) hours of straight time per day when
four ten (10) hour shifts are established, or forty (40) hours of straight time per week, Monday through Friday, or
outside the normal shift, and all work on Saturdays shall be paid at time and one-half the straight time rate. Hours
worked over twelve hours (12) in a single shift and all work performed after 6:00 pm Saturday to 6:00 am Monday
and holidays shall be paid at double the straight time rate of pay. Any shift starting between the hours of 6:00 pm and
midnight shall receive an additional one dollar ($1.00) per hour for all hours worked that shift. The employer shall
have the sole discretion to assign overtime work to employees. Primary consideration for overtime work shall be given
to employees regularly assigned to the work to be performed on overtime situations. After an employee has worked
eight (8) hours at an applicable overtime rate, all additional hours shall be at the applicable overtime rate until such
time as the employee has had a break of eight (8) hours or more.
C. Work performed in excess of eight (8) hours of straight time per day, or ten (10) hours of straight time per day when
four ten (10) hour shifts are established, or forty (40) hours of straight time per week, Monday through Friday, or
outside the normal shift, and all work on Saturdays shall be paid at one and one-half times the hourly rate of wage.
All work performed after 6:00 pm Saturday to 5:00 am Monday and Holidays shall be paid at double the hourly rate
of wage. After an employee has worked eight (8) hours at an applicable overtime rate, all additional hours shall be at
the applicable overtime rate until such time as the employee has had a break of eight (8) hours or more.
Benefit Code Key – Effective 3/3/2018 thru 8/30/2018
4
Overtime Codes Continued
3. E. All hours worked Sundays and holidays shall be paid at double the hourly rate of wage. Each week, once 40 hours of
straight time work is achieved, then any hours worked over 10 hours per day Monday through Saturday shall be paid
at double the hourly wage rate.
F. All hours worked on Saturday shall be paid at one and one-half times the hourly rate of wage. All hours worked on
Sunday shall be paid at two times the hourly rate of wage. All hours worked on paid holidays shall be paid at two and
one-half times the hourly rate of wage including holiday pay.
H. All work performed on Sundays between March 16th and October 14th and all Holidays shall be compensated for at
two (2) times the regular rate of pay. Work performed on Sundays between October 15th and March 15th shall be
compensated at one and one half (1-1/2) times the regular rate of pay.
I. All hours worked on Saturdays shall be paid at one and one-half times the hourly rate of wage. In the event the job is
down due to weather conditions during a five day work week (Monday through Friday,) or a four day-ten hour work
week (Tuesday through Friday,) then Saturday may be worked as a voluntary make-up day at the straight time rate.
However, Saturday shall not be utilized as a make-up day when a holiday falls on Friday. All hours worked Monday
through Saturday over twelve (12) hours and all hours worked on Sundays and holidays shall be paid at double the
hourly rate of wage.
J. All hours worked between the hours of 10:00 pm and 5:00 am, Monday through Friday, and all hours worked on
Saturdays shall be paid at a one and one-half times the hourly rate of wage. All hours worked on Sundays and holidays
shall be paid at double the hourly rate of wage.
4. ALL HOURS WORKED IN EXCESS OF EIGHT (8) HOURS PER DAY OR FORTY (40) HOURS PER WEEK SHALL BE
PAID AT ONE AND ONE-HALF TIMES THE HOURLY RATE OF WAGE.
A. All hours worked in excess of eight (8) hours per day or forty (40) hours per week shall be paid at double the hourly
rate of wage. All hours worked on Saturdays, Sundays and holidays shall be paid at double the hourly rate of wage.
B. All hours worked over twelve (12) hours per day and all hours worked on holidays shall be paid at double the hourly
rate of wage.
C. On Monday through Friday, the first four (4) hours of overtime after eight (8) hours of straight time work shall be
paid at one and one half (1-1/2) times the straight time rate of pay, unless a four (4) day ten (10) hour workweek has
been established. On a four (4) day ten (10) hour workweek scheduled Monday through Thursday, or Tuesday
through Friday, the first two (2) hours of overtime after ten (10) hours of straight time work shall be paid at one and
one half (1-1/2) times the straight time rate of pay. On Saturday, the first twelve (12) hours of work shall be paid at
one and one half (1-1/2) times the straight time rate of pay, except that if the job is down on Monday through Friday
due to weather conditions or other conditions outside the control of the employer, the first ten (10) hours on Saturday
may be worked at the straight time rate of pay. All hours worked over twelve (12) hours in a day and all hours worked
on Sunday and Holidays shall be paid at two (2) times the straight time rate of pay.
Benefit Code Key – Effective 3/3/2018 thru 8/30/2018
5
Overtime Codes Continued
4. D. All hours worked in excess of eight (8) hours per day or forty (40) hours per week shall be paid at double the hourly
rate of wage. All hours worked on Saturday, Sundays and holidays shall be paid at double the hourly rate of pay. Rates
include all members of the assigned crew.
EXCEPTION:
On all multipole structures and steel transmission lines, switching stations, regulating, capacitor stations, generating
plants, industrial plants, associated installations and substations, except those substations whose primary function is
to feed a distribution system, will be paid overtime under the following rates:
The first two (2) hours after eight (8) regular hours Monday through Friday of overtime on a regular workday, shall
be paid at one and one-half times the hourly rate of wage. All hours in excess of ten (10) hours will be at two (2) times
the hourly rate of wage. The first eight (8) hours worked on Saturday will be paid at one and one-half (1-1/2) times
the hourly rate of wage. All hours worked in excess of eight (8) hours on Saturday, and all hours worked on Sundays
and holidays will be at the double the hourly rate of wage.
All overtime eligible hours performed on the above described work that is energized, shall be paid at the double the
hourly rate of wage.
E. The first two (2) hours after eight (8) regular hours Monday through Friday and the first eight (8) hours on Saturday
shall be paid at one and one-half times the hourly rate of wage. All other hours worked Monday through Saturday,
and all hours worked on Sundays and holidays shall be paid at double the hourly rate of wage.
On a four-day, ten-hour weekly schedule, either Monday thru Thursday or Tuesday thru Friday schedule, all hours
worked after ten shall be paid at double the hourly rate of wage. The Monday or Friday not utilized in the normal four-
day, ten hour work week, and Saturday shall be paid at one and one half (1½) times the regular shift rate for the first
eight (8) hours. All other hours worked Monday through Saturday, and all hours worked on Sundays and holidays
shall be paid at double the hourly rate of wage.
F. All hours worked between the hours of 6:00 pm and 6:00 am, Monday through Saturday, shall be paid at a premium
rate of 20% over the hourly rate of wage. All hours worked on Sundays shall be paid at one and one-half times the
hourly rate of wage. All hours worked on holidays shall be paid at double the hourly rate of wage.
G. All hours worked on Saturdays shall be paid at one and one-half times the hourly rate of wage. All hours worked
Monday through Saturday over twelve (12) hours and all hours worked on Sundays and holidays shall be paid at
double the hourly rate of wage.
H. The first two (2) hours after eight (8) regular hours Monday through Friday and the first eight (8) hours on Saturday
shall be paid at one and one-half times the hourly rate of wage. All other overtime hours worked, except Labor Day,
and all hours on Sunday shall be paid at double the hourly rate of wage. All hours worked on Labor Day shall be paid
at three times the hourly rate of wage.
Holiday Codes
5. A. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Friday after
Thanksgiving Day, and Christmas Day (7).
B. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Friday after
Thanksgiving Day, the day before Christmas, and Christmas Day (8).
C. Holidays: New Year's Day, Presidents’ Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the
Friday after Thanksgiving Day, And Christmas Day (8).
Benefit Code Key – Effective 3/3/2018 thru 8/30/2018
6
Holiday Codes Continued
5. D. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday and
Saturday after Thanksgiving Day, And Christmas Day (8).
H. Holidays: New Year's Day, Memorial Day, Independence Day, Thanksgiving Day, the Day after Thanksgiving Day,
And Christmas (6).
I. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, and Christmas Day
(6).
J. Holidays: New Year's Day, Memorial Day, Independence Day, Thanksgiving Day, Friday after Thanksgiving Day,
Christmas Eve Day, And Christmas Day (7).
K. Holidays: New Year’s Day, Presidents’ Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day,
Friday After Thanksgiving Day, The Day Before Christmas, And Christmas Day (9).
L. Holidays: New Year’s Day, Martin Luther King Jr. Day, Memorial Day, Independence Day, Labor Day, Thanksgiving
Day, Friday after Thanksgiving Day, And Christmas Day (8).
N. Holidays: New Year's Day, Presidents’ Day, Memorial Day, Independence Day, Labor Day, Veterans' Day,
Thanksgiving Day, The Friday After Thanksgiving Day, And Christmas Day (9).
P. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Friday And Saturday
After Thanksgiving Day, The Day Before Christmas, And Christmas Day (9). If A Holiday Falls On Sunday, The
Following Monday Shall Be Considered As A Holiday.
Q. Paid Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, and Christmas
Day (6).
R. Paid Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Day After
Thanksgiving Day, One-Half Day Before Christmas Day, And Christmas Day. (7 1/2).
S. Paid Holidays: New Year's Day, Presidents’ Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day,
And Christmas Day (7).
T. Paid Holidays: New Year's Day, Washington’s Birthday, Memorial Day, Independence Day, Labor Day,
Thanksgiving Day, The Friday After Thanksgiving Day, Christmas Day, And The Day Before Or After Christmas (9).
Z. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Veterans Day, Thanksgiving Day, the
Friday after Thanksgiving Day, And Christmas Day (8).
6. A. Paid Holidays: New Year’s Day, Presidents’ Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day,
the Friday after Thanksgiving Day, And Christmas Day (8).
E. Paid Holidays: New Year's Day, Day Before Or After New Year's Day, Presidents Day, Memorial Day,
Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, Christmas Day, and a Half-
Day On Christmas Eve Day. (9 1/2).
G. Paid Holidays: New Year's Day, Martin Luther King Jr. Day, Presidents’ Day, Memorial Day, Independence Day,
Labor Day, Veterans' Day, Thanksgiving Day, the Friday after Thanksgiving Day, Christmas Day, and Christmas Eve
Day (11).
Benefit Code Key – Effective 3/3/2018 thru 8/30/2018
7
Holiday Codes Continued
6. H. Paid Holidays: New Year's Day, New Year’s Eve Day, Memorial Day, Independence Day, Labor Day, Thanksgiving
Day, Friday After Thanksgiving Day, Christmas Day, The Day After Christmas, And A Floating Holiday (10).
I. Paid Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Friday
After Thanksgiving Day, And Christmas Day (7).
T. Paid Holidays: New Year's Day, Presidents’ Day, Memorial Day, Independence Day, Labor Day,
Thanksgiving Day, The Friday After Thanksgiving Day, The Last Working Day Before Christmas Day, And
Christmas Day (9).
Z. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Friday after
Thanksgiving Day, And Christmas Day (7). If a holiday falls on Saturday, the preceding Friday shall be
considered as the holiday. If a holiday falls on Sunday, the following Monday shall be considered as the
holiday.
7. A. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday and
Saturday after Thanksgiving Day, And Christmas Day (8). Any Holiday Which Falls On A Sunday Shall Be Observed
As A Holiday On The Following Monday. If any of the listed holidays falls on a Saturday, the preceding Friday shall
be a regular work day.
B. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday and
Saturday after Thanksgiving Day, And Christmas Day (8). Any holiday which falls on a Sunday shall be observed as
a holiday on the following Monday. Any holiday which falls on a Saturday shall be observed as a holiday on the
preceding Friday.
C. Holidays: New Year's Day, Martin Luther King Jr. Day, Memorial Day, Independence Day, Labor Day, Thanksgiving
Day, the Friday after Thanksgiving Day, And Christmas Day (8). Any holiday which falls on a Sunday shall be
observed as a holiday on the following Monday. Any holiday which falls on a Saturday shall be observed as a holiday
on the preceding Friday.
D. Paid Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Veteran’s Day, Thanksgiving Day,
the Friday after Thanksgiving Day, And Christmas Day (8). Unpaid Holidays: President’s Day. Any paid holiday
which falls on a Sunday shall be observed as a holiday on the following Monday. Any paid holiday which falls on a
Saturday shall be observed as a holiday on the preceding Friday.
E. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after
Thanksgiving Day, And Christmas Day (7). Any holiday which falls on a Sunday shall be observed as a holiday on
the following Monday. Any holiday which falls on a Saturday shall be observed as a holiday on the preceding Friday.
F. Holidays: New Year’s Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after
Thanksgiving Day, the last working day before Christmas day and Christmas day (8). Any holiday which falls on a
Sunday shall be observed as a holiday on the following Monday. Any holiday which falls on a Saturday shall be
observed as a holiday on the preceding Friday.
G. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, and Christmas Day
(6). Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday.
H. Holidays: New Year's Day, Martin Luther King Jr. Day, Independence Day, Memorial Day, Labor Day, Thanksgiving
Day, the Friday after Thanksgiving Day, the Last Working Day before Christmas Day and Christmas Day (9). Any
holiday which falls on a Sunday shall be observed as a holiday on the following Monday. Any holiday which falls on
a Saturday shall be observed as a holiday on the preceding Friday.
Benefit Code Key – Effective 3/3/2018 thru 8/30/2018
8
Holiday Codes Continued
7. I. Holidays: New Year's Day, President’s Day, Independence Day, Memorial Day, Labor Day, Thanksgiving Day, The
Friday After Thanksgiving Day, The Day Before Christmas Day And Christmas Day (9). Any holiday which falls on
a Sunday shall be observed as a holiday on the following Monday. Any holiday which falls on a Saturday shall be
observed as a holiday on the preceding Friday.
J. Holidays: New Year's Day, Independence Day, Memorial Day, Labor Day, Thanksgiving Day and Christmas Day (6).
Any holiday which falls on a Sunday shall be observed as a holiday on the following Monday. Any holiday which
falls on a Saturday shall be observed as a holiday on the preceding Friday.
K. Holidays: New Year's Day, Memorial Day, Independence Day, Thanksgiving Day, the Friday and Saturday after
Thanksgiving Day, And Christmas Day (8). Any holiday which falls on a Sunday shall be observed as a holiday on
the following Monday. Any holiday which falls on a Saturday shall be observed as a holiday on the preceding Friday.
L. Holidays: New Year's Day, Memorial Day, Labor Day, Independence Day, Thanksgiving Day, the Last Work Day
before Christmas Day, And Christmas Day (7). Any holiday which falls on a Sunday shall be observed as a holiday
on the following Monday. Any holiday which falls on a Saturday shall be observed as a holiday on the preceding
Friday.
M. Paid Holidays: New Year's Day, The Day after or before New Year’s Day, President’s Day, Memorial Day,
Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, Christmas Day, And the Day
after or before Christmas Day (10). Any holiday which falls on a Sunday shall be observed as a holiday on the
following Monday. Any holiday which falls on a Saturday shall be observed as a holiday on the preceding Friday.
N. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after
Thanksgiving Day, And Christmas Day (7). Any holiday which falls on a Sunday shall be observed as a holiday on
the following Monday. When Christmas falls on a Saturday, the preceding Friday shall be observed as a holiday.
P. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Friday after
Thanksgiving Day, And Christmas Day (7). Any holiday which falls on a Sunday shall be observed as a holiday on
the following Monday.
Q. Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, the Friday after
Thanksgiving Day, the Last Working Day before Christmas Day and Christmas Day (8). Any holiday which falls on
a Sunday shall be observed as a holiday on the following Monday. If any of the listed holidays falls on a Saturday, the
preceding Friday shall be a regular work day.
R. Paid Holidays: New Year's Day, the day after or before New Year’s Day, President’s Day, Memorial Day,
Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, Christmas Day, and the day
after or before Christmas Day (10). If any of the listed holidays fall on Saturday, the preceding Friday shall be observed
as the holiday. If any of the listed holidays falls on a Sunday, the day observed by the Nation shall be considered a
holiday and compensated accordingly.
S. Paid Holidays: New Year's Day, Memorial Day, Independence Day, Labor Day, Thanksgiving Day, Friday after
Thanksgiving Day, Christmas Day, the Day after Christmas, and A Floating Holiday (9). If any of the listed holidays
falls on a Sunday, the day observed by the Nation shall be considered a holiday and compensated accordingly.
Benefit Code Key – Effective 3/3/2018 thru 8/30/2018
9
Holiday Codes Continued
T. Paid Holidays: New Year's Day, the Day after or before New Year’s Day, President’s Day, Memorial Day,
Independence Day, Labor Day, Thanksgiving Day, the Friday after Thanksgiving Day, Christmas Day, and The Day
after or before Christmas Day. (10). If any of the listed holidays falls on a Sunday, the day observed by the Nation
shall be considered a holiday and compensated accordingly. Any holiday which falls on a Saturday shall be observed
as a holiday on the preceding Friday.
Note Codes
8. D. Workers working with supplied air on hazmat projects receive an additional $1.00 per hour.
L. Workers on hazmat projects receive additional hourly premiums as follows -Level A: $0.75, Level B: $0.50, And
Level C: $0.25.
M. Workers on hazmat projects receive additional hourly premiums as follows: Levels A & B: $1.00, Levels C & D:
$0.50.
N. Workers on hazmat projects receive additional hourly premiums as follows -Level A: $1.00, Level B: $0.75, Level
C: $0.50, And Level D: $0.25.
P. Workers on hazmat projects receive additional hourly premiums as follows -Class A Suit: $2.00, Class B Suit: $1.50,
Class C Suit: $1.00, And Class D Suit $0.50.
Q. The highest pressure registered on the gauge for an accumulated time of more than fifteen (15) minutes during the
shift shall be used in determining the scale paid.
R. Effective August 31, 2012 – A Traffic Control Supervisor shall be present on the project whenever flagging or spotting
or other traffic control labor is being utilized. A Traffic Control Laborer performs the setup, maintenance and removal
of all temporary traffic control devices and construction signs necessary to control vehicular, bicycle, and pedestrian
traffic during construction operations. Flaggers and Spotters shall be posted where shown on approved Traffic Control
Plans or where directed by the Engineer. All flaggers and spotters shall possess a current flagging card issued by the
State of Washington, Oregon, Montana, or Idaho. These classifications are only effective on or after August 31, 2012.
S. Effective August 31, 2012 – A Traffic Control Supervisor shall be present on the project whenever flagging or spotting
or other traffic control labor is being utilized. Flaggers and Spotters shall be posted where shown on approved Traffic
Control Plans or where directed by the Engineer. All flaggers and spotters shall possess a current flagging card issued
by the State of Washington, Oregon, Montana, or Idaho. This classification is only effective on or after August 31,
2012.
T. Effective August 31, 2012 – A Traffic Control Laborer performs the setup, maintenance and removal of all temporary
traffic control devices and construction signs necessary to control vehicular, bicycle, and pedestrian traffic during
construction operations. Flaggers and Spotters shall be posted where shown on approved Traffic Control Plans or
where directed by the Engineer. All flaggers and spotters shall possess a current flagging card issued by the State of
Washington, Oregon, Montana, or Idaho. This classification is only effective on or after August 31, 2012.
Benefit Code Key – Effective 3/3/2018 thru 8/30/2018
10
Note Codes Continued
8. U. Workers on hazmat projects receive additional hourly premiums as follows – Class A Suit: $2.00, Class B Suit: $1.50,
And Class C Suit: $1.00. Workers performing underground work receive an additional $0.40 per hour for any and all
work performed underground, including operating, servicing and repairing of equipment. The premium for
underground work shall be paid for the entire shift worked. Workers who work suspended by a rope or cable receive
an additional $0.50 per hour. The premium for work suspended shall be paid for the entire shift worked. Workers who
do “pioneer” work (break open a cut, build road, etc.) more than one hundred fifty (150) feet above grade elevation
receive an additional $0.50 per hour.
V. In addition to the hourly wage and fringe benefits, the following depth and enclosure premiums shall be paid. The
premiums are to be calculated for the maximum depth and distance into an enclosure that a diver reaches in a day.
The premiums are to be paid one time for the day and are not used in calculating overtime pay.
Depth premiums apply to depths of fifty feet or more. Over 50' to 100' - $2.00 per foot for each foot over 50 feet. Over
101' to 150' - $3.00 per foot for each foot over 101 feet. Over 151' to 220' - $4.00 per foot for each foot over 220 feet.
Over 221' - $5.00 per foot for each foot over 221 feet.
Enclosure premiums apply when divers enter enclosures (such as pipes or tunnels) where there is no vertical ascent
and is measured by the distance travelled from the entrance. 25’ to 300’ - $1.00 per foot from entrance. 300’ to 600’
- $1.50 per foot beginning at 300’. Over 600’ - $2.00 per foot beginning at 600’.
W. Meter Installers work on single phase 120/240V self-contained residential meters. The Lineman/Groundmen rates
would apply to meters not fitting this description.
PREVAILING WAGE POLICY MEMORANDUM
DATE: February 28, 2013
TO: All Interested Parties
FROM: ~· Ann Selover, Industrial Statistician, Prevailing Wage Program Manager
SUBJECT: How to Calculate the Hourly Rate of Contribution for Usual (Fringe)
Benefits as Part of the Prevailing Rate of Wage.
Policy Disclaim er
This policy is designed to provide general inform ation in regard to the current opinions of the
Department of Labor & Industries (L&I) on the subject matter covered. Thi s policy is intended as
a guide in the interpretation and application of the relevant statutes, regulations, and policies,
and may not be applicable to all situation s. This policy does not replace applicable RCW or WAC
standards. If additional clarification is required, the Program Manager for Prevailing Wage
should be consulted.
This document is effective as of the date of print and supersedes all previous interpretations
and guidelines. Changes may occur after the date of print due to sub seque nt leg is lation,
administrative rule, or judicial proceedings. The u ser is encouraged to notify the Program
Manager to provide or receive updated information. This docum ent will remain in effect until
rescinded, modified, or withdrawn by the Director or his or her designee.
PREVAILING WAGE RATE: The prevailing wage required under chapter 39.12 RCW to be
paid on public work projects is defined under RCW 39.12.01 0( l) to include a "rate of hourly
wage, usual benefits, and overtime." As a result, usual benefits are recognized as part of the
total wage rate when publishing the prevailing wage, and when gauging compliance with
prevailing wage Jaw. This document is intended to provide guidance to employers in determining
wh ich cont ributions qualify as usual benefits and how to calcul ate such benefits as part of the
prevailing wage rate.
USUAL BENEFITS: Usual benefits are defined in RCW 39.12.010(3) and WAC 296-127-0 14
and include employer payments for medical insurance, pensions, approved apprenticeship
training programs, vacation and holiday pay, and other bona fide benefits. Deductions from
workers' paychecks are not usual benefits. Usua l benefits are employer paid. Benefits that arc
required by law (Industrial Insurance, Social Security , State Unemployment Compensation taxes ,
etc.) do not qualify as usual benefits.
Public Works Act (Chapter 39.12 RCW) Calculation of Usual Benefits 2 28 2013 LAS
Employers must pay a wage and usual benefit package that adds up to the published prevailing
rate of wage for the work perf01med. Employers are not required to provide usual or fringe
benefits, and if they do not, the total prevailing wage rate must be paid as an hourly wage. In any
event, employer paid usual benefits cannot be applied to reduce the hourly wage paid to les s than
the state minimum wage. Please note special overtime and holiday rates may also be establi sh ed
for so me trades and occupations.
A. Insurance (medical, dental, life, etc.): Insurance premiums include employer paid
portions of medical, dental, vision and life insurance benefits. Do not include insurance
benefits that are employee paid through payroll deduction , workers' compensation premiums,
unemployment insurance, or any other federally or state mandated payroll deductions.
B. Pension or retirement plans: Pension and retirement contributions include employer paid
portions of pension and retirement plans which are irrevocably made to a trustee or to a third
person pursuant to a fund, plan, or program. Do not include pension or retirement benefits
that are employee paid through payroll deductions.
c. Vacation and/or holiday: Report employer paid vacation and/or holiday benefits. Do not
include vacation fund deposits that are employee paid through a payroll deduction.
D. Apprenticeship programs: Report employer paid contributions made to apprenticeship or
training programs recognized by the Washington State Apprenticeship and Training Council.
E. Other bona fide programs: Other employer paid programs may qualify as "usual
benefits." Please consult with L&I prior to including payments to such programs in your
repmied wage rate.
See RCW 39.12.010, WAC 296-127-014 and WAC 296-127-01410.
POSTING AND DOCUMENTATION: Employers must comply with all posting and
employee notification requirements provided by applicable federal and state laws concerning
usual benefits plans. Employers must also have and make available to L&I upon request, copies
of all docum ents concerning usual benefits identified in WAC 296-127-014. See WAC 296-127-
01410 . See also U.S. Department of Labor (U.S. DOL) Employee Benefits Security
Administration Reporting and Disclosure Guide {or Employee Benefit Plans.
CALCULATING BENEFIT AMOUNTS -APPORTIONING BENEFITS TO HOURS
WORKED: Although "usual benefits" are defined under RCW 39.12 .0 10(3), certain plans will
require additional information on how benefit payments should be apportioned to hours worked.
It has been the long-time position of L&I, consistent with the approach adopted by many other
states and by the U.S. DOL with respect to most plans, that contributions made to a fringe benefit
plan for public works should be based on the effective annual rate of ~ontributions for all hours,
public and private, worked during the year by an employee. In order to apportion benefits to
hours worked, L&I will generally look at contributions and hours worked over the course of a
year, assuming 2,080 hours per worker per year, unl ess an employer provides an alternate
schedule and can document actual hours worked. This approach is so metimes called
"annuali zation."
Public Works Act (Chapter 39.12 RCW) Calculation of Usual Benefits 2 28 2013 LAS
As the U.S. DOL manu al explains the analogous principle under the Dav is-Bacon Act (federal
prevailing wage law), " ... contributions made to a fringe benefit plan for government work
generall y may not be used to fund the plan for periods of non-government work." See D av is-
Baco n a nd Re la ted Ac ts a nd Co ntrac t Wo rk llo urs and Safet y Sta ndards Ac t F ie ld Opera ti ons
H andbook -10/25/20 10 at 15fll (b). For a basic exampl e, if an emp loyer places $5,000 a year
into a health plan for an employee, and the employee works a full time sc hedule of 2,080 hours,
the credit is $2.40/h.r . Thus, the employer cam1ot say that the plan is only for public wo rk s, even
if conhibutions are tied to pub li c hours.
Examples Tllustrating the Use of Different Annual H ours
. Suppose that an employer places $5 ,000 a year into a health p lan for an employee, and the
employee works a fu ll time schedule of 2,080 homs on a combination of public a nd private
work. In order to obtain an hourly c redit, the total contribution is divided b y the total hours
worked. Thus, at these rates, the hourly contribut ion is $2.40 /lu.
$5,000 /2080 = $2.40
Alternative ly, the wo rker may be a part tim e employee, and only slated to work 1600 h ours in
the year. In that case, the employer may u se the employee's actual hours, with a resulting credit
of $3 .1 3/hr.
$5,000 I 1600 = $3.125
The use of a full year is not po ssible for all benefit calculation situations. In these cases, another
period may be allowed if an employer uses a cons istent rate of contri bution into a bona fide
benefit plan, but has di ffic ulty forecas tin g e ither the total worker hours or the total contributio ns
for the year. Please cont act L&I regarding such situations.
Special Provisions for Certain Defined Contribution Plans-"DOL Exception"
For defined contribution pension plans that provide for a higher hourly rate of contr ibutions to be
made for prevailing wage covered work than for non-covered work, the hi ghe r rate paid for
covered work will be fu lly credited toward satisfaction of the required prevailing wage rate only
if the plan prov ides for inunediate participation and an immediate or essentiall y immediate
ve sting schedule (e.g., 100% vesting after an e mpl oyee works 500 or fewer hours). Fo r su ch
plans the hourly rate of credit is arrived at by calculating the total contrib utions made on behalf
of each worker during th e course of the public works project, and dividing that number by the
number of hours worked by the same worker on the public works proj ect. This exemption
mirrors an exemption provided by the U.S. DOL in its a dministrati on of the Davis-Bacon Ac t.
TIMELY DEPOSIT OF CONTRIBUTIONS TO BENEFIT PLANS: Benefit pl an
contributions must b e made on a regular basi s, and no less often than quarterly .
PERIOD USED ("YEAR") FOR ANNUALIZATION PURPOSES: If yo ur plan does not
s pecify a time frame to calc ul ate the credit toward the prevailing wage ra te, in most inst anc es
L&I will use a cale ndar year. Otherwise, L&lmay look to t he time frame yo u use (e.g., a fi scal
yea r, cal endar year , plan year, et c.). The period yo u adopt must be reasonably consistent over
time .
Public Works Act (Chapter 39.12 RCW) Ca l cu l ati on of U sua l Benefits 2 28 2.013 LAS
•
CONTACT L&l FOR ANSWERS TO YOUR PLAN-SPECIFIC QUESTIONS: If tlus
explanation and the above examples do not cover your specific situation, please contact L&I for
guidance on the appropriate calculation. P lease direct your questions to the Prevailing Wage
Office at (360) 902-5335 or by e-mail at PWl @ Lni.wa.gov.
How to Calculate Benefit Contributions Based on L&l's Annualization Policy
Example: Health, Pension and Apprentice Contributions Calculation
An employe r cont1·ibutes $10,000 towards a full-time employee's health care coverage from
January 1, 2011 to December 31 , 2011. A full-time employee works a total of 2,080 hours in a
fu ll -time year (52 weeks x 40 h ours a week).
Calculation: $10 ,000 pai'd during t he year I 2 ,080 hours worked = $4.81
The amount to be reported for health coverage in this example is $4.81 per hour. If the
employer contributed an equivalent amount to an employee's pension plan during the year
(except those plans that meet the "DOL Exception" noted above), the same calculation
method would be used to obtain the rate to report for pension benefits.
Example: Vacation and Holidav Calculation
An employee works a total of 1,750 hours in a year and receives 2 weeks (80 hours) of paid
vacation time from January 1, 2011 , to December 31 , 2011. The total amount received in paid
vacation is $1 ,050.
Calculation: $1 ,050 total vacation pay I 1,750 total hours worked = $0.60
The amount to be reported for vacation in this example is $0.60 per hour. If the employee
received paid holidays during the year, the same calculation method would be used to
obtain the rate to report for the holiday pay.
L&I will as sume 2,080 hours per year, per employee, in the absence of evidence to the contrary .
If actual hours worked are substantially more than 2 ,080, or can be reasonably anticipated to be
more th an 2,080, actual hours must be used for the calculation. If an employer calculates using
less than 2,080 hours per employee per year, it must be able to document the reduced schedule
which provides the basis for the calculation.
Public Works Act (Chapter 39.12. RCW) Ca lcu l ation of Usual Benefits 2. 2.8 2.013 lAS
SUMMARY
• Employers must comply with a ll posting and employee notification
requirements provided by appl icab le federal and state laws
concerning usual benefits plans. Employers must also have and make
available to L&J upon request, copies of all documents concerning
usual benefits as identified in W AC 296-127-0 14 . See WAC 296-127-
01410 .
• Usual benefits are credited on an hourly basis and are expected to
accrue at a regular rate. Employers may not count benefits associated
with public and private work as if they were only associated with
public work projects. L&I will generally apportion or annualize
benefit contribution or costs to all hours worked over the course of a
year unless an employer provides an alternate schedule and can
document actual hours worked. Certain defmed contribution pension
plans (DOL . exception) do not need to meet this annualization
requirement.
• Benefit contributions must be deposited on at least a quarterly basis.
• Basic Annuali zed Calculation Method: Divide the total yearly
contributions made by the employer for each individual worker by
2,080 hours ( 40 hours per week X 52 weeks = 2,080 hours).
• Generally a calendar year is used in calculating credits toward the
prevailing wage rate, but there may be instances when calculations
are appropriately based on a fiscal year or plan year.
Pub l ic Works Act (Chapter 39 .12 RCW) Calculation of Usual Benefits 2 28 2013 LAS
PREVAILING WAGE POLICY MEMORANDUM
DATE: May 19,2010
TO: All Interested Parties
FROM:~avid J. Soma, Industrial StatisticianiPrevailing Wage Program Manager
SUBJE~~ Landscape Construction
Policy Disclaimer
This policy is designed to provide general information in regard to the current opinions of the
Department of Labor & Industries on the subject matter covered. This policy is intended as a
guide in the interpretation and application ofthe relevant statutes, regulations, and policies,
and may not be applicable to all situations. This policy does not replace applicable RCW or WAC
standards. If additional clarification is required, the Program Manager for Prevailing Wage
should be consulted.
The July 23, 2009 Landscape Construction policy is rescinded. This document is effective as of
the date of print. Letters and clarifications posted on the L&I web site provide continuing
guidance. Changes may occur after the date of print due to subsequent legislation,
administrative rule, or judicial proceedings. The user is encouraged to notify the Program
Manager to provide or receive updated information. This document will remain in effect until
rescinded, modified, or withdrawn by the Director or his or her designee.
Application of the Landscape Construction Scope of Work
The Landscape Construction scope of work, WAC 296-127-01346, is organized with (1) an
introductory paragraph that establishes a context for potential uses of the scope; (2) a description
of specific tasks that may be within the scope for Landscape Construction if they are not
otherwise excluded by (3) a list of activities that are not included in Landscape Construction.
1) The Landscape Construction scope's introductory paragraph reads:
For the purposes of the Washington state public works law, chapter 39.12 RCW,
landscape construction involves the beautification of a plot of land by changing its
natural features through the addition or modification oflawns, trees, bushes, etc.
Landscape Construction Policy 05/19/2010 Page 1 of4
2. Work performed within the Landscape Construction scope of work:
• Constructing or maintaining lawns, yards, gardens or other landscaped surfaces.
• Mixing and spreading mulches, ground covers, soil amendments, decorative bark or
decorative rock.
• Seeding, sodding or hydroseeding.
• Applying chemicals or fertilizers.
• Planting trees, shrubs or plants.
• Installing, servicing or repairing above ground lawn or landscape sprinkler systems.
• Installing, servicing or repairing underground lawn or landscape sprinkler systems to
a maximum depth of three feet below finish grade.
• Assembling or placing premanufactured trellis work, play equipment, benches or
picnic tables.
• Constructing rock walls to a maximum height offour feet.
• Land clearing.
• Spreading top soil to a maximum depth of six inches below fInish grade.
• Trenching to a maximum depth of three feet below fInish grade.
• Installing french drains or other subsurface water collection systems to a maximum
depth of three feet below fInish grade.
• Hauling top soil, plants or other landscaping materials in trucks with only one rear
axle.
3. The Landscape scope of work makes exclusions that will override the list of
allowed tasks in (2) above.
Landscape Construction does not include:
• Any activity or task (including those mentioned above) when performed preparatory
to any nonlandscaping construction work.
• Constructing roads, footpaths, trails or rock walls more than four feet high.
• Custom fabrication of trellis work, play equipment, benches or picnic tables.
• Constructing restrooms, shelters or similar structures.
• Installing sewer systems, storm sewer systems, catch basins, vaults or drainage
systems for impervious surfaces (such as parking lots).
• Installing drainage systems or underground sprinkler systems more than three feet
below fmal grade.
• Land clearing, dozing, grading, excavating or hauling except as permitted above.
• Tree falling or bucking.
• Subgrade preparation.
• The use of power equipment with more than ninety horsepower.
• The use of trucks with more than one rear axle except hydroseeders.
• Demolition of structures.
• Asphalt or concrete work except incidental anchorage for play equipment, benches or
picnic tables.
landscape Construction Policy 05/19/2010 Page Z of4
• Welding.
• Installing agricultural irrigation systems.
• Encapsulation oflandfills.
NOTE: the scope of work for Utilities Construction, WAC 296-127-01389, places the
"cleanup and restoration of right of way (e.g., restore landscaping)" for such work
exclusively in Utilities Construction and that work may not be performed as Landscape
Construction.
4). The following are specific areas where the department has received frequent
questions regarding this scope of work. These activities are not allowed as
Landscape Construction under WAC 296-127-03146.
a. "Land Clearing" that cannot be performed as Landscape Construction
such as:
o Clearing preparatory to other construction
o Use of equipment over 90 horsepower;
o Tree falling and bucking; and
o Dirt or materials work beyond the up to six (6) inches of topsoil
allowed to be graded in the Landscape Construction scope of work.
b. Erosion control work, including the following, cannot be performed as
Landscape Construction:
o Erosion control blankets or fabric;
o Jute matting installation;
o Silt fence installation and maintenance;
o Trenching and installation of straw wattles;
o Sediment trap installation;
o Straw bale barriers;
o Brush barriers;
o Construction or other storm water filtration;
o Straw application for erosion control;
o Sand bag installation;
o Erosion control fence;
o Construction project dust control;
o Water bars;
o Pipe slope draining;
o Outlet protection;
o Interceptor dike and/or swale;
o Check dam installation;
o Turbidity curtain installation;
o Level spreader installation;
o Silt dikes installation;
o Storm drain inlet protection;
o Slope protection; and
o Storm water infiltration.
Landscape Construction Policy 05/19/2010 Page 3 of4
Note: Seeding or hydroseeding, mulchlbark application, sod installation,
planting vegetation, and landscape maintenance associated with these erosion
control activities may still be performed under the Landscape Construction
scope unless the work is exclusive to another scope of work such as the scope
for Utility Construction, WAC 296-127-01389.
c. Except for those tasks allowed as Landscape Construction in WAC 296-
127-01346, stream or river channel modifications, wetlands creation or
enhancement projects, as well as construction of environmental
mitigations, habitat improvements, swales, etc. cannot be performed as
Landscape Construction.
d. Except for spreading up six (6) inches of topsoil, and mulches, and
planting, golf course construction (land grading and contouring not
permissible under the Landscape Construction scope of work) cannot be
performed as Landscape Construction.
Whenever your fact set is less than a perfect match from those specifically addressed above,
check with the Industrial StatisticianlPrevailing Wage Program Manager for specific answers.
The Department is happy to provide guidance on your fact set. Please identifY the actual
circumstances and describe them in full to the Department. You may contact us by phone: 360-
902-5335 or bye-mail at: PWl@LNI.WA.GOV
landscape Construction Policy 05/19/2010 Page 4 of4
City of Renton
Contract Provisions for
NE 31st St Bridge Replacement Project
______________________________________________________________________________
Appendix C – WSDOT Standard Plans
City of Renton
Contract Provisions for
NE 31st St Bridge Replacement Project
______________________________________________________________________________
Appendix D –Information on Existing Bridge
City of Renton
Contract Provisions for
NE 31st St Bridge Replacement Project
______________________________________________________________________________
Record Drawings of Existing Bridge
City of Renton
Contract Provisions for
NE 31st St Bridge Replacement Project
______________________________________________________________________________
Bridge Inspection Report (2017)
BRIDGEINSPECTIONREPORTPage1of3Status:ReleasedPrintedOn:1116/2017Agency:RENTONCDGuid:4ldfb4dO-f506-42db-86eb-ea45eaae9a27CDDate:7/14/2017ProgramMgr:RomanG.PeraltaBr.No.RENTON-23SID08557300Br.NameNE31STSTREETBRIDGECarryingNE31STSTREETRouteOn01070MilePost50.00IntersectingMAYCREEKRouteUnderMilePost/vtR%örEE-InspectorsSignatureCert#G1408CertExpDate4/16/2020Co-InetureJNJ—IInspectionsPerformed:4StructuralEval(1657)38LOperatingTons(1552)0NoUtilities(2675)—FreqHrsDateRepType5DeckGeometry(1658)1.06OpRF(1553)0BridgeRails(1684)—I121.5611/2017Routine9Underclearance(1659)23[InventoryTons(1555)0Transition(1685)—FractCnt8Alignment(1661)0.64nvRE(1556)1Guardrails(1686)—UW6DeckOverall(1663)4OperatingLevel(1660)0Terminals(1687)——Special5Superstructure(1671)DOpen/Closed(1293)3.00AsphaltDepth(2610)——Interim4Substructure(1676)8Waterway(1662)10.0DesignCurbHt(2611)——UWI9Culvert(1678)2Scour(1680)32.0BridgeRailHt(2612)——Damage8Chan/Protection(1677)NSoundingsFlag(2693)1950YearBuilt(1332)——SafetyNPier/Abut/Prot(1679)NReviseRating(2688)1978YearRebuilt(1336)——ShortSpan9DrainCond(7664)PhotosFlag(2691)YSubjtoNBIS(2614)——InDepth0DrainStatus(7665)MeasureClrnc(2694)——AlphaSpanType:GeometricNDeckScaling(7666)9SdwkCond(7673)——TTC0ScalingPct(7667)9PaintCond(7674)7DeckRutting(7669)6ApproachCond(7681)8ExposedRebar(7670)9RetainingWall(7682)SufficiencyRating50.90SD6CurbCond(7672)9PierProt(7683)HighRiskBMSElementsElementElementDescriptionTotalUnitsState1State2State3State4ll4ConcreteMultipleWebGirderUnit192LF1620300216TimberAbutment66LF420024228TimberSubmergedPile/Column15EA1202—235TimberPierCap78LF590190—330MetalBridgeRailing64LF54010036lScour3EA2010—800AsphalticConcrete(AC)Overlay746SF746000:Notes0ORIENTATIONThebridgeisorientatedwesttoeast.Abutment1=west.PileA=north.MayCreekflowsfromthenorthtothesouth.3NOTE:—Bridgeisscheduledforreplacementin2017,projecttobefundedbyBRAC.
BRIDGEINSPECTIONREPORTPage2of3Status:ReleasedPrintedOn:1116/2017Agency:RENTONCDGuid:4ldfb4UO-f506-42Ub-86eb-ea45eaae9a27CDDate:7/14/2017ProgramMgr:RomanG.PeraltaBr.No.RENTON-23SID08557300Br.NameNE31STSTREETBRIDGECarryingNE31STSTREETRouteOn01070MilePost5OOOIntersectingMAYCREEKRouteUnderMitePostNotes(Continued)IILOADRATINGBridgeloadpostingsignsareinplace(Type3=20T,Type3S2=30T,Type3-3=38T).RHP(9/15/2014)Bridgetimbercapatcenterbenthasbeenratedconsideringtherottenpiles(2Band2C)aregoneandthetemporaryshoringremoved.Withoutthepiles/shoring,thebridgecapcannotcarrythedeadload.MaintainadequatesupportofcapatBent2.ItemWB7293coded“D”fortemporaryshoring.114CONCRETEMULTIPLEWEBGIRDERUNITSpallswithexposedverticalbaronmostgirderwebs,bothspans.SPAN1-leakingandleachingbetweenmostlongitudinalgirdertubjoints.SPAN1&2-numerousspallswithexposedrebarinsoffitandwebs.216TIMBERABUTMENTBackwallplanksaremoistwithareasofalgaeandmossgrowth.Plankendsaresoft.Bothwallshavehollowsoundingareas.ToevoidsatthebottomofbackwallalongthesouthhalfofabutmentI.Wngwallsarerottenthroughout.Seerepairs.228TIMBERSUBMERGEDPILEICOLUMN1A-opencheck,drillnearbottom-8”shell,toprot-2”shell-eastfaceatcap.(state3)1E-drill-solid2A-abrasionatwaterline2B-I0’topdelam,1“shellatgroundlinewithlargeopencheck.RedTag(state4).2C-3”shellatwaterlineopenvoid.RedTag(state3)Bent2-Temporaryhelpercolumns-10”x10”timberpostsontimbermudsillsaddedbetween2B/Cand2C/D.Nodefectsinhelpercolumns235TIMBERPIERCAP2strutsextendingtoeachabutment.Strutsatpiles;2Eto1D,2BtoIA,2Dto3E,2Ato3BCap2-horizontalcheckleakingwater,westface,capendsaresoft;longitudinalsplitonthebottomofcaponsouthend.330METALBRIDGERAILINGTheW-beamonthesouthsidehaslightdamageatmidspan.MinordamageattopofNWmostbridgerailpost.Bridgerailissetbehindfaceofcurb.Railismis-lappedinsouthmidspanagainstdirectionoftraffic.Seerepairs.361SCOUR-FIELDAbutmentI-Toevoidsbetweenpiles1Eand1C;varyinghorizontaldepthsupto1’-9”,verticaldepth1-5”(state3)Seerepairs.Pier2-driftanddebrisacculatedonupstreampile2A.Abutment3-Minorscourholesformingaroundpiles3B,3C,and3D-novoidsatbottomplank.800ASPHALTICCONCRETE(AC)OVERLAYTransversecrackateastabutment.SomesettlementatallcornersofthebridgedeckintheHMA.1658DECKGEOMETRYUpdatedADTnumbersraisedcodefrom4to5.1680SCOUR-OFFICEBridgefoundationsareunknown,preparePlanofActionorScouranalysisTemporaryshoringsupportingBent2caprestsonmudsillsthatarescourcritical.1685TRANSITIONMissingstandardsizespacerblockatfirstpost.1687TERMINALThenortheastapproachrailterminalhasbeendamaged.Seerepairs.2688RATINGNOTE:2014analysisassumestempshoringatpier2isnotinplace.7681APPROACHROADWAYApproximately1/2”settlementonsouthsideofPierIandPier3.VoidalongedgeofpavementinsideofguardrailatSWcornerwestbridgejoint.Missingdelineatorsonsouthsideofbridge.Seerepairs.RepairsRepairNoPrRRepairDescriptionsNotedMaintVerifiedIiCHANNELDEBRIS9/23/2011Removewoodydebrisaccumulatedatupstreamendofpier221iGUARDRAIL9/23/2011NEguardrailterminaldamagedsectionneedsreplacement10001iSCOUR11/8/2011ToevoidshaveformedalongBentIbetweenPilesIEand1Cwithvaryinghorizontaldepthsupto1-10”,verticaldepth10-11”.——Implementscourmeasuresforbothabutments.
Status:ReleasedCDGuid:4ldfb4dO-f506-42db-86eb-ea45eaae9a2fAgency:RENTONProgramMgr:RomanG.PeraltaBRIDGEINSPECTIONREPORTPrintedOn:11/6/2017CDDate:7/14/2017Page3of3Br.No.RENTON-23SID08557300Br.NameNE31STSTREETBRIDGECarryingNE31STSTREETRouteOn01070MilePost50.00IntersectingMAYCREEKRouteUnderMilePost——Repairs(Continued)RepairNoPrRRepairDescriptionsNotedMaintVerified10002iWINGWALLS11/8/2011Wingwallpilesandplanksarerottenthroughout.1.Replacerottentimberwingwallcomponentsinkind.10004TISIGNSDELINEATORS7/26/2012Missingdelineator’satsouthsideofbridge.Dirtydelineator’satnorthsideofbridge.Replaceand/orcleandelineators.—10005GUARDRAIL9/27/2012Re-alignmis-lappedrail.10007T1MBERPILES8/5/2014Pier2pilesBandChave3shellatgroundline.Provideshoringorreplacerottenpilesatpier2.100081LOADRATINGSIGNS6/23/2016——Moveloadpostingsignsclosertothebridge.InspectionsPerformedandResourcesRequiredReportTypeP?ErqFirin.iCertNoCoinspRoutine6/1/2017121.5TTMG1408JNJResourcesHoursMmPrefMaxFreqDateNeedDateOverrideNotesSpecialWADERS-HipwadersatminimumneededforEquipmentinspection
BRIDGEINSPECTIONREPORTPage1offStatus:ReleasedCDGuid:41dfb4dO-f506-42db-86eb..ea45eaae9a2fBr.No.RENTON-23SID08557300CarryingNE31STSTREETIntersectingMAYCREEKBentBridgeRaiLSouthSide_Renton23_6-1-2017{root}PhotoType:Orientation:Date:Repairs:BridgeRaiLNorthSideRenton23_6-1-2017{root}PhotoType:Orientation:Date:Repairs:PrintedOn:11/7/2017Agency:RENTONCDDate:7/1412017ProgramMgr:RomanG.PeraltaBr.NameNE3151STREETBRiDGERouteOn01070RouteUnder(none)6/1/2017MilePost50.00MilePost(none)6/1/2017
BRIDGEINSPECTIONREPORTPage2offStatus:ReleasedCDGuid:41dfb4dO-f506-42db-86eb-ea45eaae9a2fPrintedOn:11/7/2017CDDate:7/14/2017Agency:RENTONProgramMgr:RomanG.PeraltaBr.No.RENTON-23CarryingNE31STSTREETIntersectingMAYCREEKDeckOverall_LookingEast_Renton23_6-1-2017{root}PhotoType:Orientation:Date:Repairs:ExposedRebaronGirderWeb_Renton23_6-1-2017{root}PhotoType:Orientation:Date:Repairs:MilePost50.00MilePostSID08557300Br.NameNE31STSTREETBRIDGERouteOn01070RouteUnder(none)6/1/2017(none)6/1/2017
BRIDGEINSPECTIONREPORTPage3offStatus:ReleasedCDGuid:4ldfb4dO-f506-42db-86eb-ea45eaae9a2fBr.No.RENTON-23SID08557300CarryingNE31STSTREETIntersectingMAYCREEKHelperColumn@Pier2Renton23_6-1-2017{root}PhotoType:Oñentafion:Date:Repairs:Pile2C_Renton23_6-1-2017{root}PhotoType:Oentation:Date:Repairs:PrintedOn:11/7/2017CDDate:7/14/2017Agency:RENTONProgramMgr:RomanG.PeraltaBr.NameNE31STSTREETBRIDGERouteOn01070RouteUnderMilePost50.00MilePost(none)6/1/2017(none)6/1/2017
BRIDGEINSPECTIONREPORTPage4of7Status:ReleasedCDGuid:41dfb4dO-f506-42db-86eb-ea45eaae9a27PrintedOn:11/7/2017CDDate:7/14/2017Agency:RENTONProgramMgr:RomanG.PeraltaBr.No.RENTON-23CarryingNE31STSTREETIntersectingMAYCREEK4InchDeepOpenVoid@Pier2C_Renton23_6-1-2017{root}PhotoType:(none)Orientation:Date:6/1/2017Repairs:Br.NameNE31STSTREETBRIDGERouteOn01070RouteUnderMilePost50.00MilePostEastAbutment_Renton23_C-I-2017{root}PhotoType:Orientation:Date:Repairs:SID08557300(none)6/1/2017
Status:ReleasedCDGuid:41dth4d0-f506-42db-86eb-ea45eaae9a27BRIDGEINSPECTIONREPORTPrintedOn:11/7/2017CDDate:7/14/2017Agency:RENTONProgramMgr:RomanG.PeraltaPage5offBr.No.RENTON-23SID08557300CarryingNE31STSTREETIntersectingMAYCREEKWestAbutment_Renton23_6-1-2017{root}PhotoType:Orientation:Date:Repairs:LongitudinalSplit@BoftomofCapbeam_Pier2SouthEnd_Renton23_6-1-2017{root}PhotoType:Orientation:Date:Repairs:MilePost50.00MilePostBr.NameNE31STSTREETBRIDGERouteOn01070RouteUnder(none)6/1/2017(none)6/1/2017
BRIDGEINSPECTIONREPORTPage6of7Status:ReleasedCDGuid:41dfb4dO-f506-42db-86eb-ea45eaae9a27PrintedOn:11/7/2017CDDate:7/14/2017Agency:RENTONProgramMgr:RomanG.PeraltaBr.No.RENTON-23CarryingNE31STSTREETintersectingMAYCREEKPier2_LookingEast_Renton23_6-1-2017{root}PhotoType:Orientation:Date:Repairs:SEWingWallPilewithTopRot_Renton23_6-1-2017{root}PhotoType:Orientation:Date:Repairs:Br.NameNE31STSTREETBRIDGERouteOn01070RouteUnderSID08557300MilePost50.00MilePost(none)6/1/2017(none)6/1/2017
Status:ReleasedCDGuid:41dth4d0-f506-42db-86eb-ea45eaae9a2fBRIDGEINSPECTIONREPORTPrintedOn:11/7/2017CDDate:7/14/2017Agency:RENTONProgramMgr:RomanG.PeraltaPage7offBr.No.RENTON-23SID08557300CarryingNE31STSTREETIntersectingMAYCREEKSuperstructure_Renton23_6-1-2017{root}PhotoType:Oentaon:Date:Repairs:Br.NameNE31STSTREETBRIDGERouteOn01070RouteUnderMilePostMilePost50.00(none)6/112017
City of Renton
Contract Provisions for
NE 31st St Bridge Replacement Project
______________________________________________________________________________
Bridge Load Rating (2014)
JN.
BY hacl DATE 9/14/2014
JOB DESCRIPTION SHEET 1 OF 10
CALCULATION FOR CHECKED BY MJLE DATE 9/14/2014
RENT-16
City of Renton Load Rating
May Creek Cap Load Rating (RENTON23)
1.0 Design Assumptions:
Loading rating completed assuming temporary shoring is not in place. (Timber piles 2B and 2C have failed)
Temporary shoring must be maintained to ensure public safety. During high water and flood events the bridge
should be monitored.
Load rating should be completed with temporary shoring for legal posting values and special haul vehicles.
1.1 Design Specifications:
1. Washington Department of Transportation Bridge Design Manual (BDM)
2. The Manual for Bridge Evaluation Edition/2013 (MBE)
2.0 Bridge Information
Lspan1 16ft:=
Lspan2 16ft:=
Widthbridge 24ft:=
twearing 3in:=
Cap Dimensions:
Wcap
Widthbridge
cos 30deg( )
2 1.5×ft+30.71ft=:=
Bfield 16 1
8
+
in:=Field Measured
Hfield 11.5in:=Field Measured
Pile Dimensions:
Pdia 12in:=Pile Diameter -Field measured (TYP)
Pdia_2B 10in:=Pile Diameter -Field measured (TYP)
Spile 6ft 8in+:=Typical pile spacing
L2D2A 20ft 5in+:=width between 2D and 2A -field measured
Hpile 6ft 2ft+:=Height of Pile -6ft to ground 2 ft to fixity
Properties:
timber 50pcf:=unit weight for timber BDM 13
:=
ACP 140pcf:=unit weight for ACP/HMA BDM 13
3.0 Cap Properties
Inspection did not reveal any section loss therefore,
Sx
Bfield Hfield
2×
6
:=
Bending and Shear Stress
Fb 1350psi:=Design Value for Douglas Fir No. 1 Timber, 2002 AASHTO Standard Spec Table 13.5.1A
Fv 85psi:=Design Value for Douglas Fir No. 1 Timber, 2002 AASHTO Standard Spec Table 13.5.1A
E 1600000psi:=Design Value for Douglas Fir No. 1 Timber, 2002 AASHTO Standard Spec Table 13.5.1A
CM.b 0.85:=Wet Service Facto, C 2002 AASHTO Standard Spec Table 13.5.1A
CM.v 0.97:=
CM.E 0.9:=
CD 1.15:=Duration Factor, 2002 AASHTO Standard Specs 13.5.5.2
x 10:=Lbending L2D2A:=
Cv min 21
Lbending ft 1-×
1
x 12
Hfield ft 1-×
1
x
, 5.125
Bfield ft 1-×
1
x
, 1,
1=:=
Volume Factor, 2002 AASHTO
Standard Specs 13.6.4.3
CL 1.0:=Beam Stability Factor, 2002 AASHTO Standard Specs 13.6.4.4
Allowable Bending Stress, per 2002 AASHTO Specs 13.6.4.1
F'b Fb CM.b× CD× Cv× CL× 1319.62psi=:=Inventory
F''b 1.33 F'b× 1755.1psi=:=Operating
Allowable Shear Stress, per 2002 AASHTO Standard Specs 13.6.5.1
F'v Fv CM.v× CD× 94.82psi=:=Inventory
F''v 1.33 F'v× 126.11psi=:=Operating
Modulus of Elasticity, per 2002 AASHTO Standard Specs 13.6.3
E' E CM.E× 1440000psi=:=
2 of 11
4.0 Bridge Loading
Dead Load:
Wgirder 6 2 1ft 9in+5.5in-( )× 6×in 4.5in 4ft 0in+( )×+[] 155×pcf
Lspan1 Lspan2+
2
× 41.54 kip×=:=
weight of girder
wgirder
Wgirder
Wcap
1.35 kip
ft
×=:=
wACP twearing
Lspan1 Lspan2+
2
× ACP×
Widthbridge
Wcap
× 0.44 kip
ft
×=:=
wcap Bfield Hfield× timber× 0.06 kip
ft
×=:=
wDC wcap wgirder+1.42 kip
ft
×=:=
MDC
wDC L2D2A
2×
12
49.22ft kip×=:=
VDC
wDC L2D2A×
2
14.46 kip×=:=
DB.DC
MDC
Sx
1661.77 psi×=:=
DV.DC
3VDC
2 Bfield× Hfield×
117psi=:=
Wearing Surface:
wDW wACP:=
MDW
wACP L2D2A
2×
12
15.2ft kip×=:=
DB.DW
MDW
Sx
513.22 psi×=:=
VDW
wDW L2D2A×
2
4.47 kip×=:=
DV.DW
3VDW
2 Bfield× Hfield×
36.14psi=:=
+=:=
3 of 11
Db DB.DC DB.DW+2174.99psi=:=
Dv DV.DC DV.DW+153.14psi=:=
Live Load:
HS-20
PHS20 max 8kip
Lspan1 14ft-
Lspan1
× 16kip+16kip
Lspan2 14ft-
Lspan2
×+
0.640 kip
ft
Lspan1 Lspan2+
2
×
2
19.5kip
2
+,
19 kip×=:=
Type 3 Truck
PType3 8kip
Lspan1 15ft-
Lspan1
× 8.5kip
Lspan2 0ft-
Lspan2
×+8.5kip
Lspan2 4ft-
Lspan2
×+15.37 kip×=:=
Type 3S2 Truck
PType3S2 7.75kip
Lspan1 4ft-
Lspan1
× 7.75kip
Lspan2 0ft-
Lspan2
×+13.56 kip×=:=
Type 3-3 Truck
PType3_3 6kip
Lspan1 4ft-
Lspan1
× 6kip
Lspan2 0ft-
Lspan2
×+8kip
Lspan2 15ft-
Lspan2
×+11 kip×=:=
4 of 11
Notional Rating Load
PNRL 4kip
Lspan1 12ft-
Lspan1
× 4kip
Lspan1 8ft-
Lspan1
×+8.5kip
Lspan1 4ft-
Lspan1
×+
8.5kip
Lspan2 0ft-
Lspan2
× 4kip
Lspan2 4ft-
Lspan2
×+4kip
Lspan2 8ft-
Lspan2
×+4kip
Lspan2 12ft-
Lspan2
×++
...23.88 kip×=:=
Special Haul Vehicles
SU4 Truck
PSU4 6kip
Lspan1 14ft-
Lspan1
× 4kip
Lspan1 4ft-
Lspan1
×+8.5kip
Lspan2 0ft-
Lspan2
×+8.5kip
Lspan2 4ft-
Lspan2
×+18.63 kip×=:=
SU5 Truck
PSU5 4kip
Lspan1 8ft-
Lspan1
× 4kip
Lspan1 4ft-
Lspan1
×+8.5kip
Lspan2 0ft-
Lspan2
×+8.5kip
Lspan2 4ft-
Lspan2
×+19.87 kip×=:=
SU6 Truck
PSU6 4kip
Lspan1 8ft-
Lspan1
× 4kip
Lspan1 4ft-
Lspan1
×+8.5kip
Lspan2 0ft-
Lspan2
×+8.5kip
Lspan2 4ft-
Lspan2
×+4kip
Lspan2 8ft-
Lspan2
×+21.87 kip×=:=
SU7 Truck
5 of 11
PSU7 4kip
Lspan1 8ft-
Lspan1
× 4kip
Lspan1 4ft-
Lspan1
×+8.5kip
Lspan2 0ft-
Lspan2
×+8.5kip
Lspan2 4ft-
Lspan2
×+4kip
Lspan2 8ft-
Lspan2
×+
4kip
Lspan2 12ft-
Lspan2
×+
...22.87 kip×=:=
Moments and Shears:
Loads taken from Larsa Model Assuming that Pile 2B and 2C have failed
MLL
96kip ft×
78kip ft×
68kip ft×
56kip ft×
121kip ft×
94kip ft×
101kip ft×
110kip ft×
116kip ft×
:=
HS_20
Type_3
Type_3S2
Type_3_3
NRL
SU4
SU5
SU6
SU7
LLB
MLL
Sx
3241.22
2633.49
2295.86
1890.71
4085.29
3173.69
3410.03
3713.9
3916.47
psi=:=
HS_20
Type_3
Type_3S2
Type_3_3
NRL
SU4
SU5
SU6
SU7
6 of 11
Loads taken from Larsa Model Assuming that Pile 2B and 2C have zero support
VLL
34kip
28kip
25kip
20kip
43kip
34kip
36kip
40kip
42kip
:=
HS_20
Type_3
Type_3S2
Type_3_3
NRL
SU4
SU5
SU6
SU7
LLV
3VLL
2 Bfield× Hfield×
275.03
226.49
202.22
161.78
347.83
275.03
291.2
323.56
339.74
psi=:=
HS_20
Type_3
Type_3S2
Type_3_3
NRL
SU4
SU5
SU6
SU7
Distribution Factor:
DF 1.0:=
4.0 Rating Factors
RF C D-
L
=Load Rating Factor
Cinv.b F'b 1319.62psi=:=Bearing Capacity for Inventory Rating
Cop.b F''b 1755.1psi=:=Bearing Capacity for Operating Rating
Clegal.b F''b 1755.1psi=:=Bearing Capacity for Legal Rating
Cspl.b F''b 1755.1psi=:=Bearing Capacity for SHV Rating
Cinv.v F'v 94.82psi=:=Shear Capacity for Inventory Rating
Cop.v F''v 126.11psi=:=Shear Capacity for Operating Rating
HS-20
7 of 11
Inventory Rating:
RFint.B_HS
Cinv.b Db-
LLB1
0.26-=:=
RFint.V_HS
Cinv.v Dv-
LLV1
0.21-=:=
Operating Rating:
RFop.B_HS
Cop.b Db-
LLB1
0.13-=:=
RFop.V_HS
Cop.v Dv-
LLV1
0.1-=:=
Type 3
Inventory Rating:
RFint.B_3
Cinv.b Db-
LLB2
0.32-=:=
RFint.V_3
Cinv.v Dv-
LLV2
0.26-=:=
Operating Rating:
RFop.B_3
Cop.b Db-
LLB2
0.16-=:=
RFop.V_3
Cop.v Dv-
LLV2
0.12-=:=
Type 3S2
Inventory Rating:
RFint.B_3S
Cinv.b Db-
LLB3
0.37-=:=
RFint.V_3S
Cinv.v Dv-
LLV3
0.29-=:=
Operating Rating:
RFop.B_3S
Cop.b Db-
LLB3
0.18-=:=
-
8 of 11
RFop.V_3S
Cop.v Dv-
LLV3
0.13-=:=
Type 3-3
Inventory Rating:
RFint.B_33
Cinv.b Db-
LLB4
0.45-=:=
RFint.V_33
Cinv.v Dv-
LLV4
0.36-=:=
Operating Rating:
RFop.B_33
Cop.b Db-
LLB4
0.03-7×=:=
RFop.V_33
Cop.v Dv-
LLV4
0.17-=:=
Type NRL
Inventory Rating:
RFint.B_NRL
Cinv.b Db-
LLB5
0.21-=:=
RFint.V_NRL
Cinv.v Dv-
LLV5
0.17-=:=
Operating Rating:
RFop.B_NRL
Cop.b Db-
LLB5
0.1-=:=
RFop.V_NRL
Cop.v Dv-
LLV5
0.08-=:=
SU4
Inventory Rating:
RFint.B_SU4
Cinv.b Db-
LLB6
0.27-=:=
RFint.V_SU4
Cinv.v Dv-
LLV6
0.21-=:=
Operating Rating:
-9 of 11
RFop.B_SU4
Cop.b Db-
LLB6
0.13-=:=
RFop.V_SU4
Cop.v Dv-
LLV6
0.1-=:=
SU5
Inventory Rating:
RFint.B_SU5
Cinv.b Db-
LLB7
0.25-=:=
RFint.V_SU5
Cinv.v Dv-
LLV7
0.2-=:=
Operating Rating:
RFop.B_SU5
Cop.b Db-
LLB7
0.12-=:=
RFop.V_SU5
Cop.v Dv-
LLV7
0.09-=:=
SU6
Inventory Rating:
RFint.B_SU6
Cinv.b Db-
LLB8
0.23-=:=
RFint.V_SU6
Cinv.v Dv-
LLV8
0.18-=:=
Operating Rating:
RFop.B_SU6
Cop.b Db-
LLB8
0.11-=:=
RFop.V_SU6
Cop.v Dv-
LLV8
0.08-=:=
SU7
Inventory Rating:
RFint.B_SU7
Cinv.b Db-
LLB9
0.22-=:=
-
10 of 11
RFint.V_SU7
Cinv.v Dv-
LLV9
0.17-=:=
Operating Rating:
RFop.B_SU7
Cop.b Db-
LLB9
0.11-=:=
RFop.V_SU7
Cop.v Dv-
LLV9
0.08-=:=
11 of 11
City of Renton
Contract Provisions for
NE 31st St Bridge Replacement Project
______________________________________________________________________________
Appendix E – Permits and Licenses
City of Renton
Contract Provisions for
NE 31st St Bridge Replacement Project
______________________________________________________________________________
Washington Department of Fish and Wildlife
Hydraulic Project Approval
PERMITTEE AUTHORIZED AGENT OR CONTRACTOR
City of Renton Widener & Associates
ATTENTION: Derek Akesson ATTENTION: Ross Widener
1055 S Grady Way 10108 32nd Ave W, Ste D
Renton, WA 98057 Everett, WA 98204-1302
Project Name:NE 31st Street Bridge Replacement
Project Description:The project will replace an existing bridge on NE 31st Street with a new structure. Construction
activities include demolition of the existing bridge, excavation, grading and clearing, pile driving
(above OHW), installation of a new bridge foundation and superstructure, paving, erosion
control, guardrail installation, riprap/boulder revetment, stream channel enhancements, and
landscaping. The new bridge span will be 75 feet long, an increase from the original 32-foot
bridge span. The project may involve the placement of a sandbag or steel sheet temporary
stream diversion to isolate and dewater the work area. The stream diversion will only be used if
necessary to deal with high flows. The project will provide net habitat improvements by
removing creosote piers and abutments and incorporating a bridge design that spans the entire
channel. The longer span will increase the amount of viable habitat beneath the bridge. Some
riprap will be removed and streambed cobble will top what is currently the location of existing
abutments. These improvements will provide a benefit to water quality and physical habitat
features.
PROVISIONS
TIMING - PLANS - INVASIVE SPECIES CONTROL
1. TIMING LIMITATION: You may begin the project immediately and you must complete the project by March 21, 2022,
provided that installation of bridge piling and work within the wetted perimeter shall occur only between June 15 and
August 31.
2. APPROVED PLANS: You must accomplish the work per plans and specifications submitted with the application and
approved by the Washington Department of Fish and Wildlife entitled, "PROPOSED PROJECT: NE 31st St Bridge
Replacement", dated January 30, 2017", except as modified by this Hydraulic Project Approval (HPA). You must have
a copy of these plans and this HPA available on site during all phases of the project construction.
3. INVASIVE SPECIES CONTROL: Thoroughly clean all equipment and gear before arriving and leaving the job site to
prevent the transport and introduction of aquatic invasive species. Properly dispose of any water and chemicals used to
clean gear and equipment. You can find additional information in the Washington Department of Fish and Wildlife's
Invasive Species Management Protocols (November 2012), available online at
http://wdfw.wa.gov/publications/01490/wdfw01490.pdf.
NOTIFICATION REQUIREMENTS
4. PRE- AND POST-CONSTRUCTION NOTIFICATION: You, your agent, or contractor must contact the Washington
Department of Fish and Wildlife by e-mail to larry.fisher@dfw.wa.gov or his successor and to
HPAapplications@dfw.wa.gov; mail to Post Office Box 43234, Olympia, Washington 98504-3234; or fax to (360) 902-
2946 at least three business days before starting work, and again within seven days after completing the work. The
Page 1 of 8
HYDRAULIC PROJECT APPROVAL
Washington Department of
Fish & Wildlife
PO Box 43234
Olympia, WA 98504-3234
(360) 902-2200
Permit Number: 2017-4-164+01
FPA/Public Notice Number: N/A
Application ID: 10211
Project End Date: March 21, 2022
Issued Date: March 22, 2017
notification must include the permittee's name, project location, starting date for work or date the work was completed,
and the permit number.
5. PHOTOGRAPHS: You, your agent, or contractor must take photographs of the job site before the work begins and
after the work is completed. You must upload the photographs to the post-permit requirement page in the Aquatic
Protection Permitting System (APPS) or mail them to Washington Department of Fish and Wildlife at Post Office Box
43234, Olympia, Washington 98504-3234 within 30-days after the work is completed.
6. FISH KILL/ WATER QUALITY PROBLEM NOTIFICATION: If a fish kill occurs or fish are observed in distress at the
job site, immediately stop all activities causing harm. Immediately notify the Washington Department of Fish and
Wildlife Habitat Biologist listed below or his successor of the problem. If the likely cause of the fish kill or fish distress is
related to water quality, also notify the Washington Military Department Emergency Management Division at 1-800-258
-5990. Activities related to the fish kill or fish distress must not resume until the Washington Department of Fish and
Wildlife gives approval. The Washington Department of Fish and Wildlife may require additional measures to mitigate
impacts.
STAGING, JOB SITE ACCESS, AND EQUIPMENT
7. Establish staging areas (used for equipment storage, vehicle storage, fueling, servicing, and hazardous material
storage) in a location and manner that will prevent contaminants such as petroleum products, hydraulic fluid, fresh
concrete, sediments, sediment-laden water, chemicals, or any other toxic or harmful materials from entering waters of
the state.
8. Clearly mark boundaries to establish the limit of work associated with site access and construction.
9. Limit the removal of native bankline vegetation to the minimum amount needed to construct the project.
10. Retain all natural habitat features on the bed or banks including large woody material and boulders. You may move
these natural habitat features during construction but you must place them near the preproject location before leaving
the job site.
11. Check equipment daily for leaks and complete any required repairs in an upland location before using the
equipment in or near the water.
12. Use environmentally acceptable lubricants composed of biodegradable base oils such as vegetable oils, synthetic
esters, and polyalkylene glycols in equipment operated in or near the water.
CONSTRUCTION-RELATED SEDIMENT, EROSION AND POLLUTION CONTAINMENT
13. Work in the dry watercourse (when no natural flow is occurring in the channel, or when flow is diverted around the
job site).
14. Complete all in-water construction activity prior to releasing the water flow to the project area.
15. Protect all disturbed areas from erosion. Maintain erosion and sediment control until all work and cleanup of the job
site is complete.
16. All erosion control materials that will remain onsite must be composed of 100% biodegradable materials.
17. Straw used for erosion and sediment control, must be certified free of noxious weeds and their seeds.
18. Stop all hydraulic project activities except those needed to control erosion and siltation, if flow conditions arise that
will result in erosion or siltation of waters of the state.
19. Prevent project contaminants, such as petroleum products, hydraulic fluid, fresh concrete, sediments, sediment-
laden water, chemicals, or any other toxic or harmful materials, from entering or leaching into waters of the state.
20. Route construction water (wastewater) from the project to an upland area above the limits of anticipated floodwater.
Remove fine sediment and other contaminants before discharging the construction water to waters of the state.
21. Deposit waste material from the project, such as construction debris, silt, excess dirt, or overburden, in an upland
area above the limits of anticipated floodwater unless the material is approved by the Washington Department of Fish
Page 2 of 8
HYDRAULIC PROJECT APPROVAL
Washington Department of
Fish & Wildlife
PO Box 43234
Olympia, WA 98504-3234
(360) 902-2200
Permit Number: 2017-4-164+01
FPA/Public Notice Number: N/A
Application ID: 10211
Project End Date: March 21, 2022
Issued Date: March 22, 2017
and Wildlife for reuse in the project.
22. Deposit all trash from the project at an appropriate upland disposal location.
CONSTRUCTION MATERIALS
23. Store all construction and deconstruction material in a location and manner that will prevent contaminants such as
petroleum products, hydraulic fluid, fresh cement, sediments, sediment-laden water, chemicals, or any other toxic or
harmful materials from entering waters of the state.
24. Use only clean, suitable material as fill material (no trash, debris, car bodies, tires, asphalt, concrete, etc.).
25. Angular rock used for the project must be large enough and installed to withstand the 100-year peak flow.
26. Do not use wood treated with oil-type preservatives (creosote, pentachlorophenol) in any hydraulic project. You
may use wood treated with waterborne preservatives (ACZA, ACQ) provided the wood is approved by the Western
Wood Preservers Institute for use in the aquatic environment. Any use of treated wood in the aquatic environment must
follow guidelines and best management practices available at www.wwpinstitute.org.
IN-WATER WORK AREA ISOLATION USING A TEMPORARY BYPASS
27. Isolate fish from the work area by using either a total or partial bypass to reroute the stream through a temporary
channel or pipe.
28. Provide fish passage during times of the year when fish are expected to migrate.
29. Sequence the work to minimize the duration of dewatering.
30. Use the least-impacting feasible method to temporarily bypass water from the work area. Consider the physical
characteristics of the site and the anticipated volume of water flowing through the work area.
31. The hydraulic capacity of the stream bypass must be equal to or greater than the 25-year peak flow event expected
when the bypass will be operated.
32. Design the temporary bypass to minimize the length of the dewatered stream channel.
33. During all phases of bypass installation and decommissioning, maintain flows downstream of the project site to
ensure survival of all downstream fish.
34. Install the temporary bypass before starting other construction work in the wetted perimeter.
35. Install a cofferdam or similar device at the upstream and downstream end of the bypass to prevent backwater from
entering the work area.
36. Return diverted water to the channel immediately downstream of the work area. Dissipate flow energy from the
diversion to prevent scour or erosion of the channel and bank.
37. If the diversion inlet is a gravity diversion that provides fish passage, place the diversion outlet where it facilitates
gradual and safe reentry of fish into the stream channel.
38. If the bypass is a pumped diversion, once started it must run continuously until it is no longer necessary to bypass
flows. This requires back-up pumps on-site and twenty-four-hour monitoring for overnight operation.
39. If the diversion inlet is a pump diversion in a fish-bearing stream, the pump intake structure must have a fish screen
installed, operated, and maintained in accordance with RCW 77.57.010 and 77.57.070. Screen the pump intake with
one of the following:
a) Perforated plate: 0.094 inch (maximum opening diameter);
b) Profile bar: 0.069 inch (maximum width opening); or
c) Woven wire: 0.087 inch (maximum opening in the narrow direction).
The minimum open area for all types of fish screens is twenty-seven percent. The screened intake facility must have
enough surface area to ensure that the velocity through the screen is less than 0.4 feet per second. Maintain fish
screens to prevent injury or entrapment of fish.
Page 3 of 8
HYDRAULIC PROJECT APPROVAL
Washington Department of
Fish & Wildlife
PO Box 43234
Olympia, WA 98504-3234
(360) 902-2200
Permit Number: 2017-4-164+01
FPA/Public Notice Number: N/A
Application ID: 10211
Project End Date: March 21, 2022
Issued Date: March 22, 2017
40. The fish screen must remain in place whenever water is withdrawn from the stream through the pump intake.
41. Remove fish screens on dewatering pumps in the isolated work area only after all fish are safe and excluded from
the work area.
42. Isolate pump hose intakes with block nets so that fish cannot get near the intake.
IN-WATER WORK AREA ISOLATION USING A COFFERDAM STRUCTURE
43. Use a cofferdam, dike, or similar structure to exclude water from the work area.
44. Maintain water quality when installing and removing the cofferdam, dike or similar structure.
45. Install the cofferdam, dike or similar structure and remove fish prior to the start of other work in the wetted
perimeter.
46. Route the construction water (wastewater) from the project to an upland area above the limits of anticipated
floodwater. Remove fine sediment and other contaminants before discharging the construction water to waters of the
state.
47. Sequence the work to minimize the duration of dewatering.
FISH LIFE REMOVAL
48. All persons participating in capture and removal must have training, knowledge, and skills in the safe handling of
fish life.
49. If electrofishing is conducted, a person with electrofishing training must be on-site to conduct or direct all
electrofishing activities.
50. If personnel are available, the Washington Department of Fish and Wildlife and affected tribes may help capture
and move fish life from the job site.
51. Place block nets upstream and downstream of the in-water work area before capturing and removing fish life.
52. Capture and safely move fish life from the work area to the nearest suitable free-flowing water.
CHANNEL AND HABITAT RESTORATION AND STREAMBANK PROTECTION
53. The length of the bank armoring must not exceed what is shown in the approved plans (Provision 2).
54. Install the toe to protect the integrity of bank protection material.
55. Bury the base of the structure deep enough to prevent undermining.
56. Do not release overburden material into the waters of the state when resloping the bank.
57. Do not use bed gravel for exterior armor or backfill unless approved by the Washington Department of Fish and
Wildlife.
BRIDGE
58. Design and construct the bridge to pass water, ice, large wood, and associated woody material and sediment likely
to move under the bridge during the 100-year flood flows.
59. Use material for the approaches that is structurally stable and that will not harm fish life if it erodes into the water.
60. Prevent the existing structure and associated construction materials from entering the stream when removing them.
DIVERSION/INTAKES
61. Equip, operate, and maintain any device used for diverting water from a fish-bearing watercourse with a fish screen
approved by the Washington Department of Fish and Wildlife to prevent passage or impingement of fish. Operate and
maintain the fish screen and associated structures as necessary to achieve the required approach velocity, a functional
Page 4 of 8
HYDRAULIC PROJECT APPROVAL
Washington Department of
Fish & Wildlife
PO Box 43234
Olympia, WA 98504-3234
(360) 902-2200
Permit Number: 2017-4-164+01
FPA/Public Notice Number: N/A
Application ID: 10211
Project End Date: March 21, 2022
Issued Date: March 22, 2017
APPLY TO ALL HYDRAULIC PROJECT APPROVALS
This Hydraulic Project Approval pertains only to those requirements of the Washington State Hydraulic Code,
specifically Chapter 77.55 RCW. Additional authorization from other public agencies may be necessary for this project.
The person(s) to whom this Hydraulic Project Approval is issued is responsible for applying for and obtaining any
additional authorization from other public agencies (local, state and/or federal) that may be necessary for this project.
LOCATION #1:Site Name: NE 31st Street Bridge
, Renton, WA 98056
WORK START:March 22, 2017 WORK END:March 21, 2022
WRIA Waterbody:Tributary to:
08 - Cedar - Sammamish May Creek Lake Washington
1/4 SEC:Section:Township:Range:Latitude:Longitude:County:
32 24 N 05 E 47.51905 -122.191643 King
Location #1 Driving Directions
From I-405, take exit 7 and turn onto NE 44th St eastbound. Turn right onto NE 43rd Pl and continue until it veers left and
becomes Jones Ave NE. Continue straight until it becomes NE 31st St. The bridge is located approximately ¼ mile down
the road.
bypass, and fish protection and passage criteria.
DEMOBILIZATION AND CLEANUP
62. Do not relocate removed or replaced structures within waters of the state. Remove and dispose of these structures
in an upland area above the limits of anticipated floodwater.
63. Replace native riparian zone and aquatic vegetation, and wetland vascular plants (except noxious weeds) damaged
or destroyed by construction using a proven methodology.
64. Seed areas disturbed by construction activities with a native seed mix suitable for the site that has at least one
quick-establishing plant species.
65. Complete planting of riparian vegetation prior to the end of the first dormant season (late fall through late winter)
after completion of other project grading activities. Maintain plantings for at least three years to ensure at least eighty
percent survival of each species of a contingency species approved by the Habitat Biologist. Failure to achieve the
eighty percent survival in year three will require you to submit a plan with follow-up measures to achieve requirements
or reasons to modify requirements.
66. Upon completion of the project, remove all materials or equipment from the site and dispose of all excess spoils
and waste materials in an upland area above the limits of anticipated floodwater.
67. Remove temporary erosion and sediment control methods after job site is stabilized or within three months of
project completion, whichever is sooner.
Page 5 of 8
HYDRAULIC PROJECT APPROVAL
Washington Department of
Fish & Wildlife
PO Box 43234
Olympia, WA 98504-3234
(360) 902-2200
Permit Number: 2017-4-164+01
FPA/Public Notice Number: N/A
Application ID: 10211
Project End Date: March 21, 2022
Issued Date: March 22, 2017
This Hydraulic Project Approval shall be available on the job site at all times and all its provisions followed by the person
(s) to whom this Hydraulic Project Approval is issued and operator(s) performing the work.
This Hydraulic Project Approval does not authorize trespass.
The person(s) to whom this Hydraulic Project Approval is issued and operator(s) performing the work may be held liable
for any loss or damage to fish life or fish habitat that results from failure to comply with the provisions of this Hydraulic
Project Approval.
Failure to comply with the provisions of this Hydraulic Project Approval could result in a civil penalty of up to one
hundred dollars per day and/or a gross misdemeanor charge, possibly punishable by fine and/or imprisonment.
All Hydraulic Project Approvals issued under RCW 77.55.021 are subject to additional restrictions, conditions, or
revocation if the Department of Fish and Wildlife determines that changed conditions require such action. The person(s)
to whom this Hydraulic Project Approval is issued has the right to appeal those decisions. Procedures for filing appeals
are listed below.
MINOR MODIFICATIONS TO THIS HPA: You may request approval of minor modifications to the required work timing
or to the plans and specifications approved in this HPA unless this is a General HPA. If this is a General HPA you must
use the Major Modification process described below. Any approved minor modification will require issuance of a letter
documenting the approval. A minor modification to the required work timing means any change to the work start or end
dates of the current work season to enable project or work phase completion. Minor modifications will be approved only
if spawning or incubating fish are not present within the vicinity of the project. You may request subsequent minor
modifications to the required work timing. A minor modification of the plans and specifications means any changes in the
materials, characteristics or construction of your project that does not alter the project's impact to fish life or habitat and
does not require a change in the provisions of the HPA to mitigate the impacts of the modification. Minor modifications
do not require you to pay additional application fees or be issued a new HPA. If you originally applied for your HPA
through the online Aquatic Protection Permitting System (APPS), you may request a minor modification through APPS.
A link to APPS is at http://wdfw.wa.gov/licensing/hpa/. If you did not use APPS you must submit a written request that
clearly indicates you are seeking a minor modification to an existing HPA. Written requests must include the name of the
applicant, the name of the authorized agent if one is acting for the applicant, the APP ID number of the HPA, the date
issued, the permitting biologist, the requested changes to the HPA, the reason for the requested change, the date of the
request, and the requestor's signature. Send by mail to: Washington Department of Fish and Wildlife, PO Box 43234,
Olympia, Washington 98504-3234, or by email to HPAapplications@dfw.wa.gov. Do not include payment with your
request. You should allow up to 45 days for the department to process your request.
Page 6 of 8
HYDRAULIC PROJECT APPROVAL
Washington Department of
Fish & Wildlife
PO Box 43234
Olympia, WA 98504-3234
(360) 902-2200
Permit Number: 2017-4-164+01
FPA/Public Notice Number: N/A
Application ID: 10211
Project End Date: March 21, 2022
Issued Date: March 22, 2017
MAJOR MODIFICATIONS TO THIS HPA: You may request approval of major modifications to any aspect of your HPA.
Any approved change other than a minor modification to your HPA will require issuance of a new HPA. If you paid an
application fee for your original HPA you must pay an additional $150 for the major modification. If you did not pay an
application fee for the original HPA, no fee is required for a change to it. If you originally applied for your HPA through
the online Aquatic Protection Permitting System (APPS), you may request a major modification through APPS. A link to
APPS is at http://wdfw.wa.gov/licensing/hpa/. If you did not use APPS you must submit a written request that clearly
indicates you are requesting a major modification to an existing HPA. Written requests must include the name of the
applicant, the name of the authorized agent if one is acting for the applicant, the APP ID number of the HPA, the date
issued, the permitting biologist, the requested changes to the HPA, the reason for the requested change, the date of the
request, payment if the original application was subject to an application fee, and the requestor's signature. Send your
written request and payment, if applicable, by mail to: Washington Department of Fish and Wildlife, PO Box 43234,
Olympia, Washington 98504-3234. You may email your request for a major modification to
HPAapplications@dfw.wa.gov, but must send a check or money order for payment by surface mail. You should allow up
to 45 days for the department to process your request.
APPEALS INFORMATION
If you wish to appeal the issuance, denial, conditioning, or modification of a Hydraulic Project Approval (HPA),
Washington Department of Fish and Wildlife (WDFW) recommends that you first contact the department employee who
issued or denied the HPA to discuss your concerns. Such a discussion may resolve your concerns without the need for
further appeal action. If you proceed with an appeal, you may request an informal or formal appeal. WDFW encourages
you to take advantage of the informal appeal process before initiating a formal appeal. The informal appeal process
includes a review by department management of the HPA or denial and often resolves issues faster and with less legal
complexity than the formal appeal process. If the informal appeal process does not resolve your concerns, you may
advance your appeal to the formal process. You may contact the HPA Appeals Coordinator at (360) 902-2534 for more
information.
A. INFORMAL APPEALS: WAC 220-660-460 is the rule describing how to request an informal appeal of WDFW actions
taken under Chapter 77.55 RCW. Please refer to that rule for complete informal appeal procedures. The following
information summarizes that rule.
A person who is aggrieved by the issuance, denial, conditioning, or modification of an HPA may request an informal
appeal of that action. You must send your request to WDFW by mail to the HPA Appeals Coordinator, Department of
Fish and Wildlife, Habitat Program, 600 Capitol Way North, Olympia, Washington 98501-1091; e-mail to
HPAapplications@dfw.wa.gov; fax to (360) 902-2946; or hand-delivery to the Natural Resources Building, 1111
Washington St SE, Habitat Program, Fifth floor. WDFW must receive your request within 30 days from the date you
receive notice of the decision. If you agree, and you applied for the HPA, resolution of the appeal may be facilitated
through an informal conference with the WDFW employee responsible for the decision and a supervisor. If a resolution
is not reached through the informal conference, or you are not the person who applied for the HPA, the HPA Appeals
Coordinator or designee will conduct an informal hearing and recommend a decision to the Director or designee. If you
are not satisfied with the results of the informal appeal, you may file a request for a formal appeal.
B. FORMAL APPEALS: WAC 220-660-470 is the rule describing how to request a formal appeal of WDFW actions
taken under Chapter 77.55 RCW. Please refer to that rule for complete formal appeal procedures. The following
information summarizes that rule.
Page 7 of 8
HYDRAULIC PROJECT APPROVAL
Washington Department of
Fish & Wildlife
PO Box 43234
Olympia, WA 98504-3234
(360) 902-2200
Permit Number: 2017-4-164+01
FPA/Public Notice Number: N/A
Application ID: 10211
Project End Date: March 21, 2022
Issued Date: March 22, 2017
A person who is aggrieved by the issuance, denial, conditioning, or modification of an HPA may request a formal appeal
of that action. You must send your request for a formal appeal to the clerk of the Pollution Control Hearings Boards and
serve a copy on WDFW within 30 days from the date you receive notice of the decision. You may serve WDFW by mail
to the HPA Appeals Coordinator, Department of Fish and Wildlife, Habitat Program, 600 Capitol Way North, Olympia,
Washington 98501-1091; e-mail to HPAapplications@dfw.wa.gov; fax to (360) 902-2946; or hand-delivery to the Natural
Resources Building, 1111 Washington St SE, Habitat Program, Fifth floor. The time period for requesting a formal
appeal is suspended during consideration of a timely informal appeal. If there has been an informal appeal, you may
request a formal appeal within 30 days from the date you receive the Director's or designee's written decision in
response to the informal appeal.
C. FAILURE TO APPEAL WITHIN THE REQUIRED TIME PERIODS: If there is no timely request for an appeal, the
WDFW action shall be final and unappealable.
Habitat Biologist Larry.Fisher@dfw.wa.gov for Director
WDFWLarry Fisher 425-313-5683
Page 8 of 8
HYDRAULIC PROJECT APPROVAL
Washington Department of
Fish & Wildlife
PO Box 43234
Olympia, WA 98504-3234
(360) 902-2200
Permit Number: 2017-4-164+01
FPA/Public Notice Number: N/A
Application ID: 10211
Project End Date: March 21, 2022
Issued Date: March 22, 2017
City of Renton
Contract Provisions for
NE 31st St Bridge Replacement Project
______________________________________________________________________________
US Army Corps of Engineers
Nationwide Permit 23
NATIONWIDE PERMIT 23
Terms and Conditions
Effective Date: March 19, 2017
A. Description of Authorized Activities
B. U.S. Army Corps of Engineers (Corps) National General Conditions for all NWPs
C. Corps Seattle District Regional General Conditions
D. Corps Regional Specific Conditions for this NWP
E. Washington Department of Ecology (Ecology) Section 401 Water Quality Certification (401
Certification): General Conditions
F. Ecology 401 Certification: Specific Conditions for this NWP
G. Coastal Zone Management Consistency Response for this NWP
In addition to any special condition that may be required on a case-by-case basis by the District Engineer,
the following terms and conditions must be met, as applicable, for a Nationwide Permit (NWP)
authorization to be valid in Washington State.
A. DESCRIPTION OF AUTHORIZED ACTIVITIES
Approved Categorical Exclusions. Activities undertaken, assisted, authorized, regulated, funded, or
financed, in whole or in part, by another Federal agency or department where:
(a) That agency or department has determined, pursuant to the Council on Environmental
Quality's implementing regulations for the National Environmental Policy Act (40 CFR part 1500 et seq.),
that the activity is categorically excluded from the requirement to prepare an environmental impact
statement or environmental assessment analysis, because it is included within a category of actions which
neither individually nor cumulatively have a significant effect on the human environment; and
(b) The Office of the Chief of Engineers (Attn: CECW-CO) has concurred with that agency’s or
department’s determination that the activity is categorically excluded and approved the activity for
authorization under NWP 23.
The Office of the Chief of Engineers may require additional conditions, including pre-
construction notification, for authorization of an agency’s categorical exclusions under this NWP.
Notification: Certain categorical exclusions approved for authorization under this NWP require
the permittee to submit a pre-construction notification to the district engineer prior to commencing the
activity (see general condition 32). The activities that require pre-construction notification are listed in the
appropriate Regulatory Guidance Letters. (Authorities: Sections 10 and 404)
Note: The agency or department may submit an application for an activity believed to be
categorically excluded to the Office of the Chief of Engineers (Attn: CECW-CO). Prior to approval for
authorization under this NWP of any agency's activity, the Office of the Chief of Engineers will solicit
public comment. As of the date of issuance of this NWP, agencies with approved categorical exclusions
are: the Bureau of Reclamation, Federal Highway Administration, and U.S. Coast Guard. Activities
approved for authorization under this NWP as of the date of this notice are found in Corps Regulatory
Guidance Letter 05-07, which is available at:
http://www.usace.army.mil/Portals/2/docs/civilworks/RGLS/rgl05-07.pdf . Any future approved
2
categorical exclusions will be announced in Regulatory Guidance Letters and posted on this same web
site.
B. CORPS NATIONAL GENERAL CONDITIONS FOR ALL NWPs
To qualify for NWP authorization, the prospective permittee must comply with the following general
conditions, as applicable, in addition to any regional or case-specific conditions imposed by the division
engineer or district engineer. Every person who may wish to obtain permit authorization under one or
more NWPs, or who is currently relying on an existing or prior permit authorization under one or more
NWPs, has been and is on notice that all of the provisions of 33 CFR 330.1 through 330.6 apply to every
NWP authorization. Note especially 33 CFR 330.5 relating to the modification, suspension, or revocation
of any NWP authorization.
1. Navigation. (a) No activity may cause more than a minimal adverse effect on navigation. (b) Any
safety lights and signals prescribed by the U.S. Coast Guard, through regulations or otherwise, must be
installed and maintained at the permittee's expense on authorized facilities in navigable waters of the
United States. (c) The permittee understands and agrees that, if future operations by the United States
require the removal, relocation, or other alteration, of the structure or work herein authorized, or if, in the
opinion of the Secretary of the Army or his authorized representative, said structure or work shall cause
unreasonable obstruction to the free navigation of the navigable waters, the permittee will be required,
upon due notice from the Corps of Engineers, to remove, relocate, or alter the structural work or
obstructions caused thereby, without expense to the United States. No claim shall be made against the
United States on account of any such removal or alteration.
2. Aquatic Life Movements. No activity may substantially disrupt the necessary life cycle movements of
those species of aquatic life indigenous to the waterbody, including those species that normally migrate
through the area, unless the activity's primary purpose is to impound water. All permanent and temporary
crossings of waterbodies shall be suitably culverted, bridged, or otherwise designed and constructed to
maintain low flows to sustain the movement of those aquatic species. If a bottomless culvert cannot be
used, then the crossing should be designed and constructed to minimize adverse effects to aquatic life
movements.
3. Spawning Areas. Activities in spawning areas during spawning seasons must be avoided to the
maximum extent practicable. Activities that result in the physical destruction (e.g., through excavation,
fill, or downstream smothering by substantial turbidity) of an important spawning area are not authorized.
4. Migratory Bird Breeding Areas. Activities in waters of the United States that serve as breeding areas
for migratory birds must be avoided to the maximum extent practicable.
5. Shellfish Beds. No activity may occur in areas of concentrated shellfish populations, unless the activity
is directly related to a shellfish harvesting activity authorized by NWPs 4 and 48, or is a shellfi sh seeding
or habitat restoration activity authorized by NWP 27.
6. Suitable Material. No activity may use unsuitable material (e.g., trash, debris, car bodies, asphalt, etc.).
Material used for construction or discharged must be free from toxic pollutants in toxic amounts (see
section 307 of the Clean Water Act).
7. Water Supply Intakes. No activity may occur in the proximity of a public water supply intake, except
where the activity is for the repair or improvement of public water supply intake structur es or adjacent
bank stabilization.
3
8. Adverse Effects From Impoundments. If the activity creates an impoundment of water, adverse effects
to the aquatic system due to accelerating the passage of water, and/or restricting its flow must be
minimized to the maximum extent practicable.
9. Management of Water Flows. To the maximum extent practicable, the pre-construction course,
condition, capacity, and location of open waters must be maintained for each activity, including stream
channelization, storm water management activities, and temporary and permanent road crossings, except
as provided below. The activity must be constructed to withstand expected high flows. The activity must
not restrict or impede the passage of normal or high flows, unless the primary purpose of the activity is to
impound water or manage high flows. The activity may alter the pre-construction course, condition,
capacity, and location of open waters if it benefits the aquatic environment (e.g., stream restoration or
relocation activities).
10. Fills Within 100-Year Floodplains. The activity must comply with applicable FEMA-approved state
or local floodplain management requirements.
11. Equipment. Heavy equipment working in wetlands or mudflats must be placed on mats, or other
measures must be taken to minimize soil disturbance.
12. Soil Erosion and Sediment Controls. Appropriate soil erosion and sediment controls must be used and
maintained in effective operating condition during construction, and all exposed soil and other fills, as
well as any work below the ordinary high water mark or high tide line, must be permanently stabilized at
the earliest practicable date. Permittees are encouraged to perform work within waters of the United
States during periods of low-flow or no-flow, or during low tides.
13. Removal of Temporary Fills. Temporary fills must be removed in their entirety and the affected areas
returned to pre-construction elevations. The affected areas must be revegetated, as appropriate.
14. Proper Maintenance. Any authorized structure or fill shall be properly maintained, including
maintenance to ensure public safety and compliance with applicable NWP general conditions, as well as
any activity-specific conditions added by the district engineer to an NWP authorization.
15. Single and Complete Project. The activity must be a single and complete project. The same NWP
cannot be used more than once for the same single and complete project.
16. Wild and Scenic Rivers. (a) No NWP activity may occur in a component of the National Wild and
Scenic River System, or in a river officially designated by Congress as a “study river” for possible
inclusion in the system while the river is in an official study status, unless the appropriate Federal agency
with direct management responsibility for such river, has determined in writing that the proposed activity
will not adversely affect the Wild and Scenic River designation or study status. (b) If a proposed NWP
activity will occur in a component of the National Wild and Scenic River System, or in a river officially
designated by Congress as a “study river” for possible inclusion in the system while the river is in an
official study status, the permittee must submit a pre-construction notification (see general condition 32).
The district engineer will coordinate the PCN with the Federal agency with direct management
responsibility for that river. The permittee shall not begin the NWP activity until notified by the district
engineer that the Federal agency with direct management responsibility for that river has determined in
writing that the proposed NWP activity will not adversely affect the Wild and Scenic River designation or
study status. (c) Information on Wild and Scenic Rivers may be obtained from the appropriate Federal
land management agency responsible for the designated Wild and Scenic River or study river (e.g.,
National Park Service, U.S. Forest Service, Bureau of Land Management, U.S. Fish and Wildlife
Service). Information on these rivers is also available at: http://www.rivers.gov/.
4
17. Tribal Rights. No NWP activity may cause more than minimal adverse effects on tribal rights
(including treaty rights), protected tribal resources, or tribal lands.
18. Endangered Species. (a) No activity is authorized under any NWP which is likely to directly or
indirectly jeopardize the continued existence of a threatened or endangered species or a species proposed
for such designation, as identified under the Federal Endangered Species Act (ESA), or which will
directly or indirectly destroy or adversely modify the critical habitat of such species. No activity is
authorized under any NWP which “may affect” a listed species or critical habitat, unless ESA section 7
consultation addressing the effects of the proposed activity has been completed. Direct effects are the
immediate effects on listed species and critical habitat caused by the NWP activity. Indirect effects are
those effects on listed species and critical habitat that are caused by the NWP activity and are later in
time, but still are reasonably certain to occur. (b) Federal agencies should follow their own procedures for
complying with the requirements of the ESA. If pre-construction notification is required for the proposed
activity, the Federal permittee must provide the district engineer with the appropriate documentation to
demonstrate compliance with those requirements. The district engineer will verify that the appropriate
documentation has been submitted. If the appropriate documentation has not been submitted, additional
ESA section 7 consultation may be necessary for the activity and the respective federal agency would be
responsible for fulfilling its obligation under section 7 of the ESA. (c) Non-federal permittees must
submit a pre-construction notification to the district engineer if any listed species or designated critical
habitat might be affected or is in the vicinity of the activity, or if the activity is located in designated
critical habitat, and shall not begin work on the activity until notified by the district engineer that the
requirements of the ESA have been satisfied and that the activity is authorized. For activities that might
affect Federally-listed endangered or threatened species or designated critical habitat, the pre-construction
notification must include the name(s) of the endangered or threatened species that might be affected by
the proposed activity or that utilize the designated critical habitat that might be affected by the proposed
activity. The district engineer will determine whether the proposed activity “may affect” or will have “no
effect” to listed species and designated critical habitat and will notify the non-Federal applicant of the
Corps’ determination within 45 days of receipt of a complete pre-construction notification. In cases where
the non-Federal applicant has identified listed species or critical habitat that might be affected or is in the
vicinity of the activity, and has so notified the Corps, the applicant shall not begin work until the Corps
has provided notification that the proposed activity will have “no effect” on listed species or critical
habitat, or until ESA section 7 consultation has been completed. If the non-Federal applicant has not
heard back from the Corps within 45 days, the applicant must still wait for notification from the Corps.
(d) As a result of formal or informal consultation with the FWS or NMFS the district engineer may add
species-specific permit conditions to the NWPs. (e) Authorization of an activity by an NWP does not
authorize the “take” of a threatened or endangered species as defined under the ESA. In the absence of
separate authorization (e.g., an ESA Section 10 Permit, a Biological Opinion with “incidental take”
provisions, etc.) from the FWS or the NMFS, the Endangered Species Act prohibits any person subject to
the jurisdiction of the United States to take a listed species, where "take" means to harass, harm, pursue,
hunt, shoot, wound, kill, trap, capture, or collect, or to attempt to engage in any such conduct. The word
“harm” in the definition of “take'' means an act which actually kills or injures wildlife. Such an act may
include significant habitat modification or degradation where it actually kills or injures wildlife by
significantly impairing essential behavioral patterns, including breeding, feeding or sheltering.
(f) If the non-federal permittee has a valid ESA section 10(a)(1)(B) incidental take permit with an
approved Habitat Conservation Plan for a project or a group of projects that includes the proposed NWP
activity, the non-federal applicant should provide a copy of that ESA section 10(a)(1)(B) permit with the
PCN required by paragraph (c) of this general condition. The district engineer will coordinate with the
agency that issued the ESA section 10(a)(1)(B) permit to determine whether the proposed NWP activity
and the associated incidental take were considered in the internal ESA section 7 consultation conducted
for the ESA section 10(a)(1)(B) permit. If that coordination results in concurrence from the agency that
the proposed NWP activity and the associated incidental take were considered in the internal ESA section
7 consultation for the ESA section 10(a)(1)(B) permit, the district engineer does not need to conduct a
5
separate ESA section 7 consultation for the proposed NWP activity. The district engineer will notify the
non-federal applicant within 45 days of receipt of a complete pre-construction notification whether the
ESA section 10(a)(1)(B) permit covers the proposed NWP activity or whether additional ESA section 7
consultation is required. (g) Information on the location of threatened and endangered species and their
critical habitat can be obtained directly from the offices of the FWS and NMFS or their world wide web
pages at http://www.fws.gov/ or http://www.fws.gov/ipac and http://www.nmfs.noaa.gov/pr/species/esa/
respectively.
19. Migratory Birds and Bald and Golden Eagles. The permittee is responsible for ensuring their action
complies with the Migratory Bird Treaty Act and the Bald and Golden Eagle Protection Act. The
permittee is responsible for contacting appropriate local office of the U.S. Fish and Wildlife Service to
determine applicable measures to reduce impacts to migratory birds or eagles, including whether
“incidental take” permits are necessary and available under the Migratory Bird Treaty Act or Bald and
Golden Eagle Protection Act for a particular activity.
20. Historic Properties. (a) In cases where the district engineer determines that the activity may have the
potential to cause effects to properties listed, or eligible for listing, in the National Register of Historic
Places, the activity is not authorized, until the requirements of Section 106 of the National Historic
Preservation Act (NHPA) have been satisfied. (b) Federal permittees should follow their own procedures
for complying with the requirements of section 106 of the National Historic Preservation Act. If pre -
construction notification is required for the proposed NWP activity, the Federal permittee must provide
the district engineer with the appropriate documentation to demonstrate compliance with those
requirements. The district engineer will verify that the appropriate documentation has been submitted. If
the appropriate documentation is not submitted, then additional consultation under section 106 may be
necessary. The respective federal agency is responsible for fulfilling its obligation to comply with section
106. (c) Non-federal permittees must submit a pre-construction notification to the district engineer if the
NWP activity might have the potential to cause effects to any historic properties listed on, determined to
be eligible for listing on, or potentially eligible for listing on the National Register of Historic Places,
including previously unidentified properties. For such activities, the pre-construction notification must
state which historic properties might have the potential to be affected by the proposed NWP activity or
include a vicinity map indicating the location of the historic properties or the potential for the presence of
historic properties. Assistance regarding information on the location of, or potential for, the presence of
historic properties can be sought from the State Historic Preservation Officer, Tribal Historic Preservation
Officer, or designated tribal representative, as appropriate, and the National Register of Historic Places
(see 33 CFR 330.4(g)). When reviewing pre-construction notifications, district engineers will comply
with the current procedures for addressing the requirements of section 106 of the National Historic
Preservation Act. The district engineer shall make a reasonable and good faith effort to carry out
appropriate identification efforts, which may include background research, consultation, oral history
interviews, sample field investigation, and field survey. Based on the information submitted in the PCN
and these identification efforts, the district engineer shall determine whether the proposed NWP activity
has the potential to cause effects on the historic properties. Section 106 consultation is not required when
the district engineer determines that the activity does not have the potential to cause effects on historic
properties (see 36 CFR 800.3(a)). Section 106 consultation is required when the district engineer
determines that the activity has the potential to cause effects on historic properties. The district engineer
will conduct consultation with consulting parties identified under 36 CFR 800.2(c) when he or she makes
any of the following effect determinations for the purposes of section 106 of the NHPA: no historic
properties affected, no adverse effect, or adverse effect. Where the non-Federal applicant has identified
historic properties on which the activity might have the potential to cause effects and so notified the
Corps, the non-Federal applicant shall not begin the activity until notified by the district engineer either
that the activity has no potential to cause effects to historic properties or that NHPA section 106
consultation has been completed. (d) For non-federal permittees, the district engineer will notify the
prospective permittee within 45 days of receipt of a complete pre-construction notification whether
6
NHPA section 106 consultation is required. If NHPA section 106 consultation is required, the district
engineer will notify the non-Federal applicant that he or she cannot begin the activity until section 106
consultation is completed. If the non-Federal applicant has not heard back from the Corps within 45 days,
the applicant must still wait for notification from the Corps. (e) Prospective permittees should be aware
that section 110k of the NHPA (54 U.S.C. 306113) prevents the Corps from granting a permit or other
assistance to an applicant who, with intent to avoid the requirements of section 106 of the NHPA, has
intentionally significantly adversely affected a historic property to which the permit would relate, or
having legal power to prevent it, allowed such significant adverse effect to occur, unless the Corps, after
consultation with the Advisory Council on Historic Preservation (ACHP), determines that circumstances
justify granting such assistance despite the adverse effect created or permitted by the applicant. If
circumstances justify granting the assistance, the Corps is required to notify the ACHP and provide
documentation specifying the circumstances, the degree of damage to the integrity of any historic
properties affected, and proposed mitigation. This documentation must include any views obtained from
the applicant, SHPO/THPO, appropriate Indian tribes if the undertaking occurs on or affects historic
properties on tribal lands or affects properties of interest to those tribes, and other parties known to have a
legitimate interest in the impacts to the permitted activity on historic properties.
21. Discovery of Previously Unknown Remains and Artifacts. If you discover any previously unknown
historic, cultural or archeological remains and artifacts while accomplishing the activity authorized by this
permit, you must immediately notify the district engineer of what you have found, and to the maximum
extent practicable, avoid construction activities that may affect the remains and artifacts until the required
coordination has been completed. The district engineer will initiate the Federal, Tribal, and state
coordination required to determine if the items or remains warrant a recovery effort or if the site is
eligible for listing in the National Register of Historic Places.
22. Designated Critical Resource Waters. Critical resource waters include, NOAA-managed marine
sanctuaries and marine monuments, and National Estuarine Research Reserves. The district engineer may
designate, after notice and opportunity for public comment, additional waters officially designated by a
state as having particular environmental or ecological significance, such as outstanding national resource
waters or state natural heritage sites. The district engineer may also designate additional critical resource
waters after notice and opportunity for public comment. (a) Discharges of dredged or fill material into
waters of the United States are not authorized by NWPs 7, 12, 14, 16, 17, 21, 29, 31, 35, 39, 40, 42, 43,
44, 49, 50, 51, and 52 for any activity within, or directly affecting, critical resource waters, including
wetlands adjacent to such waters. (b) For NWPs 3, 8, 10, 13, 15, 18, 19, 22, 23, 25, 27, 28, 30, 33, 34, 36,
37, 38, and 54, notification is required in accordance with general condition 32, for any activity proposed
in the designated critical resource waters including wetlands adjacent to those waters. The district
engineer may authorize activities under these NWPs only after it is determined that the impacts to the
critical resource waters will be no more than minimal.
23. Mitigation. The district engineer will consider the following factors when determining appropriate and
practicable mitigation necessary to ensure that the individual and cumulative adverse environmental
effects are no more than minimal: (a) The activity must be designed and constructed to avoid and
minimize adverse effects, both temporary and permanent, to waters of the United States to the maximum
extent practicable at the project site (i.e., on site). (b) Mitigation in all its forms (avoiding, minimizing,
rectifying, reducing, or compensating for resource losses) will be required to the extent necessary to
ensure that the individual and cumulative adverse environmental effects are no more than minimal.
(c) Compensatory mitigation at a minimum one-for-one ratio will be required for all wetland losses that
exceed 1/10-acre and require pre-construction notification, unless the district engineer determines in
writing that either some other form of mitigation would be more environmentally appropriate or the
adverse environmental effects of the proposed activity are no more than minimal, and provides an
activity-specific waiver of this requirement. For wetland losses of 1/10-acre or less that require pre-
7
construction notification, the district engineer may determine on a case-by-case basis that compensatory
mitigation is required to ensure that the activity results in only minimal adverse environmental effects.
(d) For losses of streams or other open waters that require pre-construction notification, the district
engineer may require compensatory mitigation to ensure that the activity results in no more than minimal
adverse environmental effects. Compensatory mitigation for losses of streams should be provided, if
practicable, through stream rehabilitation, enhancement, or preservation, since streams are difficult-to-
replace resources (see 33 CFR 332.3(e)(3)). (e) Compensatory mitigation plans for NWP activities in or
near streams or other open waters will normally include a requirement for the restoration or enhancement,
maintenance, and legal protection (e.g., conservation easements) of riparian areas next to open waters. In
some cases, the restoration or maintenance/protection of riparian areas may be the only compensatory
mitigation required. Restored riparian areas should consist of native species. The width of the required
riparian area will address documented water quality or aquatic habitat loss concerns. Normally, the
riparian area will be 25 to 50 feet wide on each side of the stream, but the district engineer may require
slightly wider riparian areas to address documented water quality or habitat loss concerns. If it is not
possible to restore or maintain/protect a riparian area on both sides of a stream, or if the waterbody is a
lake or coastal waters, then restoring or maintaining/protecting a riparian area along a single bank or
shoreline may be sufficient. Where both wetlands and open waters exist on the project site, the district
engineer will determine the appropriate compensatory mitigation (e.g., riparian areas and/or wetlands
compensation) based on what is best for the aquatic environment on a watershed basis. In cases where
riparian areas are determined to be the most appropriate form of minimization or compensatory
mitigation, the district engineer may waive or reduce the requirement to provide wetland compensatory
mitigation for wetland losses. (f) Compensatory mitigation projects provided to offset losses of aquatic
resources must comply with the applicable provisions of 33 CFR part 332.
(1) The prospective permittee is responsible for proposing an appropriate compensatory mitigation
option if compensatory mitigation is necessary to ensure that the activity results in no more than
minimal adverse environmental effects. For the NWPs, the preferred mechanism for providing
compensatory mitigation is mitigation bank credits or in-lieu fee program credits (see 33 CFR
332.3(b)(2) and (3)). However, if an appropriate number and type of mitigation bank or in-lieu credits
are not available at the time the PCN is submitted to the district engineer, the district engineer may
approve the use of permittee-responsible mitigation. (2) The amount of compensatory mitigation
required by the district engineer must be sufficient to ensure that the authorized activity results in no
more than minimal individual and cumulative adverse environmental effects (see 33 CFR
330.1(e)(3)). (See also 33 CFR 332.3(f)). (3) Since the likelihood of success is greater and the
impacts to potentially valuable uplands are reduced, aquatic resource restoration should be the first
compensatory mitigation option considered for permittee-responsible mitigation. (4) If permittee-
responsible mitigation is the proposed option, the prospective permittee is responsible for submitting
a mitigation plan. A conceptual or detailed mitigation plan may be used by the district engineer to
make the decision on the NWP verification request, but a final mitigation plan that addresses the
applicable requirements of 33 CFR 332.4(c)(2) through (14) must be approved by the district engineer
before the permittee begins work in waters of the United States, unless the district engineer
determines that prior approval of the final mitigation plan is not practicable or not necessary to ensure
timely completion of the required compensatory mitigation (see 33 CFR 332.3(k)(3)). (5) If
mitigation bank or in-lieu fee program credits are the proposed option, the mitigation plan only needs
to address the baseline conditions at the impact site and the number of credits to be provided. (6)
Compensatory mitigation requirements (e.g., resource type and amount to be provided as
compensatory mitigation, site protection, ecological performance standards, monitoring requirements)
may be addressed through conditions added to the NWP authorization, instead of components of a
compensatory mitigation plan (see 33 CFR 332.4(c)(1)(ii)).
(g) Compensatory mitigation will not be used to increase the acreage losses allowed by the acreage limits
of the NWPs. For example, if an NWP has an acreage limit of 1/2-acre, it cannot be used to authorize any
8
NWP activity resulting in the loss of greater than 1/2-acre of waters of the United States, even if
compensatory mitigation is provided that replaces or restores some of the lost waters. However,
compensatory mitigation can and should be used, as necessary, to ensure that an NWP activity already
meeting the established acreage limits also satisfies the no more than minimal impact requirement for the
NWPs. (h) Permittees may propose the use of mitigation banks, in-lieu fee programs, or permittee-
responsible mitigation. When developing a compensatory mitigation proposal, the permittee must
consider appropriate and practicable options consistent with the framework at 33 CFR 332.3(b). For
activities resulting in the loss of marine or estuarine resources, permittee-responsible mitigation may be
environmentally preferable if there are no mitigation banks or in-lieu fee programs in the area that have
marine or estuarine credits available for sale or transfer to the permittee. For permittee-responsible
mitigation, the special conditions of the NWP verification must clearly indicate the party or parties
responsible for the implementation and performance of the compensatory mitigation project, and, if
required, its long-term management. (i) Where certain functions and services of waters of the United
States are permanently adversely affected by a regulated activity, such as discharges of dredged or fill
material into waters of the United States that will convert a forested or scrub-shrub wetland to a
herbaceous wetland in a permanently maintained utility line right-of-way, mitigation may be required to
reduce the adverse environmental effects of the activity to the no more than minimal level.
24. Safety of Impoundment Structures. To ensure that all impoundment structures are safely designed,
the district engineer may require non-Federal applicants to demonstrate that the structures comply with
established state dam safety criteria or have been designed by qualified persons. The district engineer may
also require documentation that the design has been independently reviewed by similarly qualified
persons, and appropriate modifications made to ensure safety.
25. Water Quality. Where States and authorized Tribes, or EPA where applicable, have not previously
certified compliance of an NWP with CWA section 401, individual 401 Water Quality Certification must
be obtained or waived (see 33 CFR 330.4(c)). The district engineer or State or Tribe may require
additional water quality management measures to ensure that the authorized activity does not result in
more than minimal degradation of water quality.
26. Coastal Zone Management. In coastal states where an NWP has not previously received a state coastal
zone management consistency concurrence, an individual state coastal zone management consistency
concurrence must be obtained, or a presumption of concurrence must occur (see 33 CFR 330.4(d)). The
district engineer or a State may require additional measures to ensure that the authorized activity is
consistent with state coastal zone management requirements.
27. Regional and Case-By-Case Conditions. The activity must comply with any regional conditions that
may have been added by the Division Engineer (see 33 CFR 330.4(e)) and with any case specific
conditions added by the Corps or by the state, Indian Tribe, or U.S. EPA in its section 401 Water Quality
Certification, or by the state in its Coastal Zone Management Act consistency determination.
28. Use of Multiple Nationwide Permits. The use of more than one NWP for a single and complete
project is prohibited, except when the acreage loss of waters of the United States authorized by the NWPs
does not exceed the acreage limit of the NWP with the highest specified acreage limit. For example, if a
road crossing over tidal waters is constructed under NWP 14, with associated bank stabilization
authorized by NWP 13, the maximum acreage loss of waters of the United States for the total project
cannot exceed 1/3-acre.
29. Transfer of Nationwide Permit Verifications. If the permittee sells the property associated with a
nationwide permit verification, the permittee may transfer the nationwide permit verification to the new
owner by submitting a letter to the appropriate Corps district office to validate the transfer. A copy of the
nationwide permit verification must be attached to the letter, and the letter must contain the following
9
statement and signature: “When the structures or work authorized by this nationwide permit are still in
existence at the time the property is transferred, the terms and conditions of this nationwide permit,
including any special conditions, will continue to be binding on the new owner(s) of the property. To
validate the transfer of this nationwide permit and the associated liabilities associated with compliance
with its terms and conditions, have the transferee sign and date below.”
_____________________________________________
(Transferee)
_____________________________________________
(Date)
30. Compliance Certification. Each permittee who receives an NWP verification letter from the Corps
must provide a signed certification documenting completion of the authorized activity and
implementation of any required compensatory mitigation. The success of any required permittee-
responsible mitigation, including the achievement of ecological performance standards, will be addressed
separately by the district engineer. The Corps will provide the permittee the certification document with
the NWP verification letter. The certification document will include: (a) A statement that the authorized
activity was done in accordance with the NWP authorization, including any general, regional, or activity-
specific conditions; (b) A statement that the implementation of any required compensatory mitigation was
completed in accordance with the permit conditions. If credits from a mitigation bank or in-lieu fee
program are used to satisfy the compensatory mitigation requirements, the certification must include the
documentation required by 33 CFR 332.3(l)(3) to confirm that the permittee secured the appropriate
number and resource type of credits; and (c) The signature of the permittee certifying the completion of
the activity and mitigation. The completed certification document must be submitted to the district
engineer within 30 days of completion of the authorized activity or the implementation of any required
compensatory mitigation, whichever occurs later.
31. Activities Affecting Structures or Works Built by the United States. If an NWP activity also requires
permission from the Corps pursuant to 33 U.S.C. 408 because it will alter or temporarily or permanently
occupy or use a U.S. Army Corps of Engineers (USACE) federally authorized Civil Works project (a
“USACE project”), the prospective permittee must submit a pre-construction notification. See paragraph
(b)(10) of general condition 32. An activity that requires section 408 permission is not authorized by
NWP until the appropriate Corps office issues the section 408 permission to alter, occupy, or use the
USACE project, and the district engineer issues a written NWP verification.
32. Pre-Construction Notification. (a) Timing. Where required by the terms of the NWP, the prospective
permittee must notify the district engineer by submitting a pre-construction notification (PCN) as early as
possible. The district engineer must determine if the PCN is complete within 30 calendar days of the date
of receipt and, if the PCN is determined to be incomplete, notify the prospective permittee within that 30
day period to request the additional information necessary to make the PCN complete. The request must
specify the information needed to make the PCN complete. As a general rule, district engineers will
request additional information necessary to make the PCN complete only once. However, if the
prospective permittee does not provide all of the requested information, then the district engineer will
notify the prospective permittee that the PCN is still incomplete and the PCN review process will not
commence until all of the requested information has been received by the district engineer. The
prospective permittee shall not begin the activity until either:
(1) He or she is notified in writing by the district engineer that the activity may proceed under the
NWP with any special conditions imposed by the district or division engineer; or
(2) 45 calendar days have passed from the district engineer’s receipt of the complete PCN and the
prospective permittee has not received written notice from the district or division engineer. However, if
the permittee was required to notify the Corps pursuant to general condition 18 that listed species or
critical habitat might be affected or are in the vicinity of the activity, or to notify the Corps pursuant to
general condition 20 that the activity might have the potential to cause effects to historic properties, the
10
permittee cannot begin the activity until receiving written notification from the Corps that there is “no
effect” on listed species or “no potential to cause effects” on historic properties, or that any consultation
required under Section 7 of the Endangered Species Act (see 33 CFR 330.4(f)) and/or section 106 of the
National Historic Preservation Act (see 33 CFR 330.4(g)) has been completed. Also, work cannot begin
under NWPs 21, 49, or 50 until the permittee has received written approval from the Corps. If the
proposed activity requires a written waiver to exceed specified limits of an NWP, the permittee may not
begin the activity until the district engineer issues the waiver. If the district or division engineer notifies
the permittee in writing that an individual permit is required within 45 calendar days of receipt of a
complete PCN, the permittee cannot begin the activity until an individual permit has been obtained.
Subsequently, the permittee’s right to proceed under the NWP may be modified, suspended, or revoked
only in accordance with the procedure set forth in 33 CFR 330.5(d)(2).
(b) Contents of Pre-Construction Notification: The PCN must be in writing and include the following
information:
(1) Name, address and telephone numbers of the prospective permittee;
(2) Location of the proposed activity;
(3) Identify the specific NWP or NWP(s) the prospective permittee wants to use to authorize
the proposed activity;
(4) A description of the proposed activity; the activity’s purpose; direct and indirect adverse
environmental effects the activity would cause, including the anticipated amount of loss of wetlands,
other special aquatic sites, and other waters expected to result from the NWP activity, in acres, linear
feet, or other appropriate unit of measure; a description of any proposed mitigation measures intended
to reduce the adverse environmental effects caused by the proposed activity; and any other NWP(s),
regional general permit(s), or individual permit(s) used or intended to be used to authorize any part of
the proposed project or any related activity, including other separate and distant crossings for linear
projects that require Department of the Army authorization but do not require pre-construction
notification. The description of the proposed activity and any proposed mitigation measures should be
sufficiently detailed to allow the district engineer to determine that the adverse environmental effects
of the activity will be no more than minimal and to determine the need for compensatory mitigation
or other mitigation measures. For single and complete linear projects, the PCN must include the
quantity of anticipated losses of wetlands, other special aquatic sites, and other waters for each single
and complete crossing of those wetlands, other special aquatic sites, and other waters. Sketches
should be provided when necessary to show that the activity complies with the terms of the NWP.
(Sketches usually clarify the activity and when provided results in a quicker decision. Sketches should
contain sufficient detail to provide an illustrative description of the proposed activity (e.g., a
conceptual plan), but do not need to be detailed engineering plans);
(5) The PCN must include a delineation of wetlands, other special aquatic sites, and other
waters, such as lakes and ponds, and perennial, intermittent, and ephemeral streams, on the project
site. Wetland delineations must be prepared in accordance with the current method required by the
Corps. The permittee may ask the Corps to delineate the special aquatic sites and other waters on the
project site, but there may be a delay if the Corps does the delineation, especially if the project site is
large or contains many wetlands, other special aquatic sites, and other waters. Furthermore, the 45
day period will not start until the delineation has been submitted to or completed by the Corps, as
appropriate;
(6) If the proposed activity will result in the loss of greater than 1/10-acre of wetlands and a
PCN is required, the prospective permittee must submit a statement describing how the mitigation
requirement will be satisfied, or explaining why the adverse environmental effects are no more than
minimal and why compensatory mitigation should not be required. As an alternative, the prospective
permittee may submit a conceptual or detailed mitigation plan.
(7) For non-Federal permittees, if any listed species or designated critical habitat might be
affected or is in the vicinity of the activity, or if the activity is located in designated critical habitat,
the PCN must include the name(s) of those endangered or threatened species that might be affected
by the proposed activity or utilize the designated critical habitat that might be affected by the
11
proposed activity. For NWP activities that require pre-construction notification, Federal permittees
must provide documentation demonstrating compliance with the Endangered Species Act;
(8) For non-Federal permittees, if the NWP activity might have the potential to cause effects
to a historic property listed on, determined to be eligible for listing on, or potentially eligible for
listing on, the National Register of Historic Places, the PCN must state which historic property might
have the potential to be affected by the proposed activity or include a vicinity map indicating the
location of the historic property. For NWP activities that require pre-construction notification, Federal
permittees must provide documentation demonstrating compliance with section 106 of the National
Historic Preservation Act;
(9) For an activity that will occur in a component of the National Wild and Scenic River
System, or in a river officially designated by Congress as a “study river” for possible inclusion in the
system while the river is in an official study status, the PCN must identify the Wild and Scenic River
or the “study river” (see general condition 16); and
(10) For an activity that requires permission from the Corps pursuant to 33 U.S.C. 408
because it will alter or temporarily or permanently occupy or use a U.S. Army Corps of Engineers
federally authorized civil works project, the pre-construction notification must include a statement
confirming that the project proponent has submitted a written request for section 408 permission from
the Corps office having jurisdiction over that USACE project.
(c) Form of Pre-Construction Notification: The standard individual permit application form (Form ENG
4345) may be used, but the completed application form must clearly indicate that it is an NWP PCN and
must include all of the applicable information required in paragraphs (b)(1) through (10) of this general
condition. A letter containing the required information may also be used. Applicants may provide
electronic files of PCNs and supporting materials if the district engineer has established tools and
procedures for electronic submittals. (d) Agency Coordination: (1) The district engineer will consider any
comments from Federal and state agencies concerning the proposed activity’s compliance with the terms
and conditions of the NWPs and the need for mitigation to reduce the activity’s adverse environmental
effects so that they are no more than minimal. (2) Agency coordination is required for: (i) all NWP
activities that require pre-construction notification and result in the loss of greater than 1/2-acre of waters
of the United States; (ii) NWP 21, 29, 39, 40, 42, 43, 44, 50, 51, and 52 activities that require pre-
construction notification and will result in the loss of greater than 300 linear feet of stream bed; (iii) NWP
13 activities in excess of 500 linear feet, fills greater than one cubic yard per running foot, or involve
discharges of dredged or fill material into special aquatic sites; and (iv) NWP 54 activities in excess of
500 linear feet, or that extend into the waterbody more than 30 feet from the mean low water line in tidal
waters or the ordinary high water mark in the Great Lakes. (3) When agency coordination is required, the
district engineer will immediately provide (e.g., via e-mail, facsimile transmission, overnight mail, or
other expeditious manner) a copy of the complete PCN to the appropriate Federal or state offices (FWS,
state natural resource or water quality agency, EPA, and, if appropriate, the NMFS). With the exception
of NWP 37, these agencies will have 10 calendar days from the date the material is transmitted to notify
the district engineer via telephone, facsimile transmission, or e-mail that they intend to provide
substantive, site-specific comments. The comments must explain why the agency believes the adverse
environmental effects will be more than minimal. If so contacted by an agency, the district engineer will
wait an additional 15 calendar days before making a decision on the pre-construction notification. The
district engineer will fully consider agency comments received within the specified time frame
concerning the proposed activity’s compliance with the terms and conditions of the NWPs, including the
need for mitigation to ensure the net adverse environmental effects of the proposed activity are no more
than minimal. The district engineer will provide no response to the resource agency, except as provided
below. The district engineer will indicate in the administrative record associated with each pre-
construction notification that the resource agencies’ concerns were considered. For NWP 37, the
emergency watershed protection and rehabilitation activity may proceed immediately in cases where there
is an unacceptable hazard to life or a significant loss of property or economic hardship will occur. The
district engineer will consider any comments received to decide whether the NWP 37 authorization
should be modified, suspended, or revoked in accordance with the procedures at 33 CFR 330.5.
12
(4) In cases of where the prospective permittee is not a Federal agency, the district engineer will provide a
response to NMFS within 30 calendar days of receipt of any Essential Fish Habitat conservation
recommendations, as required by section 305(b)(4)(B) of the Magnuson-Stevens Fishery Conservation
and Management Act. (5) Applicants are encouraged to provide the Corps with either electronic files or
multiple copies of pre-construction notifications to expedite agency coordination.
District Engineer’s Decision: 1. In reviewing the PCN for the proposed activity, the district engineer will
determine whether the activity authorized by the NWP will result in more than minimal individual or
cumulative adverse environmental effects or may be contrary to the public interest. If a project
proponent requests authorization by a specific NWP, the district engineer should issue the NWP
verification for that activity if it meets the terms and conditions of that NWP, unless he or she determines,
after considering mitigation, that the proposed activity will result in more than minimal individual and
cumulative adverse effects on the aquatic environment and other aspects of the public interest and
exercises discretionary authority to require an individual permit for the proposed activity. For a linear
project, this determination will include an evaluation of the individual crossings of waters of the United
States to determine whether they individually satisfy the terms and conditions of the NWP(s), as well as
the cumulative effects caused by all of the crossings authorized by NWP. If an applicant requests a waiver
of the 300 linear foot limit on impacts to streams or of an otherwise applicable limit, as provided for in
NWPs 13, 21, 29, 36, 39, 40, 42, 43, 44, 50, 51, 52, or 54, the district engineer will only grant the waiver
upon a written determination that the NWP activity will result in only minimal individual and cumulative
adverse environmental effects. For those NWPs that have a waivable 300 linear foot limit for losses of
intermittent and ephemeral stream bed and a 1/2-acre limit (i.e., NWPs 21, 29, 39, 40, 42, 43, 44, 50, 51,
and 52), the loss of intermittent and ephemeral stream bed, plus any other losses of jurisdictional waters
and wetlands, cannot exceed 1/2-acre. 2. When making minimal adverse environmental effects
determinations the district engineer will consider the direct and indirect effects caused by the NWP
activity. He or she will also consider the cumulative adverse environmental effects caused by activities
authorized by NWP and whether those cumulative adverse environmental effects are no more than
minimal. The district engineer will also consider site specific factors, such as the environmental setting in
the vicinity of the NWP activity, the type of resource that will be affected by the NWP activity, the
functions provided by the aquatic resources that will be affected by the NWP activity, the degree or
magnitude to which the aquatic resources perform those functions, the extent that aquatic resource
functions will be lost as a result of the NWP activity (e.g., partial or complete loss), the duration of the
adverse effects (temporary or permanent), the importance of the aquatic resource functions to the region
(e.g., watershed or ecoregion), and mitigation required by the district engineer. If an appropriate
functional or condition assessment method is available and practicable to use, that assessment method
may be used by the district engineer to assist in the minimal adverse environmental effects determination.
The district engineer may add case-specific special conditions to the NWP authorization to address site-
specific environmental concerns. 3. If the proposed activity requires a PCN and will result in a loss of
greater than 1/10-acre of wetlands, the prospective permittee should submit a mitigation proposal with the
PCN. Applicants may also propose compensatory mitigation for NWP activities with smaller impacts, or
for impacts to other types of waters (e.g., streams). The district engineer will consider any proposed
compensatory mitigation or other mitigation measures the applicant has included in the proposal in
determining whether the net adverse environmental effects of the proposed activity are no more than
minimal. The compensatory mitigation proposal may be either conceptual or detailed. If the district
engineer determines that the activity complies with the terms and conditions of the NWP and that the
adverse environmental effects are no more than minimal, after considering mitigation, the district
engineer will notify the permittee and include any activity-specific conditions in the NWP verification the
district engineer deems necessary. Conditions for compensatory mitigation requirements must comply
with the appropriate provisions at 33 CFR 332.3(k). The district engineer must approve the final
mitigation plan before the permittee commences work in waters of the United States, unless the district
engineer determines that prior approval of the final mitigation plan is not practicable or not necessary t o
ensure timely completion of the required compensatory mitigation. If the prospective permittee elects to
13
submit a compensatory mitigation plan with the PCN, the district engineer will expeditiously review the
proposed compensatory mitigation plan. The district engineer must review the proposed compensatory
mitigation plan within 45 calendar days of receiving a complete PCN and determine whether the proposed
mitigation would ensure the NWP activity results in no more than minimal adverse environmental effects.
If the net adverse environmental effects of the NWP activity (after consideration of the mitigation
proposal) are determined by the district engineer to be no more than minimal, the district engineer will
provide a timely written response to the applicant. The response will state that the NWP activity can
proceed under the terms and conditions of the NWP, including any activity-specific conditions added to
the NWP authorization by the district engineer. 4. If the district engineer determines that the adverse
environmental effects of the proposed activity are more than minimal, then the district engineer will
notify the applicant either: (a) that the activity does not qualify for authorization under the NWP and
instruct the applicant on the procedures to seek authorization under an individual permit; (b) that the
activity is authorized under the NWP subject to the applicant’s submission of a mitigation plan that would
reduce the adverse environmental effects so that they are no more than minimal; or (c) that the activity is
authorized under the NWP with specific modifications or conditions. Where the district engineer
determines that mitigation is required to ensure no more than minimal adverse environmental effects, the
activity will be authorized within the 45-day PCN period (unless additional time is required to comply
with general conditions 18, 20, and/or 31, or to evaluate PCNs for activities authorized by NWPs 21, 49,
and 50), with activity-specific conditions that state the mitigation requirements. The authorization will
include the necessary conceptual or detailed mitigation plan or a requirement that the applicant submit a
mitigation plan that would reduce the adverse environmental effects so that they are no more than
minimal. When compensatory mitigation is required, no work in waters of the United States may occur
until the district engineer has approved a specific mitigation plan or has determined that prior approval of
a final mitigation plan is not practicable or not necessary to ensure timely completion of the required
compensatory mitigation.
Further Information: 1. District Engineers have authority to determine if an activity complies with the
terms and conditions of an NWP. 2. NWPs do not obviate the need to obtain other federal, state, or local
permits, approvals, or authorizations required by law. 3. NWPs do not grant any property rights or
exclusive privileges. 4. NWPs do not authorize any injury to the property or rights of others. 5. NWPs do
not authorize interference with any existing or proposed Federal project (see general condition 31).
C. CORPS SEATTLE DISTRICT REGIONAL GENERAL CONDITIONS: The following conditions
apply to all NWPs for the Seattle District in Washington State, unless specified.
1. Project Drawings: Drawings must be submitted with pre-construction notification (PCN). Drawings
must provide a clear understanding of the proposed project, and how waters of the U.S. will be affected.
Drawings must be originals and not reduced copies of large-scale plans. Engineering drawings are not
required. Existing and proposed site conditions (manmade and landscape features) must be drawn to
scale.
2. Aquatic Resources Requiring Special Protection: Activities resulting in a loss of waters of the
United States in mature forested wetlands, bogs and peatlands, aspen-dominated wetlands, alkali
wetlands, vernal pools, camas prairie wetlands, estuarine wetlands, wetlands in coastal lagoons, and
wetlands in dunal systems along the Washington coast cannot be authorized by a NWP, except by the
following NWPs:
NWP 3 – Maintenance
NWP 20 – Response Operations for Oil and Hazardous Substances
NWP 32 – Completed Enforcement Actions
NWP 38 – Cleanup of Hazardous and Toxic Waste
14
In order to use one of the above-referenced NWPs in any of the aquatic resources requiring special
protection, prospective permittees must submit a PCN to the Corps of Engineers (see NWP general
condition 32) and obtain written authorization before commencing work.
3. New Bank Stabilization in Tidal Waters of Puget Sound: Activities involving new bank
stabilization in tidal waters in Water Resource Inventory Areas (WRIAs)
8, 9, 10, 11 and 12 (within the areas identified on Figures 1a through 1e on Corps website) cannot be
authorized by NWP.
4. Commencement Bay: The following NWPs may not be used to authorize activities located in the
Commencement Bay Study Area (see Figure 2 on Corps website):
NWP 12 – Utility Line Activities (substations)
NWP 13 – Bank Stabilization
NWP 14 – Linear Transportation Projects
NWP 23 – Approved Categorical Exclusions
NWP 29 – Residential Developments
NWP 39 – Commercial and Institutional Developments
NWP 40 – Agricultural Activities
NWP 41 – Reshaping Existing Drainage Ditches
NWP 42 – Recreational Facilities
NWP 43 – Stormwater and Wastewater Management Facilities
5. Bank Stabilization: All projects including new or maintenance bank stabilization activities require
PCN to the Corps of Engineers (see NWP general condition 32). For new bank stabilization projects only,
the following must be submitted to the Corps of Engineers:
a. The cause of the erosion and the distance of any existing structures from the area(s) being
stabilized.
b. The type and length of existing bank stabilization within 300 feet of the proposed project.
c. A description of current conditions and expected post-project conditions in the waterbody.
d. A statement describing how the project incorporates elements avoiding and minimizing adverse
environmental effects to the aquatic environment and nearshore riparian area, including vegetation
impacts in the waterbody.
In addition to a. through d., the results from any relevant geotechnical investigations can be submitted
with the PCN if it describes current or expected conditions in the waterbody.
6. Crossings of Waters of the United States: Any project including installing, replacing, or modifying
crossings of waters of the United States, such as culverts or bridges, requires submittal of a PCN to the
Corps of Engineers (see NWP general condition 32). If a culvert is proposed to cross waters of the U.S.
where salmonid species are present or could be present, the project must apply the stream simulation
design method from the Washington Department of Fish and Wildlife located in the Water Crossing
Design Guidelines (2013), or a design method which provides passage at all life stages at all flows where
the salmonid species would naturally seek passage. If the stream simulation design method is not applied
for a culvert where salmonid species are present or could be present, the project proponent must provide a
rationale in the PCN sufficient to establish one of the following:
a. The existence of extraordinary site conditions.
b. How the proposed design will provide equivalent or better fish passage and fisheries habitat
benefits than the stream simulation design method.
If a culvert is proposed to cross waters of the U.S. where salmonid species are present or could be present,
project proponents must provide a monitoring plan with the PCN that specifies how the proposed culvert
will be assessed over a five-year period from the time of construction completion to ensure its
effectiveness in providing passage at all life stages at all flows where the salmonid species would
naturally seek passage. Culverts installed under emergency authorization that do not meet the above
15
design criteria will be required to meet the above design criteria to receive an after-the-fact nationwide
permit verification.
7. Stream Loss: A PCN is required for all activities that result in the loss of any linear feet of stream
beds. No activity shall result in the loss of any linear feet of perennial stream beds or the loss of greater
than 300 linear feet of intermittent and/or ephemeral stream beds. A stream may be rerouted if it is
designed in a manner that maintains or restores hydrologic, ecologic, and geomorphic stream processes,
provided there is not a reduction in the linear feet of stream bed. Streams include brooks, creeks, rivers,
and historical waters of the U.S. that have been channelized into ditches. This condition does not apply to
ditches constructed in uplands. Stream loss restrictions may be waived by the district engineer on a case-
by-case basis provided the activities result in net increases of aquatic resource functions and services.
8. Mitigation: Pre-construction notification is required for any project that will result in permanent
wetland losses that exceed 1,000 square feet. In addition to the requirements of General Condition 23
(Mitigation), compensatory mitigation at a minimum one-to-one ratio will be required for all permanent
wetland losses that exceed 1,000 square feet. When a PCN is required for wetland losses less than 1,000
square feet, the Corps of Engineers may determine on a case-by-case basis that compensatory mitigation
is required to ensure that the activity results in minimal adverse effects on the aquatic environment.
Compensatory mitigation for impacts to marine waters, lakes, and streams will be determined on a case-
by-case basis. If temporary impacts to waters of the U.S. exceed six months, the Corps of Engineers may
require compensatory mitigation for temporal effects.
9. Magnuson-Stevens Fishery Conservation and Management Act – Essential Fish Habitat
Essential Fish Habitat (EFH) is defined as those waters and substrate necessary to fish for spawning,
breeding, feeding, or growth to maturity. If EFH may be adversely affected by a proposed activity, the
prospective permittee must provide a written EFH assessment with an analysis of the effects of the
proposed action on EFH. The assessment must identify the type(s) of essential fish habitat (i.e., Pacific
salmon, groundfish, and/or coastal-pelagic species) that may be affected. If the Corps of Engineers
determines the project will adversely affect EFH, consultation with NOAA Fisheries will be required.
Federal agencies should follow their own procedures for complying with the requirements of the
Magnuson-Stevens Fishery Conservation and Management Act. If PCN is required for the proposed
activity, Federal permittees must provide the district engineer with the appropriate documentation to
demonstrate compliance with those requirements.
10. Forage Fish: For projects in forage fish spawning habitat, in-water work must occur within
designated forage fish work windows, or when forage fish are not spawning. If working outside of a
designated work window, or if forage fish work windows are closed year round, work may occur if the
work window restriction is released for a period of time after a forage fish spawning survey has been
conducted by a biologist approved by the Washington State Department of Fish and Wildlife (WDFW).
Forage fish species with designated in-water work windows include Pacific sand lance (Ammodytes
hexapterus), Pacific herring (Clupea pallasi), and surf smelt (Hypomesus pretiosus). This RGC does not
apply to NWP 48, Commercial Shellfish Aquaculture Activities. Please see specific regional conditions
for NWP 48.
11. Notification of Permit Requirements: The permittee must provide a copy of the nationwide permit
authorization letter, conditions, and permit drawings to all contractors and any other parties performing
the authorized work prior to the commencement of any work in waters of the U.S. The permittee must
ensure all appropriate contractors and any other parties performing the authorized work at the project site
have read and understand relevant NWP conditions as well as plans, approvals, and documents referenced
in the NWP letter. A copy of these documents must be maintained onsite throughout the duration of
construction.
16
12. Construction Boundaries: Permittees must clearly mark all construction area boundaries before
beginning work on projects that involve grading or placement of fill. Boundary markers and/or
construction fencing must be maintained and clearly visible for the duration of construction. Permittees
should avoid and minimize removal of native vegetation (including submerged aquatic vegetation) to the
maximum extent possible.
13. Temporary Impacts and Site Restoration
a. Temporary impacts to waters of the U.S. must not exceed six months unless the prospective permittee
requests and receives a waiver by the district engineer. Temporary impacts to waters of the U.S. must
be identified in the PCN.
b. No more than 1/2 acre of waters of the U.S. may be temporarily filled unless the prospective permittee
requests and receives a waiver from the district engineer (temporary fills do not affect specified limits
for loss of waters associated with specific nationwide permits).
c. Native soils removed from waters of the U.S. for project construction should be stockpiled and used
for site restoration. Restoration of temporarily disturbed areas must include returning the area to pre-
project ground surface contours. If native soil is not available from the project site for restoration,
suitable clean soil of the same textural class may be used. Other soils may be used only if identified in
the PCN.
d. The permittee must revegetate disturbed areas with native plant species sufficient in number, spacing,
and diversity to restore affected functions. A maintenance and monitoring plan commensurate with
the impacts, may be required. Revegetation must begin as soon as site conditions allow within the
same growing season as the disturbance unless the schedule is approved by the Corps of Engineers.
Native plants removed from waters of the U.S. for project construction should be stockpiled and used
for revegetation when feasible. Temporary Erosion and Sediment Control measures must be removed
as soon as the area has established vegetation sufficient to control erosion and sediment.
e. If the Corps determines the project will result in temporary impacts of submerged aquatic vegetation
(SAV) that are more than minimal, a monitoring plan must be submitted. If recovery is not achieved
by the end of the monitoring period, contingencies must be implemented, and additional monitoring
will be required.
This RGC does not apply to NWP 48, Commercial Shellfish Aquaculture Activities. Please see specific
regional conditions for NWP 48.
D. CORPS REGIONAL SPECIFIC CONDITIONS FOR THIS NWP:
A pre-construction notification (PCN) must be submitted to the district engineer prior to commencing
the activity (see NWP general condition 32). The PCN must include a statement or form bearing the
signature of an official of the Federal agency that issued the categorical exclusion, or of an official
with delegated authority from that Federal agency verifying the proposed work is categorically
excluded.
E. ECOLOGY 401 CERTIFICATION: GENERAL CONDITIONS
In addition to all the Corps National and Seattle Districts’ Regional permit conditions, the following State
General Section 401 Water Quality Certification (Section 401) conditions apply to all Nationwide Permits
whether certified or partially certified in the State of Washington.
1. For in-water construction activities. Ecology Section 401 review is required for projects or
activities authorized under NWPs that will cause, or may be likely to cause or contribute to an exceedance
of a State water quality standard (Chapter 173-201A WAC) or sediment management standard (Chapter
173-204 WAC). State water quality standards and sediment management standards are available on
Ecology’s website. Note: In-water activities include any activity within a wetland and/or activities below
the ordinary high water mark (OHWM).
17
2. Projects or Activities Discharging to Impaired Waters. Ecology Section 401 review is required for
projects or activities authorized under NWPs if the project or activity will occur in a 303(d) listed
segment of a waterbody or upstream of a listed segment and may result in further exceedances of the
specific listed parameter. To determine if your project or activity is in a 303(d) listed segment of a
waterbody, visit Ecology’s Water Quality Assessment webpage for maps and search tools.
3. Application. For projects or activities that will require Ecology Section 401 review, applicants must
provide Ecology with a Joint Aquatic Resources Permit Application (JARPA) along with the
documentation provided to the Corps, as described in National General Condition 32, Pre-Construction
Notification, including, when applicable: (a) A description of the project, including site plans, project
purpose, direct and indirect adverse environmental effects the project would cause, best management
practices (BMPs), and any other Department of the Army or federal agency permits used or intended to be
used to authorize any part of the proposed project or any related activity. (b) Drawings indi cating the
Ordinary High Water Mark (OHWM), delineation of special aquatic sites and other waters of the state.
Wetland delineations must be prepared in accordance with the current method required by the Corps and
shall include Ecology’s Wetland Rating form. Wetland rating forms are subject to review and verification
by Ecology staff. Guidance for determining the OHWM is available on Ecology’s website. (c) A
statement describing how the mitigation requirement will be satisfied. A conceptual or detailed mitigation
or restoration plan may be submitted. See State General Condition 5 for details on mitigation
requirements. (d) Other applicable requirements of Corps Nationwide Permit General Condition 32,
Corps Regional Conditions, or notification conditions of the applicable NWP. (e) Within 180 calendar
days from receipt of applicable documents noted above and a copy of the final authorization letter from
the Corps providing coverage for a proposed project or activity under the NWP Program Ecology will
provide the applicant notice of whether an individual Section 401 will be required for the project. If
Ecology fails to act within a year after receipt of both of these documents, Section 401 is presumed
waived.
4. Aquatic resources requiring special protection. Certain aquatic resources are unique, difficult-to-
replace components of the aquatic environment in Washington State. Activities that would affect these
resources must be avoided to the greatest extent possible. Compensating for adverse impacts to high
value aquatic resources is typically difficult, prohibitively expensive, and may not be possible in some
landscape settings. Ecology Section 401 review is required for activities in or affecting the following
aquatic resources (and not prohibited by Seattle District Regional General Condition): (a) Wetlands with
special characteristics (as defined in the Washington State Wetland Rating Systems for western and
eastern Washington, Ecology Publications #14-06-029 and #14-06-030):
Estuarine wetlands.
Wetlands of High Conservation Value.
Bogs.
Old-growth and mature forested wetlands.
Wetlands in coastal lagoons.
Interdunal wetlands.
Vernal pools.
Alkali wetlands.
(b) Fens, aspen-dominated wetlands, camas prairie wetlands. (c) Marine water with eelgrass (Zostera
marina) beds (except for NWP 48). (d) Category I wetlands. (e) Category II wetlands with a habitat score
≥ 8 points. This State General Condition does not apply to the following Nationwide Permits:
NWP 20 – Response Operations for Oil and Hazardous Substances, NWP 32 – Completed Enforcement
Actions
5. Mitigation. Applicants are required to show that they have followed the mitigation sequence and
have first avoided and minimized impacts to aquatic resources wherever practicable. For projects
18
requiring Ecology Section 401 review with unavoidable impacts to aquatics resources, adequate
compensatory mitigation must be provided.
(a) Wetland mitigation plans submitted for Ecology review and approval shall be based on the most
current guidance provided in Wetland Mitigation in Washington State, Parts 1 and 2 (available on
Ecology’s website) and shall, at a minimum, include the following:
i. A description of the measures taken to avoid and minimize impacts to wetlands and other waters of
the U.S.
ii. The nature of the proposed impacts (i.e., acreage of wetlands and functions lost or degraded).
iii. The rationale for the mitigation site that was selected.
iv. The goals and objectives of the compensatory mitigation project.
v. How the mitigation project will be accomplished, including construction sequencing, best
management practices to protect water quality, proposed performance standards for measuring success
and the proposed buffer widths.
vi. How it will be maintained and monitored to assess progress towards goals and objectives.
Monitoring will generally be required for a minimum of five years. For forested and scrub-shrub
wetlands, 10 years of monitoring will often be necessary.
vii. How the compensatory mitigation site will be legally protected for the long term.
Refer to Wetland Mitigation in Washington State – Part 2: Developing Mitigation Plans (Ecology
Publication #06-06-011b) and Selecting Wetland Mitigation Sites Using a Watershed Approach (Ecology
Publications #09-06-032 (Western Washington) and #10-06-007 (Eastern Washington)) for guidance on
selecting suitable mitigation sites and developing mitigation plans. Ecology encourages the use of
alternative mitigation approaches, including credit/debit methodology, advance mitigation, and other
programmatic approach such as mitigation banks and in-lieu fee programs. If you are interested in
proposing use of an alternative mitigation approach, consult with the appropriate Ecology regional staff
person. Information on alternative mitigation approaches is available on Ecology’s website.
(b) Mitigation for other aquatic resource impacts will be determined on a case-by-case basis.
6. Temporary Fills. Ecology Section 401 review is required for any project or activity with temporary
fill in wetlands or other waters of the state for more than 90 days, unless the applicant has received
written approval from Ecology. Note: This State General Condition does not apply to projects or activities
authorized under NWP 33, Temporary Construction, Access, and Dewatering
7. Stormwater pollution prevention: All projects that involve land disturbance or impervious surfaces
must implement stormwater pollution prevention or control measures to avoid discharge of pollutants in
stormwater runoff to waters of the State.
(a) For land disturbances during construction, the applicant must obtain and implement permits (e.g.,
Construction Stormwater General Permit) where required and follow Ecology’s current stormwater
manual.
(b) Following construction, prevention or treatment of on-going stormwater runoff from impervious
surfaces shall be provided.
Ecology’s Stormwater Management and Design Manuals and stormwater permit information are available
on Ecology’s website.
8. State Section 401 Review for PCNs not receiving 45-day response from the Seattle District. In the
event the Seattle District Corps does not issue a NWP authorization letter within 45 calendar days of
receipt of a complete pre-construction notification, the applicant must contact Ecology for Section 401
review prior to commencing work.
19
F. ECOLOGY 401 CERTIFICATION: SPECIFIC CONDITIONS FOR THIS NWP:
Certified subject to conditions. Ecology Section 401 review is required for projects or activities
authorized under this NWP if: The project or activity has fill impacts to waters of the state greater than ½
acre.
G. COASTAL ZONE MANAGEMENT CONSISTENCY RESPONSE FOR THIS NWP:
(Note: This is only applies in the following counties: Clallam, Grays Harbor, Island, Jefferson, King,
Kitsap, Mason, Pacific, Pierce, San Juan, Skagit, Snohomish, Thurston, Wahkiakum and Whatcom)
NWP Specific Response: Ecology concurs that this NWP is consistent with the CZMP, subject to the
following condition: An individual Coastal Zone Management Consistency Determination is required for
project or activities under this NWP if State Section 401 review is required.
If an individual Coastal Zone Management Consistency Determination is required:
General Conditions: For Non-Federal Permittees
1. Necessary Data and Information. A Coastal Zone Management Program “Certification of
Consistency” form is required for projects located within a coastal county. “Certification of Consistency”
forms are available on Ecology’s website. The form shall include a description of the proposed project or
activity and evidence of compliance with the applicable enforceable policies of the Washington Coastal
Zone Management Program (CZMP). Also, a map of the site location is required.
2. Timing. Within 6 months from receipt of the necessary data and information, Ecology will provide a
federal consistency determination for the proposed project or activity. If Ecology fails to act within the 6
month period, concurrence with the CZMP is presumed.
General Conditions: For Federal Permittees (Agencies)
1. Necessary Data and Information. Federal agencies shall submit the determination, information, and
analysis required by 15 CFR 930.39 to obtain a federal consistency determination.
2. Timing. Within 60 days from receipt of the necessary data and information, Ecology will provide a
federal consistency determination for the proposed project or activity. If Ecology fails to act within the
60 day period, concurrence with the CZMP is presumed.
DEPARTMENT OF THE ARMY
SEATTLE DISTRICT, CORPS OF ENGINEERS
P.O. BOX 3755
SEATTLE, WASHINGTON 98124-3755
REPLY TO
ATTENTION OF
Regulatory Branch November 1, 2017
Mr. Derek Akesson
City of Renton
1055 South Grady Way
Renton, Washington 98057
Reference: NWS-2017-133
Renton, City of
(Northeast 31st Street
Bridge Replacement)
Dear Mr. Akesson:
We have reviewed your application to replace an existing 32 foot span bridge with a new 75
foot span bridge to in May Creek at Renton, King County, Washington. Based on the
information you provided to us, Nationwide Permit (NWP) 23, Approved Categorical Exclusions
(Federal Register January 6, 2017, Vol. 82, No. 4), authorizes your proposal as depicted on the
enclosed drawings dated January 30, 2017.
In order for this authorization to be valid, you must ensure the work is performed in
accordance with the enclosed NWP 23, Terms and Conditions and the following special
conditions:
a. You must implement and abide by the Endangered Species Act (ESA) requirements
and/or agreements set forth in the Biological Assessment-No Effect Determination, dated October
17, 2016, in its entirety. Failure to comply with the commitments made in this document
constitutes non-compliance with the ESA and your Corps permit.
b. This U.S. Army Corps of Engineers (Corps) permit does not authorize you to take a
threatened or endangered species. In order to legally take a listed species, you must have a
separate authorization under the Endangered Species Act (ESA) (e.g., an ESA Section 10 permit,
or ESA Section 7 consultation Biological Opinion (BO) with non-discretionary “incidental take”
provisions with which you must comply). The Regional Road Maintenance Program Limit 10
BO prepared by the National Marine Fisheries Service (NMFS) contains mandatory terms and
conditions to implement the reasonable and prudent measures that are associated with the
specified “incidental take” in the BO (NMFS Reference Numbers 2003-00313, 2004-00647,
2009-03290, and WCR-2014-304). Your authorization under this Corps permit is conditional
upon your compliance with all of the mandatory terms and conditions associated with incidental
-2-
take of the BO. These terms and conditions are incorporated by reference in this permit. Failure
to comply with the commitments made in this document constitutes non-compliance with the
ESA and your Corps permit. The NMFS is the appropriate authority to determine compliance
with the ESA.
c. In order to meet the requirements of the Endangered Species Act you may conduct
the authorized activities from July 1 through August 31 in any year this permit is valid. You
shall not conduct work authorized by this permit from September 1 through June 30 in any year
this permit is valid.
d. Incidents where any individuals of fish species listed by National Oceanic and
Atmospheric Administration Fisheries (NOAA Fisheries) under the Endangered Species Act
appear to be injured or killed as a result of discharges of dredged or fill material into waters of
the U.S. or structures or work in navigable waters of the U.S. authorized by this Nationwide
Permit verification shall be reported to NOAA Fisheries, Office of Protected Resources at (301)
713-1401 and the Regulatory Office of the Seattle District of the U.S. Army Corps of Engineers
at (206) 764-3495. The finder should leave the animal alone, make note of any circumstances
likely causing the death or injury, note the location and number of individuals involved and, if
possible, take photographs. Adult animals should not be disturbed unless circumstances arise
where they are obviously injured or killed by discharge exposure or some unnatural cause. The
finder may be asked to carry out instructions provided by NOAA Fisheries to collect specimens
or take other measures to ensure that evidence intrinsic to the specimen is preserved.
The Federal Highways Administration completed National Historic Preservation Act,
Section 7 Endangered Species Act (ESA) consultation and Magnuson Stevens Act, Essential
Fish Habitat (EFH) consultation for the proposed activity. For the purpose of this Department of
the Army authorization, we have determined this project will comply with the requirements of
these laws provided you comply with all of the permit conditions. We have determined the
permit action is sufficiently addressed in their ESA and EFH consultation documents. By this
letter we are advising you and the Services, in accordance with 50 CFR 402.07 and 50 CFR
600.920(b), that this agency has served as the lead Federal agency for the ESA and EFH
consultation responsibilities for the activity described above.
The authorized work complies with the Washington State Department of Ecology’s
(Ecology) Water Quality Certification (WQC) requirements and Coastal Zone Management
(CZM) consistency determination response for this NWP. No further coordination with Ecology
for WQC and CZM is required.
You have not requested a jurisdictional determination for this proposed project. If you
believe the Corps does not have jurisdiction over all or portions of your project you may request
a preliminary or approved jurisdictional determination (JD). If one is requested, please be aware
-3-
that we may require the submittal of additional information to complete the JD and work
authorized in this letter may not occur until the JD has been completed.
Our verification of this NWP authorization is valid until March 18, 2022, unless the NWP is
modified, reissued, or revoked prior to that date. If the authorized work has not been completed
by that date and you have commenced or are under contract to commence this activity before
March 18, 2022, you will have until March 18, 2023, to complete the activity under the enclosed
terms and conditions of this NWP. Failure to comply with all terms and conditions of this NWP
verification invalidates this authorization and could result in a violation of Section 404 of the
Clean Water Act and/or Section 10 of the Rivers and Harbors Act. You must also obtain all
local, State, and other Federal permits that apply to this project.
You are cautioned that any change in project location or plans will require that you submit a
copy of the revised plans to this office and obtain our approval before you begin work. Deviating
from the approved plans could result in the assessment of criminal or civil penalties.
Upon completing the authorized work, you must fill out and return the enclosed Certificate
of Compliance with Department of the Army Permit. Thank you for your cooperation during the
permitting process. We are interested in your experience with our Regulatory Program and
encourage you to complete a customer service survey. These documents and information about
our program are available on our website at www.nws.usace.army.mil, select “Regulatory
Branch, Permit Information” and then “Contact Us.” A copy of this letter with enclosures will
be furnished to Mr. Ross Widener, Widener and Associates, 10108 32nd Avenue West, Suite D,
Everett, Washington 98204. If you have any questions, please contact me at
jason.t.sweeney@usace.army.mil or (206) 764-3450.
Sincerely,
Jason Sweeney, Project Manager
Regulatory Branch
Enclosures
1
NE 31st Street Bridge Replacement – No Effect Determination October 2016
Widener & Associates Transportation & Environmental Planning
10108 32nd Ave W, Suite D, Everett, WA 98204 Tel (425) 348-3059 Fax (425) 348-3124
Washington State Department of Transportation October 17, 2016
Northwest Region
Attn: Mr. Phil Segami
P.O. Box 330310
Seattle, WA 98133-9701
Biological Assessment – No Effect Determination
NE 31st Street Bridge Replacement
City of Renton
Introduction
This ‘No Effect’ memo has been prepared on behalf of the City of Renton to satisfy
Endangered Species Act (ESA) and Magnuson-Stevens Fishery Conservation and
Management Act (MSA) Essential Fish Habitat (EFH) requirements for the NE 31st
Street Bridge Replacement Project. The City of Renton is proposing to replace a
structurally deficient bridge to improve public infrastructure and road safety. This Memo
addresses potentially impacted ESA listed species within the action area of the project.
As this project is covered under the Regional Road Maintenance Plan (RRMP), NMFS
consultation is not required. Therefore, only USFWS listed species are addressed in this
report.
Federal Nexus
This memo has been prepared on behalf of City of Renton to address the proposed
action in compliance with Section 7(c) of the ESA, as amended. Section 7 of the ESA
requires that, through consultation with the U.S. Fish and Wildlife Service (USFWS)
and/or the National Marine Fisheries Service (NMFS), federal actions do not jeopardize
the continued existence of any threatened, endangered, or proposed species or result in
the destruction or adverse modification to critical habitat.
Section 305(b)(4) of the MSA requires that each Federal agency shall consult on any
action authorized, funded, or undertaken, or proposed to be authorized, funded, or
undertaken, by this agency that may adversely affect any EFH identified in the MSA.
The project will receive funding from the Federal Highways Administration (FHWA) that
will be administered through the Washington State Department of Transportation
(WSDOT) Local Programs office and managed by the City of Renton. As this project
would receive federal funding, it has a federal nexus to the ESA. Therefore, we have
2
NE 31st Street Bridge Replacement – No Effect Determination October 2016
prepared this assessment to address potential impacts on federally-listed species and
habitats. Specific project design elements are identified that avoid or minimize adverse
effects of the proposed project on listed species and/or critical habitat.
Site Description
The existing bridge crosses May Creek on NE 31st Street, located within the City of
Renton, King County, Washington. It is within the legal geographic location of Township
24N, Range 5E, Section 32. See Figure 1 – Vicinity Map. Surrounding landuse is
primarily a King County owned open spaced called May Creek Park and residential. I -
405 is located roughly ¼ mile to the west of the project area. May Creek flows west from
the project area and drains into Lake Washington approximately one mile northwest.
The project area is within the Puget Sound Douglas-fir vegetation zone of Western
Washington (Franklin and Dyrness, 1988). Directly surrounding May Creek is a riparian
zone dominated by a big-leaf maple (Acer macrophyllum), red alder (Alnus rubra), and
black cottonwood (Populus balsamifera) overstory. Patches of conifer and mixed conifer
forest line the edges of May Creek Park, generally occupying dryer and higher elevation
areas. The conifers are almost exclusively Douglas fir (Pseudotsuga menziesii) with
infrequent scattered western red cedar (Thuja plicata). The understory of the conifer
dominated areas is predominantly sword fern (Polystichum munitum), Salal (Gaultheria
shallon), and beaked hazel (Corylus cornuta). The National Wetland Inventory does not
list any wetlands in the area, however, a site visit found scattered small wetlands in the
vicinity (USFWS, 2016c). None are located within the project limits.
Project Description
The proposed project will replace an existing structurally deficient bridge on NE 31st
Street. Project activities include demolition of the existing bridge, excavation, grading
and clearing, installation of a new bridge foundations and superstructure, riprap and
boulder revetment (overlaid with native gravel), paving, erosion control, guardrail
installation, temporary stream bypass, stream channel enhancements, and landscaping.
The streambed enhancements will feature a wider channel with added streambed
gravel. The footprint is located within existing ROW; however temporary construction
easements will be required for the stream bypass (Figure 2). All project staging will take
place within the defined project area within the limits of existing City of Renton ROW .
Impact Avoidance and Minimization Measures
Care was taken in project planning to reduce overall environmental impacts to the
maximum extent practicable. Minimization and avoidance measures as well as BMPs to
reduce potential inadvertent impacts are listed below.
Clearing limits will be clearly marked to avoid unnecessary impacts.
There will be no net increase in impervious surface.
3
NE 31st Street Bridge Replacement – No Effect Determination October 2016
In-water work will be limited to the minimum necessary to complete the project.
A temporary bypass will be created and fish exclusion protocols will be enacted
to prevent harm to aquatic species.
Prior to construction, a Temporary Erosion and Sediment Control (TESC) Plan
will be approved and implemented to prevent runoff from entering sensitive
environmental areas such as streams and wetlands. At a minimum, this plan will
include the use of silt fencing and/or straw wattles during construction to prevent
inadvertent runoff of construction stormwater to May Creek or adjacent
wetlands.
An impervious containment structure will be installed underneath the bridge
during over-water work and demolition to prevent construction materials or debris
from inadvertently falling into the creek.
A Spill Prevention Control and Countermeasures (SPCC) plan will be approved
and implemented to identify potential spill risks and ensure that measures are
taken to prevent or reduce spill occurrences. This plan will require that the
contractor maintain spill cleanup kits on-site during construction at all times.
All equipment will be checked daily for leaks or required repair work.
Refueling operations will be conducted at least 50 feet from any open water
body.
4
NE 31st Street Bridge Replacement – No Effect Determination October 2016
5
NE 31st Street Bridge Replacement – No Effect Determination October 2016
6
NE 31st Street Bridge Replacement – No Effect Determination October 2016
Action Area
The physical limits of an action area are defined by site -specific conditions and project
activities. The action area for a project encompasses the geographic extent of all direct
and indirect effects of a project that affect both terrestrial and/or aquatic species.
Terrestrial noise levels will be temporarily increased from the use of heavy machinery
such as a pile driver, concrete saw, and other general constru ction equipment. As is the
case for this project, the terrestrial noise element is generally the farthest -reaching
impact from construction activities. Therefore, noise was used to determine the limits of
the action area.
For terrestrial animals, sound is measured in alpha-weighted decibels (dBA) which
deemphasizes the upper and lower portions of the frequency spectrum while
emphasizing the middle, where humans have the greatest sensitivity.
Marbled murrelet (Brachyramphus marmoratus) is the only terrestrial ESA listed species
that has the potential to be present in the area. The action area is therefore defined
based on species specific noise thresholds for this species. WSDOT guidance in a
programmatic agreement with the USFWS regarding marbled murrelet resulted in >0.25
mile threshold for a ‘No Effect’ determination and between 363 feet and 0.25 miles for a
‘Not Likely to Adversely Affect’ (NLAA) determination from the nearest suitable nesting
habitat from the operation of heavy equipment and pile driving (WSDOT, 2015). As
such, the 0.25 mile threshold for a ‘No Effect” determination was used in the effects
determination for marbled murrelet instead of the action area defined by construction
noise attenuation to background (Figure 3).
7
NE 31st Street Bridge Replacement – No Effect Determination October 2016
8
NE 31st Street Bridge Replacement – No Effect Determination October 2016
Federally Listed Species and Designated Critical Habitat
Both the USFWS and the NMFS have listed species that are potentially present within
the project action area (Table 1). The USFWS IPaC official species list, received on
August 22, 2016, and the NMFS list, updated October 31, 2012, were reviewed to
determine potential species presence (USFWS, 2016 a)(NMFS, 2012). See Appendix A
& B for USFWS and NMFS species lists.
Table 1: Listed species and designated critical habitat potentially present in the
project area.
Common Name Scientific Name Federal Status USFWS Streaked Horned Lark Eremophila alpestris strigata Threatened
Marbled Murrelet Brachyramphus marmoratus Threatened
Yellow-Billed Cuckoo Coccyzus americanus Threatened
North American wolverine Gulo gulo lascus Proposed
Coastal/Puget Sound DPS Bull Trout Salvelinus confluentus Threatened
Bull Trout Critical Habitat Salvelinus confluentus Designated
Dolly Varden – Similarity of Appearance Salvelinus malma Proposed NMFS Puget Sound ESU Chinook Salmon Oncorhynchus tshawytscha Threatened
Puget Sound Chinook Critical Habitat Oncorhynchus tshawytscha Designated
Puget Sound DPS Steelhead Oncorhynchus mykiss Threatened
Puget Sound Steelhead Critical Habitat Oncorhynchus mykiss Designated
Effects Analysis
NMFS Listed Species: May Creek is a fish bearing stream that has documented
presence of the Puget Sound DPS of steelhead (Oncorhynchus mykiss) and chinook
(Oncorhynchus tshawtscha) (WDFW, 2016a). It is also listed as designated critical
habitat for steelhead and chinook (NOAA, 2016a)(NOAA, 2016b). The City of Renton is
covered under the Regional Road Maintenance Program (RRMP) which exempts
qualifying projects from ESA section 7 consolations regarding NMFS listed species. Due
to RRMP coverage, impacts to these species are not addressed in this document.
Bull Trout: Bull trout have very specific habitat requirements that preclude the species
from habitating the May Creek sub-basin. They are temperature limited at about 59
degrees Fahrenheit and spawn in waters colder then 48 degrees Fahrenheit (USFWS,
2016d). They also require clean stream substrate, complex habitats, and habitat
connectivity (USFWS, 2016d). Temperatures reach up to 64 degrees Fahrenheit in the
summer (King County, 2016), which will prevent the species from being in the area
during these times. Monitoring of May Creek indicates a decline in water quality over the
last 25 years with significant decreases in temperature, conductivity, ammonia-nitrogen,
9
NE 31st Street Bridge Replacement – No Effect Determination October 2016
and pH (King County, 2016). There are currently 303(d) listings for temperature,
bacteria, and bioassessment within this reach of the river (WA ECY, 2016). The
Washington Department of Fish and Wildlife does not recognized bull trout presence
within the May Creek Watershed (WDFW, 2016a)(WDFW, 2016b). Within the Lake
Washington watershed, bull trout only have self-sustaining populations within the Cedar
River drainage (King County, 2010). As this species is not present within May Creek,
the project will have No Effect on bull trout.
North American Wolverine (Gulo gulo lascus): While the North American wolverine
is listed as potentially occurring within King County, no suitable habitat is found within
the project area. Wolverine habitat typically consists of mountainous, high alpine
regions, with a large surrounding dispersal area (Inman, 2013). They occupy these
habitats at a very low density and depend in part on intact migration corridors. The
project takes place in an urban area, far from any alpine regions. Since no suitable
habitat is present, the project will have No Effect on the North American wolverine.
Yellow -billed Cuckoo (Coccyzus americanus): Yellow-billed cuckoos are migratory
birds that breed in riparian forest stands dominated by cottonwoods (Populus spp.) and
willows (Salix spp.). Riparian forests are present surrounding May Creek, however,
black cottonwood co-dominates with big-leaf maple and red alder. The last confirmed
Washington breeding records of yellow-billed cuckoos were in the 1930’s, and it is
probable that cuckoos no longer breed in Washington (WSDOT, 2015b)(WDFW, 2012).
The yellow-billed cuckoo is generally considered to be extirpated from Washington
State (Teachout, 2015). No critical habitat for the species has been proposed in the
State of Washington (79 FR 48548). In addition, only 2 individuals have been
documented west of the Cascades since 1990 (Teachout, 2015). In other regions where
they are more likely to occur, yellow-billed cuckoos are most likely to be found in
patches of willow-cottonwood riparian habitat greater than 200 acres in size (78 FR
61622-61666). The riparian forest near the project site does not come close to this size
requirement. Since no breeding of the species occurs within Washington State and
there have been so few individuals observed in Western Washington, the presence of
yellow-billed cuckoo within the action area can be discounted. As such, the project will
have No Effect on yellow-billed cuckoo.
Streaked Horned Lark (Eremophila alpestris strigata): The streaked horned lark was
listed as threatened in 2013 (78 FR 61452). The proposed project area is within the
historic range of the streaked horned lark, however, it is well outside its current range
(Anderson & Pearson, 2015). Streaked horned larks require open landscapes with
generally less than 5% tree or shrub cover. While they have been documented on open
sites as small as 1 acre in the vicinity of open water, the majority of terrestrial occupied
sites are hundreds of acres or greater. Streaked horned lark occurrences within
Washington have been primarily in prairies and airports, however Oregon populations
are known to occupy agricultural fields (Anderson & Pearson, 2015). Within potential
habitat within the Puget Lowlands, streaked horned lark prefer patches with vegetation
heights between 17-25 cm, no tree cover, less than 2% shrub cover, between 12-20%
bare ground, and 50-86% grass/forbs (Anderson & Pearson, 2015). Habitat within the
10
NE 31st Street Bridge Replacement – No Effect Determination October 2016
action area is almost entirely forested, and no habitat meets criteria for streaked h orned
lark suitable habitat. Therefore, the proposed project will have No Effect on the
streaked horned lark.
Marbled Murrelet (Brachyramphus marmoratus): Nesting marbled murrelets are
dependent on low elevation mature and old-growth coniferous forests with multi-layered
canopies on the lower two-thirds of forested slopes. While compiling information for the
listing of marbled murrelet designated critical habitat, all known nesting trees were
larger than 30 inches in diameter and had large branches with complex structures to
support nests (USFWS, 1996). Despite general favorability of larger trees, trees with a
DBH of 15 inches or greater with platforms in the canopy are considered suitable habitat
(WSDOT, 2015). Marbled murrelet nests are most often observed within 12 miles of the
ocean but have been found as far as 50 miles from saltwater (Shohet et al, 2008).
Saltwater foraging habitat is approximately 10 miles from the project site. The nesting
season for marbled murrelet is April 1st through September 23rd (WSDOT, 2015).
Suitable nesting forest stands are conifer-dominated and greater than 5 acres in size
(WSDOT, 2015).
Any nests beyond 0.25 miles have been determined not to be impacted by the operation
of heavy construction equipment (WSDOT, 2015). Therefore, only habitat within a 0.25-
mile radius of the project site was assessed for suitable habitat. A survey was
conducted to determine the suitability of marbled murrelet habitat. As shown in Figure 3,
there are three conifer dominated stands within the action area. All three stands are
below the 5-acre minimum size threshold for marbled murrelet habitat. Nearly all
conifers were Douglas fir, however a few intermittent western red cedar were also
present. The largest measured Douglas fir had a DBH of 3.7 feet. There was a wide
range of size in trees down to as low as a few inches in diameter. Most trees were in the
range of 1-2 feet DBH. Forest structure was consistent with a mature forest, including a
diverse age class and open space below the canopy. One tree was observed that had
large limbs at the canopy that could potentially be used for marbled murrelet nesting.
This tree was less than 100 feet from a residential neighborhood. Despite the general
suitability of habitat quality, the forest patch was not large enough to support a breeding
pair. Since the conifer stand does not meet the requirements for suitable habitat, the
project will have No Effect on marbled murrelet.
Conclusion
Based on the analysis presented in this report, it is concluded that there will be No
Effect on all USFWS ESA listed species. Impacts to NMFS managed ESA listed
species and Essential Fish Habitat are not analyzed because the project is covered
under the RRMP.
It is our understanding that this satisfies our responsibilities under Section 7(c) of the
Endangered Species Act. We will continue to remain aware of any change in status of
these species and will be prepared to re-evaluate potential project impacts if necessary.
11
NE 31st Street Bridge Replacement – No Effect Determination October 2016
Should you have any questions about this assessmen t or require additional information,
please contact Ross Widener at (425) 503-3629 or rwidener@prodigy.net.
Appendixes:
Appendix A - USFWS IPaC List
Appendix B - NMFS Species List
12
NE 31st Street Bridge Replacement – No Effect Determination October 2016
References
Literature Cited
78 FR 61452
78 FR 61622-61666
Anderson, Hannah E. and Scott F. Pearson. 2015. Streaked Horned Lark Habitat
Characteristics. Center for Natural Lands Management and Washington
Department of Fish and Wildlife. April 2015.
Inman, R. M., Brock, B. L., Inman, K. H., Sartorius, S. S., Aber, B. C., Giddings, B., . . .
Chapron, G. (2013). Developing priorities for metapopulation conservation at the
landscape scale: Wolverines in the Western United States. Biological
Conservation, 166, 276-286. doi:10.1016/j.biocon.2013.07.010
King County. (2000). Literature Review and Recommended Sampling Protocol for Bull
Trout in King County
King County. (2016). Stream Report - May Creek. Retrieved August 30, 2016, from
http://green2.kingcounty.gov/streamsdata/watershedinfo.aspx?Locator=0440#sp
ecialstudies
NOAA (National Oceanic and Atmospheric Administration) 2016a. Critical Habitat Puget
Sound Chinook Salmon. NOAA Fisheries - West Coast Region. Available at:
http://www.westcoast.fisheries.noaa.gov/publications/gis_maps/maps/salmon_st
eelhead/critical_habitat/chin/chinook_pug.pdf
NOAA 2016b. Map of Designated Critical Habitat for Puget Sound Steelhead. NOAA
Fisheries - West Coast Region. Available at:
http://www.westcoast.fisheries.noaa.gov/publications/gis_maps/maps/salmon_st
eelhead/critical_habitat/steelhead/2016_ch_web_map_stpug.pdf
NMFS (National Marine Fisheries Service). 2012. Status of ESA Listings & Critical
Habitat Designations for West Coast Salmon & Steelhead. National Oceanic and
Atmospheric Association. NOAA Fisheries. October 31, 2012.
Shohet, Cecile, Shawna Bautista, and Diana Perez. 2008. Brief Life History Narratives
for Botanical, wildlife, and Fish, - Gifford Pinchot National Forest Columbia River
Gorge National Scenic Area, Washington Side Invasive Plant Treatment FEIS.
Tech.
13
NE 31st Street Bridge Replacement – No Effect Determination October 2016
Teachout, Emily. 2015. Interim Consultation Guidance for Western Yellow-Billed
Cuckoo (Coccyzus americanus). U.S. Fish and Wildlife Service. Last updated
April 14, 2015.
WDFW. 2012. Candidate Species - Yellow-Billed Cuckoo. Available at:
http://wdfw.wa.gov/conservation/endangered/species/yellow-billed_cuckoo.pdf
USFWS (United States Fish and Wildlife Service). 1996. ETWP; final designation of
critical habitat for the Marbled Murrelet; final rule. May 24. Federal Register 61
(102): 26279.
USFWS. 2016a. Environmental Conservation Online System: Information, Planning and
Conservation System (IPaC). Available at: https://ecos.fws.gov/ipac/
USFWS. 2016b. US Fish & Wildlife Service Critical Habitat Portal web application.
Available at: http://criticalhabitat.fws.gov/crithab/
USFWS. 2016c. National Wetlands Inventory. U. S. Department of Interior. Available at:
http://www.fws.gov/wetlands/data/Mapper.html
USFWS 2016d. Species Fact Sheet Bull Trout Salvelinus confluentus. Retrieved August
30, 2016, from https://www.fws.gov/wafwo/species/Fact sheets/BT final.pdf
WA ECY (Washington Department of Ecology). 2016. Washington State Water Quality
Atlas. Available at:
https://fortress.wa.gov/ecy/waterqualityatlas/map.aspx?CustomMap=y&RT=0&La
yers=23,29&Filters=n,n,n,n
WDFW. 2016a. PHS on the Web. Priority Habitat and Species web application.
Available at:
http://wdfw.wa.gov/mapping/phs/
WDFW. 2016b. SalmonScape. Available at: http://apps.wdfw.wa.gov/salmonscape/
WSDOT. 2015. Biological Assessment Preparation for Transportation Projects -
Advanced Training Manual. Version 2015 .
APPENDIX A – USFWS Official IPaC List
14
NE 31st Street Bridge Replacement – No Effect Determination October 2016
APPENDIX A – USFWS Official IPaC List
15
NE 31st Street Bridge Replacement – No Effect Determination October 2016
APPENDIX A – USFWS Official IPaC List
16
NE 31st Street Bridge Replacement – No Effect Determination October 2016
APPENDIX A – USFWS Official IPaC List
17
NE 31st Street Bridge Replacement – No Effect Determination October 2016
APPENDIX A – USFWS Official IPaC List
18
NE 31st Street Bridge Replacement – No Effect Determination October 2016
APPENDIX A – USFWS Official IPaC List
19
NE 31st Street Bridge Replacement – No Effect Determination October 2016
APPENDIX B – NMFS Official Species List
20
NE 31st Street Bridge Replacement – No Effect Determination October 2016
City of Renton
Contract Provisions for
NE 31st St Bridge Replacement Project
______________________________________________________________________________
National Marine Fisheries Service
Endangered Species Act 4(d) Coverage
DocumentationTemplateRegionalRoadMaintenanceProgram:ESA4(d)CoveragefNMFS)Date:1/31/2017Agency:CityofRentonRRMP4(d)ContactPerson:RichardMarshallPhoneNumber:425-430-7400Email:RWMarshall@Rentonwa.govFax:Locationwhereproposedworkwilloccur:Address(streetaddress,city,county):Closestaddress:2100NE31stStreet,Renton,KingCountyWaterbody:MayCreek%Section:SESection:32Township:24NRange:05ELatitude:47.51905NLongitude:122.19165WProjectDescription:TheprojectproposestoreplaceanexistingbridgeonNE31stStreetwithanewstructure.Constructionactivitiesincludedemolitionoftheexistingbridge,excavation,gradingandclearing,piledriving(aboveOHW),installationofanewbridgefoundationandsuperstructure,paving,erosioncontrol,guardrailinstallation,temporarystreamdiversion(sandbag),riprap/boulderrevetment(understreambedgravel),streamchannelenhancements,andlandscaping.Thebridgespanwillbelengthenedto75feetfrom32feetandspantheentirechannelwidth.Theprojectmayinvolvetheplacementofastreamdiversionandinvolvedewatering.MaintenanceCategory(checkallthatapply):1.RoadwaySurfaceEl2.EnclosedDrainageSystems3.CleaningEnclosedDrainageSystemsD4.OpenDrainageSystems5.WatercoursesandStreams6.StreamCrossings7.GravelShouldersU8.StreetSurfaceCleaning9.BridgeMaintenanceElio.SnowandIceControl11.EmergencySlide/WashoutRepairs12.ConcreteD13.SewerSystems14.WaterSystems15.VegetationDescribehowtheprojectfitsintheRRMP4(d)Program:Thisprojectreplacesaright-of-waystructure,andisamaintenanceactivityasdefinedinappendixCoftheRRMPProceduralGuidance“activitiestakentopreventadecline,lapse,orcessationintheuseofstructuresandsystemsortoreplacedysfunctionalfacilities.”Theexistingbridgeisstructurallydeficientwithasufficiencyratingof27.Inorderfortheroadtoremainserviceableatthislocation,itmustberepaired.BMP5listedinpart2oftheguidancewillbeinstalledandmaintainedthroughoutconstructiontominimizesedimentation,erosion,andotherimpactstothewaterbody.BMP’swerechosentosatisfyfiveconservationoutcomes:(1)Keepwaterfromworkarea,(2)Reducepotentialforsoilfrombecomingwaterorairborne,(3)Filterandperimeterprotection,(4)Reducewatervelocityanderosiveforces,and(5)habitatprotectionandmaintenance.BMPsinclude:sandbags(diversion),dewatering,dustcontrol,hydroseeding,mulching,sweeping,plasticcovering,siltfence,strawlog,andstreambedgravel.Seeattachedletterforadditionalprojectdetails.NameofResponsibleOfficialSignature___________________________
videner&AssociatesTransportation&EnvironmentalPlanningH)it)t132aJSum:i)Fvecetr14:)S2.4‘r1(425)3113O5t)(425)34S3124January31,2017RichardMarshallMaintenanceSupervisorCityofRenton10555.GradyWayRenton,WA98057ComplianceUnderRRMPE$A4(d)ProgramNE31stStreetBridgeReplacementDearRichard,ThisletterisprovidedtodocumentthattheNE31stStreetBridgeReplacementproject,carriedoutbytheCityofRenton,qualifiesforcoverageundertheRegionalRoadMaintenanceProgram(RRMP)andisthereforenotrequiredtoconsultwiththeNationalMarineFisheriesService(NMFS).TheCityofRentonislistedasanapprovedparticipatingagencyoftheprogram(AppendixBoftheproceduralguidance).TheprojectwilloccuronNE31stStreet,atasectionthatcrossesMayCreek.MayCreekisdocumentedtohaveapresenceofESAlistedchinooksalmon(Oncorhynchitstshawvtscha,PugetSoundESU)andsteelheadtrout(Oncorhynchitsmykiss,PugetSoundDPS).ThesespecieshavebeenpreviouslyaddressedinthethreeconsultationswithNMFSconductedundertheESA4(d)program.Theproposedprojectinvolvesthereplacementofstructuraldeficientbridgewithasufficiencyratingof27.Replacementoftheexistingbridgeisnecessarytomaintainitsstructuralfunctionalityandpreservepublicsafety.Constructionactivitieswillincludedemolitionoftheexistingbridge,excavation,gradingandclearing,installationofnewbridgefoundationandsuperstructure,piledriving(aboveOHW),paving,erosioncontrol,guardrailinstallation,atemporarystreamdiversion(sandbag),riprap/boulderrevetment(understreambedgravel),streamchannelenhancements,andlandscaping.Thenewbridgewillhaveaspanof75feet(increasedfrom32feet);however,thewidthwillremainthesame.Theexistingstreetisalowvolume,ruralminoraccessroadthatservesahandfulofsinglefamilyresidences.Thisprojectdoesnotinvolvein-waterpiledriving.Itthereforemeetsthedefinitionofregular“maintenance”undertheRegionalProgram,definedbelow:Page1of3
“Repairandmaintenance“includeactivitiesthat.(a)areconductedoncurrentlyserviceablestructures,facilities,andeqit4rnzentbeyondthosethatexistedprevio;tsly;and(b)involvenoexpansionoforchangeinuseofsztchstructures,flicilities,andeqit4,mentbeyondthosethatexistedpreviouslv;and(c)donotresultinsignficaiztnegativehydrologicalin’q)act”InaccordancewiththeRRMPpart1.34,MaintenanceCategories,theproposedprojectfallsundertheroadwaysurface,streamcrossing,bridgemaintenance,watercourses&streams,concrete,andvegetationmaintenancecategories.AppropriateBMPswillbeimplementedtopreventandminimizeimpacts.Asoutlinedinpart2oftheRRMPguidance,theseBMPswillbeusedtoreachthefollowingenvironmentalconservationoutcomes:OutcomeCategory:KeepwaterfromworkareaProposedBMPs:Sandbag(diversion)DewateringOutcomeCategory:ReducepotentialforsoilfrombecomingwaterborneorairborneProposedBMPs:DustcontrolifneededHydroseedMulchingSweepingPlasticcoveringOutcomeCategory:FilterandperimeterprotectionProposedBMPs:SiltfenceStrawLogIStrawWattleOutcomeCategory:ReducewatervelocityanderosiveforcesProposedBMPs:HydroseedOutcomeCategory:HabitatprotectionandmaintenanceProposedBMPs:HydroseedStreambedgravel(wheredisturbed)OtherproposedBMPs:FlagclearinglimitsSecurestagingareatocontainallconstructionmaterials,fuels,etc.KeepoilabsorbentmaterialandspillcleanupkitsonsiteatalltimesPage2of3
Inconclusion,theproposedprojectmeetsrequirementsforcoverageundertheE$A4(d)programasitislocatedwithinanapproved4(d)programjurisdiction,meetsthedefinitionofastandardroadmaintenanceproject,andwillutilizeappropriateBMPsaslistedintheRRMPGuidelines.BestRegards,WIDENER&ASSDcIATESRossLWidenerVicePresidentPage3of3