Loading...
HomeMy WebLinkAbout112-96 RESOLUTION• CONTRACT THIS AGREEMENT, made and entered into the 15th day of October 19 96 , by and between the City of Fayetteville, County of Washington, State of Arkansas, Party of the First Part, hereinafter called the Owner, and Jerry D. Sweetser, Inc. of the City of Fayetteville Party of the Second Part, hereinafter called the Contractor. WITNESSETH THAT: WHEREAS, the Owner has called for bids for improvements, as set out in the Plans and Specifications and approved by the City of Fayetteville, Arkansas; and WHEREAS, pursuant to the published calls for bids under said Plans and Specifications, the Contractor is the lowest and best qualified bidder for the construction of said Improvements; NOW THEREFORE, the Contractor agrees with the Owner to commence and complete the construction of: Bid No. 96-60 which shall be the street and storm drainage improvements for Joyce Boulevard, Fayetteville, Arkansas; including all Work required for a complete and acceptable installation, for the unit and lump sum prices bid in the Bid Proposal, all of which become and are a part of this Contract, the total sum thus being Six Hundred Seventy -Six Thousand, Four Hundred and Thirteen and 80/00 dollars ($676,413.80), such sum being the agreed amount upon which bonds and liabilities aru based, and at his own cost and expense furnish all materials, supplies, labor, machinery, equipment, tools, supervision, bonds, insurance and other accessories and services necessary to complete the said construction in accordance with the conditions and prices stated in the Bid attached hereto and made a part hereof, and in accordance with the Technical Specifications, the General Conditions, the Supplementary Conditions, and in accordance with the Plans, which include all maps, plats, blueprints, and other drawings, and written or printed explanatory matter thereof. The Contractor agrees to commence work under this contract within ten days of the issuance of the Notice to Proceed and totally complete all work within one hundred twenty (120) working days. The Owner agrees to pay the Contractor in current funds for the performance of the contract in accordance with the accepted Bid therefor, subject to additions and deductions, as provided in the Specifications, and to make payment on account thereof as provided below. As soon as is practicable after the first of each calendar month, and in accordance with the Contract Specifications, the Owner will make partial payments to the Contractor for work performed during the preceding calendar month, based upon the Engineer's estimate of work completed, said estimate being certified by the Contractor and accepted by the Owner. Retainage shall be withheld from the partial payments as provided by Arkansas state laws by the Owner until final completion and acceptance by the Owner and Engineer. The Engineer shall then issue a Final Estimate of work done based upon the original contract and subsequent changes made and agreed upon, if any. Time is hereby expressly declared to be of the essence of this contract, and the time of beginning, manner of progress and time of completion of the work hereunder shall be and are essential conditions hereof. The Contractor agrees to commence work within ten (10) calendar days from the date of the Notice to Proceed and to proceed with the construction of the work and to prosecute the work with an adequate force and in a manner so as to complete the work within the time stipulated herein. If the Contractor fails in completing the contract within the time stipulated herein, the Contractor agrees to pay the Owner, as liquidated damages the sumof one hundred dollars ($100.00) per day for each calendar day of delay in completion, said amounts being fixed and agreed upon by and between the parties hereto. Because of the impracticability and extreme difficulty in fixing and ascertaining the actual damages Owner would in such event sustain, said amounts are to be presumed by the parties to this contract to be the amounts of damage Owner would sustain. Said amounts of liquidated damages shall be deductible from any amount due Contractor under the Final Estimate of said work, after the completion thereof, and Contractor shall be entitled any to the Final Estimate less such amounts of liquidated damages. If the Contractor be delayed at any time in the progress of the work by any act or neglect of the Owner or of the Owner's employees, or by any other Contractor employed by the Owner, or by changes ordered in the work, or by strikes; lockouts, fire, unusual delay in transportation, unavoidable casualties or any causes beyond the Contractor's control, or by delay authorized by the Engineer pending arbitration, or by any cause which the Engineer shall decide to justify the delay, then the time of completion shall be extended for such reasonable time as the Engineer may decide. No such extension shall be made for delay occurring more than seven days before claim therefor is made in writing to the Engineer.. In the case of a continuing cause for delay, only one claim is necessary. In the event the Contractor abandons the work hereunder or fails, neglects or refuses to continue the work after ten (10) days written notice, given Contractor by the Owner or by the Engineer, then the Owner shall have the option of 1) declaring this contract at an end, in which event the Owner shall not be liable to the Contractor for any work theretofore performed or 2) requiring the surety hereto, upon ten (10) days notice, to complete and carry out the contract of Contractor; and in that event, should be surety fail, neglect or refuse to carry out said contract, 3) said Owner may complete the contract at its own expense and maintain an action against the Contractor and the surety hereto for the actual cost of same, together with any damages or other expense sustained or incurred by Owner in completing this contract, less the total amount provided for hereunder to be paid Contractor upon the completion of this contract. This contract shall be binding upon the heirs, representatives, successors or assigns of the parties hereto, including the surety. IN WITNESS WHEREOF, the Owner and Contractor have hereto set their hands and seals, respectively. LArNA W tnesses""* JERRY. D. SWEETSER, INC *If corporation, secretary should attest. Attest: Traci Paul, City Clerk CITY OF FAYETTEVILLE, ARKANSAS Fred Hanna, Mayor • 115fNd%1 161111VEUr llfi : {!/l IIIIINO V111U4:y11 +VU%X111} IfflIMitUG.:y1})iflUG't1N 0.a1S&1114%H (41) G.I.lflgo4 fG iligi UNITED STATES D. Arkansas, City of thirteen has by written furnishing Blvd., Fayetteville, to as OF shall fully of failure may incur have a direct to the effect. or proceeding shall be 22-9-403 be brought due. which Owner either the Sureties, hereunder, waived. shall the on this Sweetser, called and Fayetteville, called dollars the for Owner's brought (b) of Owner or aggregate STATUTORY as ) successors THIS indemnify so right may any either �' (A UNITED laws whereof is harmless fully furnished this except terms the of , 1 , Nat - UARANTY COMPANY PAYMENT BOND AND GUARANTY and authorized and firmly bound unto seventy—six thousand bind themselves, firmly by these presents. entered and drainage made a part shall faithfully perform all cost and damage the Owner all outlay that if the Principal said Contract, failing jointly and severally, and void; otherwise State of Arkansas. it is brought in as amended. on which final payment in the work to be Contract, or any any way release the successors alteration, extension set out herein. , 19 inc.I COMPANY, a to do business four their heirs, into a contract improvements hereof, and is the Contract which he may and expense shall pay all which such under this it shall remain No suit, action accordance with No suit, action or under the done under it or other forberance Principal and or assigns or forbearance FIDELI .r PERFORMANCE Inc. Principal, and existing under the Surety, hereinafter Arkansas Owner, in the amount and eighty for the payment and assigns, agreement dated all labor and Arkansas Contract. OBLIGATION and save to do and shall in making good any labor or materials of action against priority, then shall be brought on this bond and A.C.A. Section by the Owner after be made in the extension of time or the Principal or any of them, notice to the Surety liability of day $ Stock Company) STATES of the State called Surety, of Six cents Principal jointly and materials , which contract such that if the reimburse such default, or performed the Principal obligation on this bond by the 18-44-503 two years of the for the performance to the other their heirs, or Sureties Surety exceed Jerry UNITED STATES . AND FIDELITY of Maryland are held hundred and Surety severally, for street is by reference the Principal Owner from and repay and, further, under and Surety, shall be null outside the Owner, unless (b) (Supp. 1987) from the date Contract, or of the shall not in personal representatives, of any such the sum DSSreeetsser, tA eft ARKANSAS We Jerry as Principal, hereinafter coroporation organized in the State of as Obligee, hereinafter hundred Dollars ($ 676,413.80 personal representatives, Principal with Owner for for Joyce hereinafter referred THE CONDITION on his part and suffer by reason which the Owner persons all indebtedness persons shall obligation, subject in full force and No suit, action or proceeding A.C.A. Section proceeding shall Contract falls Any alterations the giving by the on the part of the Surety or from their liability being hereby In no event Executed _ i AND GUARANTY Principal COMPANY Surety -: Attorney-in-fact FIDELITY �% .By oberi>GC.�� ARIMMIlattffirMINNIWIIIMMIMMIM ,: ,VINNIZMWfiaBtaeidadereAM :AMA Contract 158 (Arkansas) (11-89) UNITED STATES FIDELITY AND GUARANTY COMPANY POWER OF ATTORNEY NO. 106636 • 1130832 t/GSFIG" KNOW ALL MEN BY THESE PRESENTS: That UNITED STATES FIDELITY AND GUARANTY COMPANY, a corporation organized sad existing under the laws of the State of Maryland and baviog its principal office at the City of Baltimore, in the State of Maryland does hereby constitute and appoint A.P. Eason, Jr. and Robert M. Davis of the City of Fayetteville , State of Arkansas its true and lawful Attomcy(s)-in-Fact, each in their separate capacity if more than one is named above, to sign its name as surety to, and to execute, seal and acknowledge any and all bonds, undertakings, contracts and other written instnmxnts is the nature thereof on behalf of the Company in its business of guannteeing the fidelity of persons; guaranteeing the performance of contracts; and executing or guaranteeing bonds and undertakings required or permitted in any actions or proceedings allowed by law. lo Witness Whereof the said UNITED STATES FIDELITY AND GUARANTY COMPANY has caused this iastnunent to be sealed with its corporate seal, duly attested by the signatures of its Senior Via President and Assistant Secretary, this 22nd day of January , A.D. 1593 •••• UNITED STATES FIDELITY AND GUARANTY COMPANY ayes 41.4Ii ti 1; r STATE O -F MARYLANI) BALTIMORE CITY ) (Sim) By (Signed) By SS: Senior Vice President 4o`}j Assistant Secretary On this 22nd dayof January , A.D. 1993'.befors mepetsodilly came Robert J. Lamendola • Senior Vice President of the UNITED STATES FIDELITY AND -GUARANTY COMPANY% Paul D, Sims Assistant Secretary of said Company, with both of whom I am personally‘�cuainted, who beiag4ry me severally duly swoC, d, that they, the said Robert J . Lamendola and Paul D., -53. -Vs Y were respectively t�e $enlor Vice President and the Assistant Secretary of the said UNITED STATES FIDELITY AND GUARANTY COMPANY, the'carporation described in,aitd hich executed the foregoing Power of Attorney; that they each knew the seal of said corporation; that IhS`seal affixed to said PowIgof•.Attomry was svchtorporate seal, that it was so affixed by order of the Board of Directors of said corporation, and that they signed their Dames thereto by likf orderas Senior Via Preitdevitiand Assistant Secretary, respectively, of the Company. My Commission expires the llth day in e ``(.March �(` `�n 'kit). 19 95. (Signed) .. id, ," .. j..t ,�+�(�� NOTARY PUBLIC This Power of Attorney is granted under and.byauthohority of the following Resolutions adopted by the Board of Directors of the UNITED STATES FIDELITY AND GUARANTY COMPANY on September 24, 1992: RESOLVED, that in connection with the fidelity and surety insurance business of the Company, all bonds, undertakings, contracts and other instruments relating to said business may be signed, executed, and acknowledged by persons or entities appointed as Attorney(s)-in-Fact pursuant to a Power of Attomey issued in accordance with these resolutions. Said Power(s) of Attorney for and on behalf of the Company may and shall be executed in the name and on behalf of the Company, either by the Chairman, or the President. or an Executive Vice President, or a Senior Vice President, or a Vice President or an Assistant Vice President, jointly with the Secretary or an Assistant Secretary, under their respective designations. The signature of such officers may be engraved, printed or lithographed The signature of each of the foregoing officers and the seal of the Company may be affixed by facsimile to any Power of Attorney or to any certificate relating thereto appointing Attomey(s)-in-Fact for purposes only of executing and attesting bonds and undertakings and other writings obligatory in the nature thereof, and unless subsequently revoked and subject to any limitations set forth therein, any such Power of Attorney or cenificate bearing such facsimile sigoahrre or facsimile seal shall be valid and binding upon the Company and any such power so executed and certified by such facsimile signature and facsimile seal shall be valid and binding upon the Company with respect to say bond or undertaking to which it is validly attached. RESOLVED, that Atmmey(s)-in-Fact shall have the power and authority, unless subsequently revoked and, in any case subject to the terms and limitations of the Power of Attorney issued to them, to execute and deliver on behalf of the Company and to attach the seal of the Company to any and all bonds and undertakings. and other writings obligatory in the nature thereof, and any such instrument executed by such Attorney(s)-in-Fact shall be as binding upon the Company as if signed by an Executive Officer and sealed and attested to by the Secretary of the Company. R'. 1 Paul D. Sims . an Assistant Secretary of the UNITED STATES FIDELITY AND GUARANTY COMPANY, do hereby certify that the foregoing is a true excerpt from the Resolution of the said Company as adopted by its Board of Directors on September 24, 1992 and that this Resolution is in full force and effort - - L the undersigned Assistant Secretary of the UNITED STATES FIDELITY AND GUARANTY COMPANY do hereby certify that the foregoing Power of Attorney is in full forte and effect and has riot been revoked. In Testimony Whereof, I have hereunto sctnry band and the seal of STATES FIDELITY AND GUARANTY COMPANY on this+, day � LWT 'i',_ FS 3 (10-92> Assistant Secretary CERTIFICATE OF INSURANCE: PRODUCER Eason Insurance Agency 2340 Green Acres Road Suite #10 Fayyetteville, AR PHONE 501-521-2233 CSR SP 11/07/96 INSURED Jerry Sweetser, Inc. 590 W. Poplar Fayetteville AR > COVERAGES < THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THS COVERAGE AFFORDED BY THE POLICIES BELOW. COMPANIES AFFORDING COVERAGE COMPANY LETTERA The Maryland insurance Co. COMPANY LETTER B COMPANY LETTER C COMPANY LETTER D COMPANY LETTER E THIS IS TO CERTIFY THAT POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OP ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN I5 SUBJECT TO ALL TERMS, EXCLUSIONS, AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. CO LTR A TYPE OF INSURANCE GENERAL LIABILITY EX] COMMERCIAL GEN LIABILITY [ ) CLAIMS MADE [ X] OCC. [ ) OWNERS'S & CONTRACTOR'S PROTECTIVE AUTOMOBILE LIAB A A ANY AUTO ALL OWNED AUTOS SCHEDULED AUTOS HIRED AUTOS NON -OWNED AUTOS GARAGE LIABILITY EXCESS LIABILITY yy UMBRELLA FORM ( ] OTHER THAN UMBRELLA FORM WORKERS' COMP AND EMPLOYERS' LIAB OTHER POLICY NUMBER EPA30174222 ECA300174305 UBA93229491 TC793227446 POLICY EFF DATE 10/30/96 10/30/96 10/30/96 10/30/96 POLICY EXP DATE 10/30/97 10/30/97 10/30/97 10/30/97 LIMITS GENERAL AGGREGATE PROD-COMP/OP AGG. PERS. & ADV. INJURY EACH OCCURRENCE FIRE DAMAGE (ANY ONE FIRE) MED. EXPENSE (ANY ONE PERSON) COMB. SINGLE LIMIT BODILY INJURY (PER PERSON) BODILY INJURY (PER ACCIDENT) PROPERTY DAMAGE EACH OCCURRENCE AGGREGATE STATUTORY LIMITS EACH ACCIDENT DISEASE-POL. LIMIT DISEASE -EACH EMP. 2,000,000 2,000,000 1,000,000 1,000,000 50,000 5,000 1,000,000 2000000 2000000 100,000 500,000 100,000 DESCRIPTION OP OPERATIONS/LOCATIONS/VEHICLES/SPECIAL ITEMS > CERTIFICATE HOLDER < The City of Fayetteville, Arkansas 113 3 West Mountain Fayetteville AR ACORD 25-S (7/90) > CANCELLATION < SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EX- = PIRATION DATE THEREOF, THE ISSUING COMPANY WILL ENDEAVOR TO MAIL 30 = DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT = FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY OF = ANY KIND UPON THE COMPANY, ITS AGENTS OR REPRESENTATIVES. = AUTHORIZED REPRESENTATIVE Robert Michael Davis CERTIFICATE OF INSURANCE: PRODUCER Eason Insurance Agency 2340 Green Acres Road Suite #10 Fayyetteville, AR PHONE 501-521-2233 • • CSR SP 11/07/96 INSURED Jerry Sweetser, Inc. 590 W. Poplar Fay03tevi le AR 7 > COVERAGES <______ THIS CERTIFICATE IS ISSUED AS A MATTER OP INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. COMPANIES AFFORDING COVERAGE COMPANY LETTER A The Maryland Insurance Co. COMPANY LETTERS COMPANY LETTER C COMPANY LETTER D COMPANY LETTER E THIS IS TO CERTIFY THAT POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERN OR CONDITION OP ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL TERMS, EXCLUSIONS, AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. CO LTR A A A A TYPE OF INSURANCE GENERAL LIABILITY (X) COMMERCIAL GEN LIABILITY ( ] CLAIMS MADE (X] OCC. ( ] OWNERS'S & CONTRACTOR 5 PROTECTIVE AUTOMOBILE LIAB ANY AUTO ALL OWNED AUTOS SCHEDULED AUTOS HIRED AUTOS NON -OWNED AUTOS GARAGE LIABILITY EXCESS LIABILITY C UMBRELLA FORM ( ) OTHER THAN UMBRELLA FORM WORKERS' COMP AND EMPLOYERS' LIAB OTHER POLICY NUMBER EPA30174222 ECA300174305 UBA93229491 TC793227446 POLICY EFF DATE 10/30/96 10/30/96 10/30/96 10/30/96 POLICY EXP DATE 10/30/97 10/30/97 10/30/97 10/30/97 LIMITS GENERAL AGGREGATE PROD-COMP/OP AGG. PERS. & ADV. INJURY EACH OCCURRENCE FIRE DAMAGE (ANY ONE FIRE) MED. EXPENSE (ANY ONE PERSON) COMB. SINGLE LIMIT BODILY INJURY (PER PERSON) BODILY INJURY (PER ACCIDENT) PROPERTY DAMAGE BACH OCCURRENCE AGGREGATE (STATUTORY LIMITS EACH ACCIDENT DISEASE-POL. LIMIT DISEASE -EACH EMP. 2,000,000 2,000,000 1,000,000 1,000,000 50,000 5,000 1,000,000 2000000 2000000 100,000 500,000 100,000 DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES/SPECIAL ITEMS > CERTIFICATE HOLDER <---------------------'--__=====> CANCELLATION < NORTHWEST ENGINEERS CIVIL ENGINEERING CONSULTANTS P.O. BOX 1173 FAYETTEVILLE AR 72702 _ACORD 25-S (7/90) = SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EX- = PIRATION DATE THEREOF, THE ISSUING COMPANY WILL ENDEAVOR TO MAIL 10 = DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, BUT = FAILURE TO MAIL SUCH NOTICE SHALL IMPOSE NO OBLIGATION OR LIABILITY OF = ANY KIND UPON THE COMPANY, ITS AGENTS OR REPRESENTATIVES. AUTHORIZED RHPRHSHNTATIVBle / Robert Michael Davis • x STAFF REVIEW FORM AGENDA REQUEST x CONTRACT REVIEW GRANT REVIEW 1VIICRO,Fg�_.� For the Fayetteville City Council meeting of 147A Res. 112 —16 ctiny. ord. I L,ICe t$Cr 30-9 7 FROM: Sid Norbash Enaineerina Name Public Works Division Department ACTION REQUIRED: Approval of change order number 1 to the contract with Jerry D. Sweetser, Inc.in the amount of $22,624.50, for the Joyce Blvd. Street Improvements Project (for water service line adjustments, Old Missouri Rd. to Crossover Rd.). COST TO CITY: $22,624.50 5756,413(Const.Only) Joyce Blvd. Street Impvts. Cost of this Request Category/Project Budget Category/Project Name 4470-9470-5809-00 Account Number 96042-0020 Project Number $676,413 Street Improvements Funds Used To Date Program Name 580,000 Sales Tax Remaining Balance Fund BUDGET REVIEW: X Budgeted Item Budget Adjustment Attached Budget Administrative Services Director CONTRACT/GRANT/LEASE REVIEW: /A6-97 Accoun ity Att. 'ey Vv Purchasing Officer Date A Date GRANTING AGENCY: I -a2-917 Date Date iz797V Date STAFF RECOMMENDATION: Approval of Change Order #1. -✓�- /1/4•61/1 )/ Date Division Hea Department Director Admin''' tttrr'//ativ Ma or vices Director 1-3017 Date 40-) Date Cross Reference New Item: Yes_ Prev Or /Res /0- rb Orig Contract Date: Staff Review Form FAYETTEVI LLE THE CITY OF FAYETTEVILLE, ARKANSAS DEPARTMENTAL CORRESPONDENCE To: Thru: From: Date: Re: Fred Hanna, Mayor Kevin Crosson, Public Works Director Charles Venable, Assistant PWD. Don Bunn, City Engineer Sid Norbash, Staff Engineer January 28, 1997 Joyce Blvd. Street Improvements Old Missouri Rd. to Crossover Rd. Construction Contract Change Order #1 In reference to the above mentioned project, there are some water mains and service line adjustments that are needed in order to clear the way for construction. Since our Water & Sewer Crews are extremely busy at this time, per recommendations of David Jurgens, and your approval, we will contract this work to Sweetser Construction by using a part of the $80,000 contingency amount approved by the Council. Origional amount of contract Change Order #1 New Contract Amount 676,413.00 22, 624.50 $699, SN/sn Attachments: C.O. #1 Copy of the Resolution 037.50 RESOLUTION NO. 112-96 A RESOLUTION AWARDING BID NO. 96-60 IN THE AMOUNT OF $676,413 TO JERRY D. SWEETSER, INC. FOR THE CONSTRUCTION OF THE JOYCE BOULEVARD IMPROVEMENT PROJECT; AND APPROVAL OF A 12% TOTAL PROJECT CONTINGENCY IN THE AMOUNT OF $80,000. BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF FAYETTEVILLE, ARKANSAS: Section 1. That the City Council hereby awards Bid No. 96-60 in the amount of $676,413 to Jerry D. Sweetser, Inc. for the construction of the Joyce Boulevard Improvement Project and approves a 12% total project contingency in the amount of $80,000. The Council authorizes the Mayor and City Clerk to execute said contract. A copy of the contract is attached hereto marked Exhibit "A" and made a part hereof. PASSED AND APPROVED this 15th day of October , 1996. ATTEST: By: Traci Paul, City Clerk APPROVED. By: Fred Hanna, Mayor RECCCDVE I JAN 2 21997 r. • 4474 41. 4 IMPROVEMENTS TO JOYCE BLVD. CHANGE ORDER NO. 1 JOB NO. 96058.02 ITEM DESCRIPTION UNIT QTY. NO. PRICE EXTENDED TOTAL 1 '/4" Copper Water Service line (Installed) $_7.50 /LF 450 LF $_3,375.00_ _Seven and 50/100's /Dollars Words 2 1" Copper Water Service line (Installed) $10.50 /LF 0 LF $ 0 _Ten and 50/100's /Dollars Words 3 Service Tap $_200.00 /EA 20 EA _Two Hundred and no/100's /Dollars Words 4A '/4" Copper Water Service Street Crossing & Street Trench, Backfill & Repair $_21.00 /LF 270 LF _Twenty One and no/100's /Dollars Words 4B '/4" Copper Water Service Street Crossing Pushed Under Street $_14.75 /LF 270 LF _Fourteen and 75/100's /Dollars Words 5A 1" Copper Water Service Street Crossing & Street Trench, Backfill & Repair $_24.50 /LF 0 LF _Twenty Four and 50/100's /Dollars Words 5B 1" Copper Water Service Street Crossing Pushed Under Street $__17.50 /LF 0 LF _Seventeen and 50/100's /Dollars Words $_4,000.00_ $_5,670.00_ $_3,982.50_ $ 0 $ 0 • ITEM DESCRIPTION UNIT QTY. EXTENDED NO. PRICE TOTAL 6 Meter Relocations (Double) $_235.00_/EA 9 EA $_2,115.00_ _Two Hundred Thirty Five and no/100's /Dollars Words 7 Meter Relocations (Single) $_220.00_/EA 10 EA $_2.200.00_ _Two Hundred Twenty and no/100's /Dollars Words 8 Kill & Plug Existing 2 '/d' CI Water Line @ West End of the Project $_1,282.00 /LS10 LS _One Thousand Two Hundred Eighty Two and no/100's/Dollars Words NOTES. $_1,282.00_ 1. ALL COPPER PIPE 15 TO BE WRAPPED IN POLYETHYLENE FILM PER CITY OF FAYETTEVILLE STANDARD WATER LINE SPECIFICATIONS. 2. ALL STREET CUTS ARE TO BE BACKFILLED AND REPAIRED PER CITY OF FAYETTEVILLE STANDARD STREET SPECIFICATIONS. 3. THE CITY OF FAYETTEVILLE WILL PROVIDE BORING FOR PUSHED WATER SERVICE CROSSINGS. Requested By: Recommended By: Northwest En of Crafton, T A Division Associates, Inc. Date : Date: 447.47_ Approved By : l�'� ` / Date: //1l7 of Fayetteville AGENDA REQUEST x CONTRACT REVIEW GRANT REVIEW • STAFF REVIEW FORM Ref /47-944 chny. ore/. a 013 Sw e is cr /o -d9- v7 MICROFILMED For the Fayetteville City Council meeting of Mayor's Approval Only FROM: Sid Norbash Enaineerina Public Works Name Division Department ACTION REQUIRED: Approval of change order number 2 & 3 to the contract with Jerry D. Sweetser, Inc.in the amount of $11,725.00, for the Joyce Blvd. Street Improvements Project for 8" water line adjustments, and addition of surge stone. Justifications indicated on the change orders. COST TO CITY: $11,725.00 Cost of this Request 4470-9470-5809-00 Account Number 96042-0020 Project Number $756,413 inclda. continq. Joyce Blvd. Street Impvts. Category/Project Budget Category/Project Name $711],1]-9.-00 Funds Used To Date $55,3017%100 Remaining Balance Street Improvements Program Name Sales Tax Fund BUDGET REVIEW: X Budgeted Item Budget Coordinator Budget Adjustment Attached Administrative Services Director CONTRACT/GRANT/LEASE REVIEW: City A Purchasing Officer /t9 Date GRANTING AGENCY: /0.2Yi7 Date 10-Q917 Date MMENDATION: Approval of Change Order #2,441.5 /o 27-27 ernal Auditor Department Director Date /o -Z9-9 7 Date IEW\4\\N»»/ ' Administr tive Sery es Director ate / /442 Mayor Date it eL Date Zige- it Date Cross Reference New Item: Yes_ Nol Prev Ord/Res #: Orig Contract Date: • FAYETTEVILLE THE CITY OF FAYETTEVILLE, ARKANSAS DEPARTMENTAL CORRESPONDENCE To: Fred Hanna, Mayor Thru: Kevin Crosson, Public Works Director Charles Venable, Assistant �wD Don Bunn, City Engineer �y3 From: Sid Norbash, Staff Engineer Date: October 27, 1997 Re: Joyce Blvd. Street Improvements Old Missouri Rd. to Crossover Rd. Construction Contract Change Orders #2 and #3 The attached change orders reflect necessary field changes caused by unsuitable soil (C.O. #2), and an 8" water line being in the way of construction (C.O. #3). The funds for these extra expenses are available from the $80,000 contingency amount approved by the Council. Summary of the construction contract is as follows: Original Contract Amount Change Order Number 1 (Increase) Total Contract to Date Change Order #2 (Increase) Change Order #3 (Increase) Total Contract after C.O. #203 SN/sn Attachments: C.O. #2 & C.O. #3 Copy of the Resolution $676,413.00 22,624.50 699,037.50 2,750.00 8,975.00 710,762.50 JOB: CHANGE ORDER NO. 2 NORTHWEST ENGINEERS, A Division of Crafton, Tull and Associates, Inc. Improvements to Joyce Boulevard JOB NO: 96058.00 DESCRIPTION OF CHANGE: Surge stone for backfill areas with ground water. REASON FOR CHANGE: Unanticipated ground water encountered. ITEM ITEM NO. UNIT PRESENT PRICE QUANT. AMT. 9 Surge Stone $11.00/Ton 0 $0.00 TOTAL $0.00 REQUESTED6/n� , 1997 RECOMMENDED 4P-3 , 1997 APPROVED /s -a 9 , 1997 REVISED QUANT. AMT. 250 Tons $2,750.00 $2,750.00 NORTHW S of Cafto In INEE S, A Division Tull & Associates, C JUN 0619 7 1� CHANGE ORDER NO. 3 NORTHWEST ENGINEERS, A Division of Crafton, Tull and Associates, Inc. JOB: Improvements to Joyce Boulevard JOB NO: 96058.00 DESCRIPTION OF CHANGE: Relocation of 8" water line to be tapped off of 36" water line on North side of Joyce Street. Includes removal and repaving with concrete of up to 20' x 10' area of parking lot. REASON FOR CHANGE: Water line tapped into water main on South side of Joyce and running North across Joyce St. was not low enough after street was excavated. It was determined that tapping off of 36" line on North side of Joyce was better and less expensive than lowering line across Joyce St. Working days are changed from 120 working days to 130 working days due to this Change Order. ITEM ITEM UNIT PRESENT REVISED NO. PRICE QUANT. AMT. QUANT. AMT. 10 Water Line $8975.00/LS 0 $0.00 Lump Sum $8975.00 TOTAL $0.00 $8975.00 REQUESTED �D—/Q — 727, 1997 RECOMMENDED 0997 , 1997 APPROVED /0 P? , 1997 NOR HW S I JNRS, - Division of Crafton, T Inc. & Associates, City of Fayetteville RESOLUTION NO. 112-96 A RESOLUTION AWARDING BID NO. 96-60 IN THE AMOUNT OF $676,413 TO JERRY D. SWEETSER, INC. FOR THE CONSTRUCTION OF THE JOYCE BOULEVARD :IMPROVEMENT PROJECT; AND APPROVAL OF A 12% TOTAL PROJECT CONTINGENCY IN THE AMOUNT OF $80,000. BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF FAYETTEVILLE, ARKANSAS: Section 1. That the City Council hereby awards Bid No. 96-60 in the amount of $676,413 to Jerry D. Sweetser, Inc. for the construction of the Joyce Boulevard Improvement Project and approves a 12% total project contingency in the amount of $80,000. The Council authorizes the Mayor and City Clerk to execute said contract. A copy of the contract is attached hereto marked Exhibit "A" and made a part hereof. PASSED AND APPROVED this 15th day of October , 1996. ATTEST: By: Traci Paul, City Clerk APPROVED. By: Fred Hanna, Mayor AGENDA REQUEST x CONTRACT REVIEW GRANT REVIEW For the Fayetteville FROM: Sid Norbash ��✓ Name STAFF REVIEW FORM MICROFILMED Res./0-14 chry, 0r4/ 9 Swe e -AJ es - 3 v yc e O/mal 5n5 1--a6-1e City Council meeting of Mayor's Approval Only Engineering Division Public Works Department ACTION REQUIRED: Approval of final payment & and to the contract with Jerry D. Sweetser, Inc Improvements Project reconciliation change order, . for Joyce Blvd. - Street COST TO CITY: $50 633.20 Cost of this Request 4470-9470-5809-00 $893 011 inclda. continq. Joyce Blvd. Street Impvts. Category/Project Budget Category/Project Name $839,537 Street Improvements Account Number Funds Used To Date 96042-0020 553,474 Project Number Remaining Balance Program Name Sales Tax Fund BUDGET IEW: • Budget Coordinator 21U X Budgeted Item Budget Adjustment Attached Administrative Services Director CONTRACT/GRANT/LEASE Accounti g M= ager \ 4. Cit Attorney G -VV N ksz REVIEW: -a/45' Date 111-5'F Date I—al-QB Purchasing Officer Date GRANTING AGENCY: Date 57/ (5413) Date STAF? COMMENDATION: Approval of Change )4/71-"--- ivision Head Department Director Adminis rativ9 Fervices Director r Date /-z L -a Date -112 Date May / - /fl Date Order #4 & Final Reconciliation. Cross Reference New Item • Yes_ No X Prey Ord/Res #: Orig Contract Date: FAYETTEVILLE THE CITY OF FAYETTEVILI.E, ARKANSAS To: Fred Hanna, Mayor Thru: Kevin Crosson, Public Works Director Charles Venable, Assistant�P47� Don Bunn, City Engineer From: Sid Norbash, Staff Engineers-' Date: January 19, 1998 Re: Joyce Blvd. Street Improvements Old Missouri Rd. to Crossover Rd. Contract Change Order #4 & Final Reconciliation The above referenced project is now completed, and the final payment on this project is attached. Due to the conditions beyond our control 4 change orders were necessitated, and some bid quantities such as unclassified excavation had over -run. Overall, the project cost came under budget. Summary of the construction contract is as follows: Original Contract Amount $676,413.00 Change Order #1 (Increase) 18,624.00 Change Order #2 (Increase) 6,491.87 Change Order #3 (Increase) 8,975.00 Total Approved to Date $710,503.87 Change Order #4 (Increase) 4,952.36 Reconciliation Amount (Increase) 45,680.84 Total Final Cost of Contract $761,137.07 We request approval of the Change Order #4 in the amount of $4,952.36, and also the contract over -run in the amount of $45,680.84. Justifications for the changes have been submitted by Northwest Engineers, and are attached. SN/sn Attachments: C.O. #4 & and Reconciliation Copies of the Resolutions 113 WEST MOUNTAIN 72701 501-521-7700 FAX 501-575-8257 • CONORTHWEST ENGINEERS ) CIVIL ENGINEERING CONSULTANTS A DIVISION OF CRAFTON TULL & ASSOCIATES, INC. January 20,1998 Mr. Sid Norbash City of Fayetteville 113 West Mountain Fayetteville, AR 72701 Al Harris, R.L.S. Kurtis J. Jones, P.E. Robert C. Reece, P.E. Harry G. Gray, P.E. (1941-1997) RE: Joyce Boulevard Improvements NWE No. 96058 02 Dear Sid: Per your request, we have reviewed the change orders for the above referenced project, and offer the following summary of those change orders: Change Order No. 1: Change Order No. 1 included the relocation of the pnvate water services and meters along the project. This item was not included in the onginal contract because, at the time, it was believed that the City's Water and Sewer Department could complete this work more cost effectively than a pnvate contractor, however, due to scheduling problems, the decision was made after the contract was awarded to have the contractor (Sweetser Construction) complete the work. Total Cost: $18,624.00 Change Order No 2: Change Order No. 2 included approximately 590 tons of surge stone. The surge stone was used in areas where severe ground water problems were expenenced to help expedite construction and to help insure a stable road subgrade. Total Cost: $6,491.87 Change Order No. 3: Change Order No. 3 included the lowenng of an 8° water line that crossed Joyce Boulevard. The water line was higher than expected, and had to be lowered to avoid a conflict with the new street grade Total Cost $8,975.00 P.O. Box 1173 / 524 W. Sycamore / Fayetteville, Arkansas 72702-1173 / (501) 443-4535 / FAX (501) 442-6966 E-mail: cta@craftull.com Website: http://www.craftuli.com Mr. Sid Norbash January 20, 1998 Page -2- •. . Change Order No. 4 included 76 square yards of concrete street paving, 132 linear feet of chain link fence, and approximately 90 tons of class 7 base for private drives. The concrete street paving was used in lieu of asphalt at the east end of the project for a small section of street that tied into the existing concrete street section. The chain link fence was used to replace an existing section of chain link fence that had to be removed for construction in front of a residence along Joyce Boulevard. We did not originally anticipate that this section of fence would have to be removed, and had hoped that the work could be completed without disturbing the fence. The base material was used for extensions of drives that some of the home owners along the project requested. Total Cost: $4,952.36 Other Cost Overruns: The largest cost overrun for the project was the undercut pay item. The original estimate was 7,500 cubic yards of undercut. This estimate was based on the assumption that a large portion of the existing material on site could be utilized for the roadway subgrade. However, during construction, we discovered that the majority of the existing material was unsuitable for subgrade construction. The final undercut quantity for the project was 11,876 cubic yards resulting in an overrun of 4,376 cubic yards. Total Cost: $39,384.00 + M;sC, over -run≤ Should you have any questions, or require any additional information, please contact us at your convenience. Sincerely, NORTHWEST ENGINEERS A DIVISION OF CRAFTON, TULL & ASSOCIATES, INC. Kurtis J. Jone P.E. CHANGE ORDER NO. 4 NORTHWEST ENGINEERS, A Division of Crafton, Tull and Associates, Inc. JOB: Improvements to Joyce Boulevard JOB NO: 96058.00 DESCRIPTION OF CHANGE: Concrete paving to include removal and haul off of old concrete and replacement of chain link fencing for 2740 Joyce Street. Gravel for driveway extension/transition. REASON FOR CHANGE: To avoid removal of a large section of concrete paving to replace with asphalt changed to a small transition section of concrete paving. Chain link fence found to be on street right-of-way. Due to the grades encountered, some driveways required some SB-2 gravel to transition from pavement to original gravel drive. ITEM ITEM NO. UNIT PRICE. PRESENT QUANT. AMT. REVISED QUANT. AMT. 11 Conc. Paving $38.00/SY 0 $0.00 76 SY $2888.00 12 4' Ch. Link Fence Replace. $7.50/LF 0 $0.00 132 LF $990.00 13 SB-2 Gravel Drives $12.00/Ton 0 $0.00 89.53 Tons $1074.36 TOTAL $0.00 $4952.36 REQUESTED /2 -8/ , 1997 RECOMMENDED , 1997 APPROVED X931 1V3\113I\1.V1 1:.1\V \ 3\U, fl USV101V31 of Craf ton, T & Associates, In City of Fayetteville z a.J!! J J! J J J -. J J m aD V m v, -s w D D MM o m m V 61 D D D D D D D A ! W W N ! A C; o D v a - N A N C m C n fD �1 n n n O P? o_ .' m O (3D n n m �'. -. •O J N O p " O) °�• 1i= ip N 0 _ :: n Sk °,-. =1 J n o d .Ci 1 d -< m 0 0 0 0 :° tp N M 00 co e CD �- a v a �1 m �^ '� '� '� •t m m m w 3 of n �, m a - 0-0(DC C O in CD CD CD CD N. D) m L7 c c ei m O N CD N J J J J J J N O) W a W a V N O O) O O_ J A J W (O O) CD tp N ? �I U) tD U) 0 0 W o (Wn O V N -+ J au J N W O O) W N O O O N t0 O) N -a (T O O a 0000 (Si 0000 a p m r r -i w w w r r r r r m m r D w w r o r C T T j {{{ T T m T T D D Ci {{ C { T N N N N N V { m Cl) w C C C 3 3 3 pO p0 J ..! J J a J J J ! J a a a a a a Q N O O O A O O O O O J O N W O O O O O O O N N 0 0 0 0) ao o o o N 0 0 o o N °' 0 0 0 0 0 0 0 0 OD O A o T m n C) O W N 0 3 OW A J ! J N J J N)Q1 W -+ O O(l) N!! A NUI 04- PG) -+ ! A 00 '• -' V N D OD Ol N N O V W O m CCCt) W O) O O W twp N o o Oa) A o W V W o O N O O W O) O) O Oo o m m r r-4 w w w r r r r r m m D w w O r O O -I -1 0 0 0 m m o {{{ m T m m m D D C1 {{ -< T N D) J j {{{ CO 00 O O a J a a ! J a a a J ! ! ! ! J a a a a a J J ! J a a J K Q O O O O O O O O O O O O O O O O O O O O o o O O o O o O .0c_ 0 00 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o OZ O � -S O O mm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9 9 a o 0 0 o a o 0 0 m C Ui N G9 fA 69 90f') (l O) Vi M V) Vi WD fA 494949494-01 0-4 Vi a f!f G9 W 4A a W W N N -a 0000 69 a 049444444(94 -CA fA 49 o -0 C a V (9(0(0(04-c) 0)a 010000 W O O) A O) O O O) O (O N A O X Z O cc C01 N 0 0 0 0 0 0 0 0 0 N CJi O O N (P01OOO O O O O N O m - 0 --. - - - -.- 0 0 - 0 - 0 0 0 0 0 r r 0 w w w r r r r r m m m m r D w w r n r p p_4n p p r T 6J9 44444949 V) EA 4964 -t4- �-' 6R m 49 4944 (H 49 a a N N 44 N W fA a W FA fA ! OD O 69 A 44 --I N 6q 69 O V 4-a A D7 V O J A 010 U) J N W J N W O) A OD O) m a O) A N O w N w A V A bob J W (JN V O A W OD N W OD Z O W OD O) 69 W O QD A o o o 0 A! N O A J O J N N Do O! O 0) Va 0)0014- V 00000 ( J V OD O) A N N A A W 4-04-0 m O Ut OD O W N O O O O O O O O N OD O O (Jl O O N O O O O O v 0 ON) 0)0(31000000000 ()) 0 0 0 0 0 0 0 0 0 010000000 M 0 0 0 0 A O mc C') mm m-ZI D m O) fr - Fp0 aDO z ja�ar v Dm ZW T Z N O a W N J 1 fn W O r J r W o CD A CD N o C a W v 1 WV N O N 0I � Dl •O o N L N CD c ° m m 0 1 (no CD CD 2, 0 CD C) CD m V V N N N O O t0 O O O O 00 O J J J J J J 00 m m r r r r m r r r r r r r r r r D D T T T T >m T c c 1111 3CCC 3 3 3 33 V V V v v V (A a W N N a i332333 3 3 3 3 3 Z C) m O) N N W 0) O J a J J J J J O 0 0 0 0 0 0 OD J 0 I I a ' u 0 0 0 0 0 0 0 c o v o O O O O O O O m 0 J J J J J J J a N 000000 00000 N O) W 0) N N o O O O 0 o W O N O O N O) N O O) N T D D T T m D T T T T J J J J J J J J J J J a J J J 000 O O O 00 O 00000000 0 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 O 0 0 O O O 0 0 0 0 0 0 0 0 0 69 N N 6'A GH 69 69 1Q44 N W J N J N 0-s 49 O U14 a a J 00 000 O CM O 00 O m r r r ` r r Dr D T T T T > m m 4w 69 4, 49 t0949 69 J J J 69 CO -sA 00 M44OJ -J 03 Cii 00) 00 v O N (3' 0-J (Ti a bb b 000 O O 00 0 4,49 49UN) N 000 000 O O O 000 rrr (3 fn 0) 6444 N (MO O O O O O O 000 Om Cm zH 1 o o On �O Z 9 m m 0 > m m m -1 m D < -Z-) (n 1 J 10 �r.OTO�t O m - Rt i�o in D R1 O .ZD1 O mm rn ZW T Z Nm ry C) D O T� 0 Co mm 4. J (T 69 49 O A V Z) z O W N C)- 000 m rrr co T T m 69 x J v v 1 m (n(O O) z O N O O O A N m boo 000 O x J W J N J J J O co C OT nn T� S N A N r V {U T CD y/ T 1 C rn m m O m m N O TCt O N I1 m ; CD d m 0 (D W N N W V U) W N O) J O J -ITN o { c c 3 3 N O N O i 3 i i 3 D D z Z z z m m m m m m 000 0 o 0 w 0 o 000 0 o 0 0 0 o 0 0 o 0 mm m z z z O O 0 a W N J CD p J O O (fl W V 9 (.)NO) o V N) -lrw o m o m { m a O Z1 ! J J J J J 00 0 0 0 0 0 Q 0 0 0 0 0 0 m sv v+ fN 69 l0 fA IV J EA W V J N N V OD N J N 6 6 0 0 0 0 r r o !n o N O7 J J N W N V A O W V+ J A 7-I 0 7 �0 $ ,0 0 z m nn <g in m -- :1 z 9 N o J m p r0 T 3k J A). O 0o)0 0 n j m D W T o z U)D m D o nO J W 0 C z m m 0 m O 4 2 > @ > » 0 0m 2 G 2 ; m> ® 2 m m m } m / ; m 0 0 § \ 7 0 -<§ ( -1 O e 7 > z �m 0o \ <CD 3 z 40 2} ) CD ca Pn \ } \� o5 § [ §I m m m m §m G 0 2 > X0 �> j§ n ®®%gym 6ro >m gw -n �� )/ > 0 > 22 0 (( m m \ RESOLUTION NO. 112-96 A RESOLUTION AWARDING BID NO. 96-60 IN THE AMOUNT OF $676,413 TO JERRY D. SWEETSER, INC. FOR THE CONSTRUCTION OF THE JOYCE BOULEVARD IMPROVEMENT PROJECT; AND APPROVAL OF A 12% TOTAL PROJECT CONTINGENCY IN THE AMOUNT OF $80,000. BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF FAYETTEVILLE, ARKANSAS: Section 1. That the City Council hereby awards Bid No. 96-60 in the amount of $676,413 to Jerry D. Sweetser, Inc. for the construction of the Joyce Boulevard Improvement Project and approves a 12% total project contingency in the amount of $80,000. The Council authorizes the Mayor and City Clerk to execute said contract. A copy of the contract is attached hereto marked Exhibit "A" and made a part hereof. PASSED AND APPROVED this 15th day of October , 1996. y T:%'' , 1 1 - � ATTEST::: By: 1� PL >Qb Traci Paul, City Clerk APPROVED By: Fred Hanna, Mayor RESOLUTION NO_ A RESOLUTION AWARDING A ENGINEERING CONTRACT IN THE AMOUNT OF $98,960, PLUS A 10% CONTINGENCY IN THE AMOUNT OF $9,896, TO NORTHWEST ENGINEERS, A DIVISION OF CRAFTON, TULL & ASSOCIATES, FOR JOYCE BOULEVARD IMPROVEMENTS FROM OLD MISSOURI ROAD TO HIGHWAY 265. BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF FAYETTEVILLE, ARKANSAS: Section 1. The City Council hereby awards a engineering contract in the amount of $98,960, plus a 10% contingency in the amount of $9,896 to Northwest Engineers, a division of Crafton, Tull & Associates, for Joyce Boulevard improvements from Old Missouri Road to Highway 265 and, authorizes the Mayor and City Clerk to execute same. A copy of the contract is attached hereto marked Exhibit "A" and made a part hereof. PASSED AND APPROVED this 16th day of April , 1996. APPROVED: By: 7 �� red Hanna, Mayor ATTEST By: Traci Paul, City Clerk / STAFF REVIEW FORM X AGENDA REQUEST X CONTRACT REVIEW GRANT REVIEW For the Fayetteville Ci Council meeting of Sid Norbash A&tt Engineering Public Works Name Division Department ACTION REQUIRED: Approval of the Engineering Contract with Northwest Engineers in the amount of $98,960.00, for the Joyce Blvd. Improvements from Old Missouri Rd. to Hwy 265. Also approval of a contingency amount of $9,896.00 (10%). COST TO CITY: 5108,856.00 $1,100,000 Joyce Blvd. Old Mo. to Hwy 265 Cost of this Request Category/Project Budget Category/Project Name 4470-9470-5809-00 Account Number 96042-0010 Project Number BUPGP4P REVIEW: $udoe Coordinator Funds Used To Date Street Improvements Program Name $ 1, 100, 000 Sales Tax Remaining Balance Fund X Budgeted Item Budget Adjustment Attached CONTRACT/GRANT/LEASE REVIEW: ve Services Director GRANTING AGENCY: 3-.z'94t Date Coordinato Date 3-2t- --q , v Date 4Inrnal Auditor Date Purchasing Officer Date STAFF RECOMMENDATION: Approva f the contract, and the contingency amount. , 322/ b Di sion Head Date Cross Reference New Item: Yes X No_ Department Director Date Prey Ord/Res #: Administrative Services Director Date Orig Contract Date: Mayor Date FAYETTEVI LLE f THE CITY OF FAYETTEVILLE, ARKANSAS DEPARTMENTAL CORRESPONDE To: Fayetteville City Council Thru: Fred Hanna, Mayor Charles Venable, Assistant PWD Don Bunn, City Engineer From: Sid Norbash, Staff Engineer Date: March 27, 1996 Re: Joyce Blvd. Impvts.-old Mo. Rd to Hwy 265 The above referenced project is a 1996 Capital Improvement Project, as part of the Capital Street Improvements. In the C.I.P. document, this project is scheduled for Engineering design in 1996 and construction in 1997. The Council Street Committee recommended that due to the deteriorating condition of the street, safety concerns, and the heavy traffic, this project be completed in 1996. By resolution number 35-96 City Council approved moving the construction phase to 1996. Northwest Engineers, Inc., a division of Crafton, Tull & Associates, Inc. has been selected through the professional contracts selection process to perform the engineering tasks for this project. A copy of the proposed contract with Northwest Engineers, Inc. is attached for your review and approval. The fees are not to exceed figures, and will be based on the actual time spent on the project and actual expenses. The Staff is requesting that the Council would approve the following: 1- Approval of the award of the engineering contract to Northwest Engineers, Inc. in the amount of $98,960.00. 2 -.,Approval of a project.contingencyi-in'the amount of, $9 896.00: SN/sn Attachments: Vicinity Map Engineering Contract I MICROFILMED CONSTRUCTION SPECIFICATIONS AND CONTRACT DOCUMENTS STREET AND STORM DRAINAGE IMPROVEMENTS I FOR JOYCE BOULEVARD Fayetteville, Arkansas 1 I I I IJ F.. I I I F 1 1 I NWE NO. 96058.00 September 1996 Prepared by: A DIVISION OF CRAFTON, TULL & ASSOCIATES, INC P.O. Box 1173 / 524 W. Sycamore Fayetteville, Arkansas 72702-1173 (501) 443-4535 / FAX (501) 442-6966 Ii I I STREET AND STORM DRAINAGE IMPROVEMENTS FOR JOYCE BOULEVARD FAYETTEVILLE, ARKANSAS NWE No. 96058.00 ' ADDENDUM NO. 01 09/24/96 ' The contract documents for the above referenced project, dated September, 1996, are hereby amended by this Addendum, dated September 24, 1996, consisting of 1 sheet. ' CLARIFICATION TO THE SPECIFICATIONS AND BID DOCUMENTS: 1) ITEM 216 - All Corrugated Metal Pipe shall be 14 gauge and asphalt ' coated per the Specifications. 2) The number of working days the Contractor has to complete this project is 120 days. The Contractor is to disregard the blank on the bid proposal form for number of working days. CLARIFICATION TO THE PLANS: 1) UTILITY RELOCATIONS - The utility owners will be responsible for all necessary utility relocations within the right-of-way. However, the contractor shall be responsible for verifying the location of all utilities prior to any excavation work, and shall immediately notify the Engineer and the Owner in the event of any conflicts. REVISION TO THE PLAN QUANTITIES: 1) BID ITEM NO. 14 - DRIVE APRONS - The estimated quantity for this item is revised from 185 SY to 435 SY. 2) BID ITEM NO. 16 - CONCRETE DRIVES - The estimated quantity for this item is revised from 613 SY to 1013 SY. These revisions represent 7 additional concrete drives on the south side of ' Joyce Boulevard between stations 19+00 and 30+00 that are not shown on the construction plans. ru I I I .1 I I STREET AND STORM DRAINAGE IMPROVEMENTS FOR JOYCE BOULEVARD FAYETTEVILLE, ARKANSAS NWE No. 96058.00 ADDENDUM NO. 02 09/30/96 ' The contract documents for the above referenced project, dated September, 1996, are hereby amended by this Addendum, dated September 30, 1996, consisting of 1 sheet. CLARIFICATION TO THE SPECIFICATIONS AND BID DOCUMENTS: 1) ITEM 240 - The items Excavation, Embankment, and Undercut shall be ' performed as indicated in the Specifications, but paid for separately per the Bid Proposal Form. Undercut shall consist of the removal and replacement of any unsuitable material below the plan subgrade elevation as directed by the Engineer. F I I I I I 1 0 I I I I I I I I [J LI INDEX Advertisement for Bids Instruction to Bidders Bid Proposal Statement of Bidder' Qualifications Contract Agreement Performance Bond Payment Bond General Conditions Supplement to General Conditions Technical Specifications ITEM 202 Clearing and Grubbing ITEM 216 Pipe Culverts ITEM 217 Drop Inlets and Junction Boxes ITEM 225 Seeding ITEM 228 Riprap ITEM 240 Excavation and Embankment ITEM 241 Lined Pipe Underdrain ITEM 250 Temporary Erosion Control ITEM 260 Maintenance of Traffic ITEM 301 Portland Cement Concrete ITEM 303 Concrete Street Construction ITEM 304 Concrete Sidewalks ITEM 306 Concrete Box Culverts ITEM 310 Reinforcing Steel for Structures ITEM I ITEM ITEM ITEM ITEM ITEM I I 1900 Asphalt Trail 1901 Concrete Curb and Gutter 1904 Class 7 Stone Base Course 1909 Asphaltic Concrete Hot Mix Binder Course 1912 Asphaltic Concrete Hot Mix Surface Course on Binder 1913 Asphalt - Equipment and Construction Methods Appendix A - OSHA Safety Requirements for Excavation Appendix B - Minimum Street Standards, City of Fayetteville Appendix C - Geotechnical Investigation I ADVERTISEMENT FOR BIDS STREET & STORM DRAINAGE IMPROVEMENTS FOR JOYCE BOULEVARD CITY OF FAYETTEVILLE, ARKANSAS Sealed bids for the construction of street and storm drainage improvements for Joyce Boulevard, Fayetteville, Arkansas, will be ' received by the City of Fayetteville, Arkansas, at the Purchasing Office, Room 306, City Administration Building, 113 West Mountain Street, Fayetteville, Arkansas, 72701, until 1:30 p.m. local time on Monday, September 30, 1996, and then at said office publicly opened and read aloud. The proposed work generally consists of street and storm drainage ' construction. The attention of all Bidders is called to the requirements of the specifications that traffic be kept open to the public during construction. A minimum of one lane of traffic shall ' be maintained at all times. The Contract Documents, consisting of the Advertisement for Bids, Instruction to Bidders, Bid Proposal, Contract, General Conditions, ' Supplementary Conditions, Payment Bond, Performance Bond, Drawings, Specifications, and Addenda, may be examined and obtained at the City of Fayetteville Engineering Office, Room 004, City ' Administration Building, 113 West Mountain, Fayetteville, AR. Each contractor shall be responsible for the investigation, inspection, and studies of the project site as deemed necessary to familiarize themselves with all conditions encountered. Each contractor shall be responsible to read and comply with the Instructions to Bidder as contained in the Contract Documents. Each bid must be accompanied by a cashier's check or surety bond in an amount of five percent (5%) of the total whole bid. Said bond shall be issued by a resident local agent who is licensed by the Arkansas State Insurance Commissioner to represent the surety company executing said bonds, and filing with such bonds his power - of -attorney. The mere countersigning of the bonds by a resident agent shall not be sufficient. In the event the successful bidder fails, neglects, or refuses to enter into the contract for the construction of said work and furnish the necessary bonds in accordance with the Contract General and Supplemental Conditions, the Owner shall retain said check or bond as liquidated damages. Bids shall be made on the official bid sheets contained in the specifications, and such bid sheets shall not be removed from the remainder of the Specifications and Contract Documents. All bids shall be sealed and the envelope addressed to the City of Fayetteville, Purchasing Office, Room 306, 113 West Mountain Street, Fayetteville, Arkansas 72701, and clearly marked on the lower left side of the bid envelope shall be the following I II I I 7 LJ I H I I I I H I I I information: The Bid number, the project name/title, the date of the bid opening, the time of the bid opening and the bidding contractor's name and license number. All bidders shall be licensed under the terms of Act 150 of the 1965 Acts of the Arkansas Legislature. No bidder may withdraw his bid within sixty (60) days after the actual date of the bid opening. The City of Fayetteville reserves the right to reject any and all bids, and to waive any formalities as deemed to be in the best interest of the City of Fayetteville. J I INSTRUCTIONS FOR BIDDERS: 1. Defined Terms. Terms used in these Instructions to Bidders which are defined in the Standard General Conditions of the Construction Contract shall have the meanings assigned to them in the General and Supplementary Conditions. The term "Bidder" means one who submits a Bid directly td the Owner, as distinct from a sub -bidder who submits a bid to a Bidder. The term ' "Successful Bidder" shall mean the lowest, qualified, responsible and responsive Bidder to whom Owner (on the basis of Owner's evaluation as hereinafter provided) makes an award. The term "Bidding Documents" includes the Advertisement or Invitation to Bid, Instructions to Bidders, the Bid Proposal Form, and the proposed Specifications and Contract Documents (including all Addenda issued prior to the receipt of Bids). ' 2. Copies of the Bidding Documents. Complete sets of the Bidding Documents in the number and amount, in any, stated in the Advertisement to Invitation to Bid may be obtained from the Engineer upon request. Complete sets of Bidding Documents must be used in preparing Bids; neither the Owner nor Engineer assumes any responsibility for error or misunderstandings resulting from the use of incomplete sets of Bidding Documents. ' Owner and Engineer in making copies of Bidding Documents available on the above terms do so only for the purpose of obtaining Bids on the Work and do not confer a license or grant for any other use. ' 3. Oualifications of Bidders. When included with, and made a part of the Bid Proposal, the Bidder must submit a completed "Statement of Bidder's Qualifications" as part of the Bid Proposal. The "Statement of Bidder's ' Qualifications" is required to demonstrate qualifications to perform the Work and will be used in evaluating all bids as a basis for award. ' 4. Examination of Contract Documents and Site. 4.1. It is the responsibility of each Bidder before submitting a Bid, to ' (a) examine the Contract Documents thoroughly, (b) visit the site to become familiar with local and specific conditions which may affect cost, progress, safety, performance or furnishing of the Work, (c) consider all Local, State and Federal Regulations and Laws which may ' affect cost, progress, safety, performance or furnishing of the Work, (d) study and carefully correlate Bidder's observations with the Contract Documents and (e) notify Engineer of any and all conflicts, errors or discrepancies in the Contract Documents. 4.2 Information and data reflected in the Contract Documents with respect to Underground Facilities at or contiguous to the site is based upon information and data furnished to the Owner and Engineer by owners of such Underground Facilities or others, and Owner nor Engineer does not assume responsibility for the accuracy or completeness thereof unless it is expressly provided otherwise in the Supplementary Conditions. ' 4.3 Provisions concerning responsibilities for the adequacy of data furnished to prospective Bidders on subsurface conditions, Underground Facilities and other physical conditions, and possible changes in the Contract Documents due to differing site conditions appear in Article 4 of the General Conditions and any associated Supplementary Conditions. J I 4.4 Before submitting a Bid, each Bidder will, at Bidder's own expense, make or obtain any additional information, examinations, explorations, tests and studies which pertain to the physical conditions of the surface and subsurface at, or contiguous to the site or other wise which may affect cost, progress, safety, performance or furnishing of the Work and which the Bidder deems necessary to determine the Bid for performing and furnishing the Work in accordance with the time, price and other terms and conditions of the Contract Documents. 4.5 Upon request in advance, the Owner will provide each Bidder access to the site to conduct any observations, explorations and tests as each Bidder deems necessary for submission of a Bid. Bidder shall be required to fill in all holes and to restore all property to its former condition. 4.6 The lands upon the Work is to be performed, rights -of -way and easements for access thereto and other lands designated for use by the Contractor in performing the Work are identified in the Contract Documents. All additional lands and access thereto required for temporary facilities or storage of materials and equipment are to be provided by the Contractor. Easements for permanent structures or permanent changes in existing structures are to be obtained in advance by the Owner unless specifically noted otherwise in the Contract Documents. . . 4.7 The Bidder must satisfy themselves of the accuracy t quantities in the Bid schedule by examination of the site drawings and specifications including any Addenda. After submitted, the Bidder shall not assert that there was any concerning the quantities of Work or the nature of Work t o o the estimated and a review of the bids have been misunderstanding be performed. I I I I I 4.8 the submission of a Bid will constitute an irrevocable representation by Bidder that Bidder has complied with every provision and. requirement of this paragraph 4, that without exception the Bid is premised upon performing and furnishing the Work required by the Contract Documents and such means, methods, techniques, sequences or procedures of construction as may be indicated in or required by the Contract Documents, and that the Contract Documents are sufficient in scope and detail to indicate and convey understanding of all terms and conditions for performance and furnishing the Work. , S. Interpretations and Addenda. All questions about the meaning or intent of the Contract Documents are to be directed to the Engineer. Interpretations or clarifications considered necessary by the Engineer in response to such questions, and/or any information deemed necessary by the Owner or Engineer, will be issued by Addenda mailed or delivered to all parties recorded by the Engineer as having received the Bidding Documents. Only questions answered and/or other information furnished by formal written Addenda will be binding. The Point of Contact for questions and clarifications for this specific project is Jim Beavers, P.E.; City Engineer (501) 575-8206. - - 6. Bid security. ' Each Bid must be accompanied by Bid security made payable to the Owner in an amount od five percent (5%) of the Bidder's total maximum bid price and in the form of a certified or bank check or a Bid Bond (on form attached, if a form is prescribed and included) issued by a surety meeting the requirements of the General and Supplementary Conditions. 1 The Bid security of the Successful Bidder will be retained until such Bidder has executed the Agreement and furnished the required contract security, whereupon the Bid security will be returned. If the Successful Bidder fails to execute and deliver the Agreement and furnish the required contract security within 15 days after the Notice of Award, Owner may annul the Notice of Award and the Bid security of that Bidder will be forfeited. The Bid security of other Bidders whom the owner believes to have a reasonable chance of receiving award may be retained by Owner until the earlier of the seventh day after the Effective Date of Agreement or the 61st day after the Bid opening, whereupon the Bid security furnished by ouch Bidders will be returned. Bid security with Bids which are not competitive will be returned within 10 days of Bid opening. 7. Contract Time. The number of days within which, or the dates by which, the Work is to be substantially completed and also completed and ready for final payment (The Contract Time) are as set forth in the Bid Proposal,t contract Agreement. ' 8. Liquidated Damages. Provisions for liquidated damages, if any, are set forth in the Bid Proposal and/or the Contract Agreement. 9. Substitute or "Or -equal" items. ' The Contract, if awarded, will be on the basis of materials and equipment described in the Drawings or specified in the Specifications without consideration of possible substitute or "or -equal" items. Substitute or "or- ' equal" items of materials or equipment, unless it is specified that no substitute will be allowed, may be furnished or used by the Contractor. if acceptable to the Engineer. Application for acceptance for possible substitute or "or -equal" items will not be considered by the Engineer until ' after the effective date of the Contract Agreement. The procedure for submission of any such application is set forth in Article 6.7 of the General Conditions and any associated Supplementary Conditions. 10. Subcontractors, suppliers and others. The Contractor shall not assign or sublet all or any part of this Contract ' without the prior written approval of the Owner and Engineer. Nor shall the Contractor allow any subcontractor to commence work until he has provided and obtained approval of such compensation and public liability insurance as required by the Contract Documents. The approval of each subcontract by the ' Owner will in no manner release the Contractor from any of his obligations as set forth in the Contract Documents including the Plans, Specifications, Contract and Bond(s). 11. Bid Proposal Form. 11.1 All bide must be made on the required Bid Proposal form contained in the 'Bidding Documents. Additional copies may be requested from the Engineer. 11.2 All blank spaces for Bid prices must be filled in, in ink or type written, and the Bid form must be fully completed and executed when submitted. 'Only one (1) copy of the Bid form is required. 11.3 Bids by corporations must be executed in the corporate name by the president or vice-president (or other corporate officer accompanied by evidence of authority to sign) and the corporate seal must be affixed and ,. attested by the secretary or an assistant secretary. The corporate address and. state of incorporation must be shown below the signature. 11.4 Bids by partnerships must be executed in the partnership name and signed by a partner, whose title must appear under the signature and the official address of the partnership must also be shown below the signature. 11.5 All names mustbe typed or clearly printed in ink below the signature. 11.6. The Bid shall contain an acknowledgement of receipt of all Addenda (the numbers of which must be filled in on the Bid form). 11.7. The address and telephone number for communications regarding the Bid must be shown. 12. Submission of Bids Bids shall be submitted at the time and place indicated int eh Advertisement or Invitation to Bid and shall be enclosed in an opaque sealed envelope, marked in the lower left portion with the Project Title, Bid Number, Date of the bid opening, time of the bid opening, bidding contractor's name and license number. The •Bid shall be accompanied with the Bid Security and other required forms and documents. If the Bid is sent through the mail or other delivery system, the sealed envelope shall be enclosed in a separate sealed envelope wit the notation "Bid Enclosed" on the face of the outer envelope. THE BID PROPOSAL FORM SHALL NOT BE REMOVED FROM THE BOUND SPECIFICATIONS AND CONTRACT DOCUMENTS 13. Modification and Withdrawal of Bids Bids may be withdrawn or modified by an appropriate duly executed document (in the manner that a Bid must be executed) and delivered to the place where Bids are to be submitted at any time Prior to the opening of Bids. If, within 24 hours after the opening`of Bids, any Bidder filesa duly signed, written notice with Owner and promptly thereafter demonstrates to the satisfaction of Owner that there is a material and substantial mistake in the preparation of its Bid, that Bidder may withdraw its Bid and the Bid security will be returned. Thereafter, that Bidder shall be disqualified from further Bidding on the Work provided under the Contract Documents. 14. Opening of Bids Bids will be opened and publicly read aloud at the time and location as specified in the advertisement of invitation for bids. A tabulation of the amounts oUthe Bids will be made available to the Bidders after preparation by the Engineer. I 11 I I I I 1 .1 I 15. Bids to remain subject to acceptance. All Bids shall remain subject to acceptance for 60 days after the day of the .Bid opening, but Owner may, at its sole discretion, release any Bid and return the Bid security prior to that date. Additionally, if deemed necessary by the Owner, the Owner and the apparent Successful Bidder may enter negotiations to extend the time of acceptance beyond the 60 days, with no changes in the Bid Proposal or Contract Documents. ' 16. Award of Contract. 16.1 Owner reserves the right to reject any and all Bids, to waive any and all informalities not involving price, time or changes to the Work, to negotiate contract terms with the Successful Bidder, and the right to disregard all nonconforming, nonresponsive, unbalanced or conditional bids. The Owner further reserves the right to reject the Bid of any Bidder if the Owner believes that if would not be in the best interest of the Project or Owner to make award to that Bidder, whether because the Bid is not responsive or the Bidder is unqualified or of doubtful financial ability, or of doubtful past performance, or fails to meet any other pertinent standard or criteria established by the Owner. Discrepancies in the multiplication of units of work and unit prices will be resolved in the favor of the unit prices. ' Discrepancies between the indicated sum of any column of figures and the correct sum thereof will be resolved in favor of the correct sum. 16.2 In evaluating the Bids, Owner will consider the, qualifications of Bidders, whether or not Bids comply with the prescribed requirements, and such alternates, unit prices, and other data, as may be requested in the Bid Proposal Form or prior to Notice of Award. 16.3, Owner may consider the qualifications and experience of the subcontractors, suppliers and other persons and organizations proposed for those portions of the Work as to which the identity of subcontractors, suppliers and other persons and organizations must be submitted as provided ' for in the Contract Documents. Owner may also consider the operating costs, maintenance requirements, performance data and guarantees of major items of material and equipment proposed for incorporation in the Work when such data is required to be submitted prior to the Notice of Award. ' 16.4 Owner may conduct such investigations as Owner deems necessary to assist in the evaluation of any Bid and to establish the responsibility, qualifications and financial ability if Bidders, proposed subcontractors, ' suppliers and other persons and organizations to perform and furnish the Work in accordance with the Contract Documents to Owner's satisfaction within the prescribed time. ' 16.5 If the contract is to be awarded, it will be awarded to the lowest responsive, responsible, qualified Bidder whose evaluation by Engineer indicates to Owner that the award will be in the best interests of the Project and Owner. ' 16.6 If the contract is to be awarded, Owner will give the Successful Bidder a Notice of Award within 60 days after the date of the Bid opening. If deemed necessary by the Owner, the Owner and the apparent Successful Bidder may enter negotiations to extend the time of acceptance beyond the 60 days, with no changes in the Bid Proposal or Contract Documents. I 1 I 17. Contract Security. Article 5 of the General Conditions, and the associated Supplementary Conditions set forth the Owner's requirements as to Performance and Payment Bonds. When the Successful Bidder delivers the executed Agreement to Owner, it must be accompanied by the required Performance and Payment Bonds. 18. Signing of Agreement. When Owner gives Notice of Award to the Successful Bidder, it will be accompanied by the required number of unsigned counterparts of the Agreement with all other Contract Documents attached. Within 15 days thereafter, Contractor shall sign, execute and deliver the required number of counterparts of the Agreement and attached documents to the Owner with the required Bonds. Within ten (10) days thereafter Owner shall deliver one fully signed and executed to Contractor. 19. Compliance with State Licensing Law Contractors must be licensed in accordance with the requirements of ACT 150, Arkansas Acts of 1965, the "Arkansas State Licensing Law for Contractors." Bidder who submit Bids in excess of $20,000.00 must submit evidence of their having a contractor's license before their Bids will be considered, and shall note their license number on the outside of their Bid. 20. Labor Laws. The Contractor shall abide by all Federal, State and Local Laws and Regulations governing labor. The Contractor shall further agree to hold and save the Owner harmless from the payment of any contribution under the State Unemployment Compensation Act, and the Contractor agrees that if he is subject to the Arkansas State Unemployment Act, he will make whatever contributions are required under and by virtue of the provisions of said Act. 21." Wages and Labor. Minimum wage rates shall be equal to the basic rates as established by common usage in the city and adjacent community for the various types of labor and skills performed. In cases where wage rate determinations are specified in the Contract Documents, the rates as specified shall be the minimum rates which apply to the Project. Whenever available, the Contractor shall make use of local common and/or skilled labor as is practical. The Contractor and each subcontractor, where the amount exceeds $75,000.00 shall comply with the provisions of Act 74, as amended by Act 275 of 1969 ., (Arkansas Stat. 14-630). The provisions are summarized below. The Contractor and Subcontractor shall: 1) pay the minimum prevailing wage rates for each craft or type of workman and the prevailing wage rate for holiday and overtime work, as determined by the Arkansas Department of Labor, 2) post the scale of wages in a prominent and easily accessible place at the site of the Work, I I I I fl I I I I I C I L I L 3) keep an accurate record showing the names and occupation and ' hours worked of all workmen employed by them, and the actual wages paid to each of the workmen, which records shall be open at all reasonable hours to the inspection of the. Department of Labor or the Owner, its officers and agents. A copy of the prevailing wage rates for this specific project, as established by the Arkansas Department of Labor, is attached in the Contract Documents ' immediately following the Instructions to Bidders. The Owner shall have the right to withhold from amounts due the Contractor so much of accrued payments as may be considered necessary to pay the workmen ' employed by the Contractor or any subcontractor, the difference between the rates of wages required by this Contract and the rates of wages received by such workmen. 1 If it is found that any workmen employed by the Contractor or subcontractor has been, or is being paid a rate of wages less that the rate of wages required by this Contract, the Owner may by written notice to the Contractor, terminate the Contractor's right to proceed with the Work or such part of the ' Work as to which there has been a failure to pay the required wages and to prosecute the Work to completion by Contract or otherwise, and the Contractor and his sureties shall be liable for any costs occasioned thereby. 22. Compliance with Act 125, Arkansas Acts of 1965. The attention of Bidders is called to the provisions of Act 125, Arkansas Acts of 1965. This act provides for the payment of certain taxes on materials and equipment brought into the State. It further provides for methods of collecting such taxes. All provisions of Act 125, Arkansas Acts of 1965 shall be complied with under this Contract. 23. Withholding State Income Taxes. ' The Contractor shall deduct and withhold Arkansas income taxes, as required by Arkansas law, from wages paid employees, whether such employees are residents or nonresidents of Arkansas. ' 24. Compliance with Rules and Regulations for the Enforcement and Administration of Act 162, Arkansas Acts of 1987. ' The attention of all nonresident Bidders is called to the provisions of Act 162, Arkansas Acts of 1987. This act provides for nonresident Contractors and subcontractors notice and bond regulations by the Commissioner of Revenues, Dept. of Finance and Administration, P.O.Box 1272, Little Rock, Arkansas ' 72203 prior to commencing work or undertaking to perform any duties under contract within the State of Arkansas. I. 25. Subcontractors Bonds - Act 190. Arkansas Acts of 1993. The attention of Bidders is called to the provisions of Act 190, Arkansas Acts of 1993. In general, this act provides for the subcontractors to provide to the General Contractor performance and payment bonds, with certain regulations on form and time, when the subcontractor's bid is in excess of $50,000.00. I I I I 26. Excavation Safety. The attention all Bidders is called to the requirements of Act 291, Arkansas Acts of 1993 - Excavation and Trench Safety. The current edition of Occupational Safety and Health.Administration Standard for Excavation and Trench Safety Systems, 29 CFR 1926, Subpart P, is specifically incorporated and made a part of these specifications and contract documents as required by Arkansas Act 291 of the 79th General Assembly of 1993. The Contractorshall be solely responsible for the implementation of these requirements. A copy of the OSHA regulations is included in this set of specifications as Appendix A. _ 27. Special conditions in the specifications. I 1I I The attention of all Bidders is called to the requirements of the Minimum Street Standards for the City of Fayetteville. In addition to the Technical Specifications for this project, the Contractor is responsible for construction and testing requirements outlined in these standards. _ A copy of the Minimum Street Standards is included in this set of specifications as Appendix B. End of the Instructions to Bidders I rI I I I 1 I I F I 1 ' ITEM NO. 1 1 12 3 1 4 1 *5 1 *5 *5 *5 ' *5A 1 1 PROPOSAL FOR IMPROVEMENTS TO JOYCE BOULEVARD Fayetteville, Arkansas ITEM EST. UNIT QUANT. PRICE Clearing and Grubbing Lump Sum $6,800.00/LS Six thousand eight hundred dollars/LS Words Unclassified Excavation 10,900 CY $ 4.25/CY Four dollars and twenty-five cents/CY Words EXTENDED $ 6,800.00 $ 46,325.00 Embankment 2,100 CY $ 2.00/CY $ 4,200.00 Two dollars/CY Words Undercut 7,500 CY $ 9.00/CY $ 67,500.00 Nine dollars/CY Words 8" PC Concrete Street 16,890 SY $ /SY $ NO BID /Sy Words 6" Integral Concrete Curb 5,730 LF $ /LF $ NO BID /LF Words 4" Class 7 Base 1,880 CY $ /CY $ NO BID /CY Words Striping-Reflectorized Paint Lump Sum $ /LS $ NO BID /LS Words 2" ACHM Surface Course-TY2 1,720 Tons $ 40.50/Ton $ 69,660.00 Forty dollars and fifty cents/Ton Words I 1 ITEM NO. *5A *5A *5A *5A 1 *5A ' *5A 1 6 ' 7 18 9 ITEM 4" ACHM Binder Course-TY2 Thirty-six dollars/Ton Words EST. UNIT QUART. PRICE 3,435 Tons $ 36.00 EXTENDED n $123,660.00 Tack Coat 1,560 Gal $ 0.65/Gal $ 1,014.00 Sixty-five cents/Gallon Words Prime Coat 3,900 Gal $ 0.95/Gal $ 3,705.00 Ninety-five cents/Gallon Words 2'-0" Concrete Curb & Gutter 6,130 LF $ 6.25/LF $ 38,312.50 Six dollars and twenty-five cents/Gallon Words 6" Class 7 Base 2,820 CY $ 4.20/CY $ 11,844.00 Four dollars and twenty cents/CY Words Striping -Thermo Plastic Lump Sum $5,106.00/LS $ 5,106.00 Five thousand one hundred six dollars/LS Words 4" Concrete Sidewalk 1,610 SY $ 19.55/SY $ 31,475.50 Nineteen dollars and fifty-five cents/SY Words 2" Asphalt Trail 1,980 SY $ 9.25/SY $ 18,315.00 Nine dollars and twenty-five cents/SY Words Topsoil & Seeding 1.5 AC $2,700.00/AC $ 4,050.00 Two thousand seven hundred dollars/AC Words 8' x 4' RCB Lump Sum $28,000.00/LS Twenty-eight thousand dollars/LS Words $ 28,000.00 I ITEM ITEM EST. NO. QUANT. 10 Curb Inlet 12 EA ' One thousand five hundred dollars/EA Words 11 4' Curb Inlet Extension Four hundred dollars/EA Words ' **12 18" CMP /LF ' Words **12 24" CMP 196 LF ' /LF Words ' **12 30" CMP 392 LF /LF Words **12 36" CMP 151 LF /LF 1Words **12 42" CMP I /LF Words 26 EA 983 LF 41 LF ' **12A 18" Corr. Polyethylene Pipe 1,179 LF Fifteen dollars/LF Words **12A 24" Corr. Polyethylene Pipe Twenty-one dollars/LF Words **12A 30" Corr. Polyethylene Pipe ' Twenty-eight dollars/LF Words 392 LF 151 LF UNIT PRICE $1,500.00 $ 400.00/EA q EXTENDED $ 18,000.00 $ 10,400.00 $ NO BID $ /LF $ NO BID & 1Tf f T n & WTn f Tn c Mn nTil $ 15.00/LF $ 17,685.00 $ 21.00/LF $ 8,232.00 $ 28.00/LF $ 4,228.00 ['EM ITEM EST. UNIT EXTENDED O. QUANT. PRICE �12A 36" Corr. Polyethylene Pipe 41 LF $ 33.00/LF $ 1,353.00 Thirty-three dollars/LF Words 3 18" RCP 96 LF $ 34.00/LF $ 3,264.00 Thirty-four dollars/LF Words ! Drive Aprons 435 SY $ 19.55/SY $ 8,504.25 Nineteen dollars and fifty-five cents/SY Words i Asphalt Drives 106 SY $ 9.25/SY $ 980.50 Nine dollars and twenty-five cents/SY Words i Concrete Drives 1,013 SY $ 19.35/SY $ 19,601.55 Nineteen dollars and thirty-five cents/SY Words Dumped Rip -Rap 70 Tons $ 13.50/Ton $ 945.00 Thirteen dollars and fifty cents/Ton Words 4" Pipe Underdrain 1,000 LF $ 7.50/LF $ 7,500.00 Seven dollars and fifty cents/LF Words Remove & Replace Exist. Wood Rail Fence 615 LF $ 4.50/LF $ 2,767.50 Four dollars and fifty cents/LF Words 3" PVC Conduit 200 LF $ 7.50/LF $ 1,500.00 Seven dollars and fifty cents/LF Words Handrail 20 LF $ 54.30/LF $ 1,086.00 Fifty-four dollars and thirty cents/LF Words ITEM ITEM EST. UNIT EXTENDED NO. QUANT. PRICE 22 Temporary Erosion Control Lump Sum $11,500.00/LS $ 11,500.00 Eleven thousand five hundred dollars/LS Words 23 Traffic Control Lump Sum $67,900.00/LS $ 67,900.00 Sixty-seven thousand nine hundred dollars/LS Words 24 Maintenance of Traffic Lump Sum $25,000.00/LS $ 25,000.00 Twenty-five thousand dollars/LS Words 25 Removal and Disposal of RCB Lump Sum $2,000.00/LS $ 2,000.00 Two thousand dollars/LS Words 26 Testing Lump Sum $3,500.00/LS $ 3,500.00 Three thousand five hundred dollars/LS Words 27 Trench Safety Lump Sum $ 500.00/LS $ 500.00 Five hundred dollars/LS Words Total, Items 1-27. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $676,413.80 Six hundred seventy-six thousand four hundred thirteen dollars and eighty cents Words The Contractor agrees to complete all work within 120 working days. Submitted by: Jerry D. Sweetser Date: 9/30/96 on rac_Inc.r By: Contractor's License Number: 0027470397 * PAVING BID - Contractor is to complete the proposal for either Item 5 or SABOTH ** STORM PIPE BID - Contractor is to complete the proposal for either Item 12 or 12A - NOT BOTH STATEMENT OF BIDDER'S QUALIFICATIONS All questions must be answered and the data given must be clear and comprehensive. This statement must be notarized.. If necessary, questions may be answered on separate sheets and then attached to this statement. The Bidder may submit any additional information that he desires. 1. Name of Bidder. 2. Permanent main office address and telephone number. 3. When organized. 4. If a corporation, where, incorporated. 5. Contractor's License number. 6. How many years have you been engaged in the contracting business under your present firm or trade name? under other names? 7. Contracts on hand. (Schedule these, showing the amount of each contract and the appropriate anticipated dates of completions, and a point of contact for references.) 8. Have you ever failed to complete any work awarded to you? 9. Have you ever defaulted on a contract? If so, where and why?. 10. Experience in construction similar in size and scope to this project, along with the project owners and engineers. 11. List of major equipment available for this contract. 12. Will you, upon request, fill out a detailed financial statement, including credit worthiness, and furnish any other information that may be required by the OwwnOwner? �j� Daatfy? at Gi ittcZ -c JT/' " ' • this 30 day of Name of Organization: .b. SWEET.SFfj. lm,� by Title State of County of and says tI t he h of that answers to the are true and correct Subscribed and sworn before me this My commission expires t) (seal). . being duly sworn deposes Contractor(s), and therein contained WASHINGTON COUNTY COMM. EXPIRES 5/19 / 2003 11~ Instructions 'I to Bidders 'I STATEMENT OF BIDDER'S QUALIFICATIONS All questions must be answered and the data given must be clear and comprehensive. 'I This statement must be notarized. If necessary, questions may be answered on separate attached sheets. The Bidder may submit any additional information he desires. 1f1) Name of Bidder. Jerry D. Sweetser, Inc. 'I 2) Permanent main office address. 590 West Poplar, Fayetteville, AR 72703 'I 3) When organized. 1967 4) If a corporation, where incorporated. Arkansas II5) How many years have you been engaged in the contracting business under your present firm or trade name? 30 years 6) Contracts on hand. (Schedule these, showing amount of each contract and the appropriate anticipated dates of completion.) See attached list II7) General character of work performed by your company. Excellent 'I 8) Have you ever failed to complete any work awarded to you? No 'I 9) Have you ever defaulted on a contract? If so, where and why? No 10) List the more important projects recently completed by your company, stating 'I the approximate cost for each, and the month and year completed. City of Fayetteville - Township Rd. $200,000.00 3/96 Baum Stadium Paving $550,000.00 3/96 'I City of Fayetteville, Stubblefield Rd.$600,000.00 4/96 Campbell Soup Company $240,000.00 8/96 I11) List your major equipment available for this contract. A complete list of our equipment is available upon request I • 12) Experience in construction similar in size to this project, along with project f owners and engineers. See number 6 and number 10 ■ 13) Background and experience of the principal members of your organization, including the officers. Jerry D. Sweetser - CEO William G. Sweetser - President Sharon J. Sweetser - Treasurer Gary Tyree - General Superintendent - 25 years experience in highway and ' and heavy construction. C. Joseph Watt. E.I., BSCE, MSCE, Project Manager - 6 years experience as design ' engineer. 14) Credit available: $Unlimited 15) Give bank reference: Boatmen's - Payne Brewer ' 16) Will you, upon request, fill out a detailed financial statement and furnish any other information that may be required by the Owner? No ' Dated at A r t;4jj5R-5 this 3 O day of �� e t? Te m b e. l- ,19_jL. ' DUANE OFFICIAL SEAL (v/ ,l JERRY DUANE OOWERMAN �' NOTARY PUBLIC -ARKANSAS_. WASHINGTON COUNTY ' MY COMM. EXPIRES 5 / 19 / 2003 I I 1 I L I ' ARKANSAS STATE HIGHWAY AND TRANSPORTATION DEPARTMENT BIDDER'S CERTIFICATION STATUS OF UNCOMPLETED CONTRACTS This Bidder's Certification shall be executed and filed before bidding documents will be released to prequalified contractors. LIST ALL CINTRALTS ANP SUBCONTRACTS IN FORCE OR PENDING, not just those with the Arkansas State Highway and Transportation Department. RETURN THIS FORM TO: Arkansas State Highway and Transportation Department Attention: Programs and Contracts Division I. Post Office Box 2261 Little Rock, Arkansas 72203-2261 Telefax Number: (501) 569-2623 ' UNCOMPLETED DESCRIPTION OF CONTRACT CONTRACT AMOUNT DOLLAR VALUE '39 1. SSE OflJflY (7i1B — 443644.33 52266 313 3249 2. GITY ffRTff S.1 . - 401H SIRIEf 939197.0 76M PR AI g, CITY OF s'gmrtU - m Il•IIlUMNIS 193C46•W ___ _Sn 1 q. 0M41a& HU SS- 3]J]1H4VIN 132485.W 5(YY76. 3 5. %)1≥EIS I�II•1FDID - SAUN VIIin 36071+7.22 264466.29 ) 6. Egg OtS±u. aq - PAVIN "'Al m _m,, , 7. AHID - U A AO}S 175156.52 }75=56.x— j4 8. FOCI ME. - CSG 7341t.m 73438..8 9. EX}W f W. - PAflCIN3 IDr 222926.96 --22 96 177 10. PRIM - 859 KRIH - OJER AY 69157.25 6915725 Add additional sheet(s) if needed. TOTAL UNCOMPLETED VALUE $ _136. ' STATE OF ARKANSAS CONTRACTOR LICENSING BOARD NUMBER,? EXPIRATION DATE zi i97 'CERTIFICATION I hereby certify that the above is a true and correct statement of the status of uncompleted contracts currently awarded or pending award to this company and of the licensing information presented. O T TO`BE FILLED'IN BY CONTRACTOR Jnatigial Quali11cation $ e .' s Uncompleted Value $ %*irithugrValue:.Allowable S BY: ri .i0.9 •�.� , Iona i • tc fl,nu. YC. I I I I I I I I I I I I I 11 THIS AGREEMENT, m 19f(_, by and Washington, State called the Owner, of the City of the Second Part, WITNESSETH THAT: CONTRACT ade and entered int between the City of Arkansas, Party and Jerry O. S ;veffet','l e hereinafter called o the tSi-A day of ocfoL,er, of Fayetteville, County of of the First Part, hereinafter .e e. fSe.r, .Tn c. Party of the Contractor. WHEREAS, the Owner has called for bids for water system improvements, as set out in the Plans and Specifications and approved by the City of Fayetteville, Arkansas; and WHEREAS, pursuant to the published calls for bids under said Plans and Specifications, the Contractor is the lowest and best qualified bidder for the construction of said Improvements; NOW THEREFORE, the Contractor agrees with the Owner to commence and complete the construction of: Bid No. -ti O which shall be the street and storm drainage improvements for Joyce Boulevard, Fayetteville, Arkansas; including all Work required for a complete and acceptable installation, for the unit and lump sum prices bid in the Bid Proposal, all of which become and are a part of this contract, the total sum thus being bonds and liabilities are based, and at his own cost and expense furnish all materials, supplies, labor, machinery, equipment, tools, supervision, bonds, insurance and other accessories and services necessary to complete the said construction in accordance with the conditions and prices stated in the Bid attached hereto and made a part hereof, and in accordance with the Technical Specifications, the General Conditions, the Supplementary Conditions, and in accordance with the Plans, which include all maps, plats, blueprints, and other drawings, and written or printed explanatory matter thereof. The Contractor agrees to commence work under this contract within ten days of the issuance of the Notice to Proceed and totally complete all work within one hundred twenty (120) working days. The Owner agrees to pay the Contractor in current funds for the performance of the contract in accordance with the accepted Bid therefor, subject to additions and deductions, as provided in the Specifications, and to make payment on account thereof as provided below. As soon as is practicable after the first of each calendar month, and in accordance with the Contract Specifications, the Owner will make partial payments to the Contractor for work performed during the preceding calendar month, based upon the Engineer's estimate of I I I I I I II I I work completed, said estimate being certified by the Contractor and accepted by the Owner. Retainage shall be withheld from the partial payments as provided by Arkansas state laws by the Owner until final completion and acceptance by the Owner and Engineer. The Engineer shall then issue a Final Estimate of work done based upon the original contract and subsequent changes made and agreed upon, if any. Time is hereby expressly declared to be of the essence of this contract, and the time of beginning, manner of progress and time of completion of the work hereunder shall be and are essential conditions hereof. The Contractor agrees to commence work within ten (10) calendar days from the date of the Notice to Proceed and to proceed with the construction of the work and to prosecute the work with an adequate force and in a manner so as to complete the work within the time stipulated herein. If the Contractor fails in completing the contract within the time stipulated herein, the Contractor agrees to pay the Owner, as liquidated damages the sum of one hundred dollars ($100.00) per day for each calendar day of delay in completion, said amounts being fixed and agreed upon by and between the parties hereto. Because of the impracticability and extreme difficulty in fixing and ascertaining the actual damages Owner would in such event sustain, said amounts are to be presumed by the parties to this contract to be the amounts of damage Owner would sustain. Said amounts of liquidated damages shall be deductible from any amount due Contractor under the Final Estimate of said work, after the completion thereof, and Contractor shall be entitled any to the Final Estimate less such amounts of liquidated damages. If the Contractor be delayed at any time in the progress of the ' work by any act or neglect of the Owner or of the Owner's employees, or by any other Contractor employed by the Owner, or by changes ordered in the work, or by strikes, lockouts, fire, unusual ' delay in transportation, unavoidable casualties or any causes beyond the Contractor's control, or by delay authorized by the Engineer pending arbitration, or by any cause which the Engineer shall decide to justify the delay, then the time of completion ' shall be extended for such reasonable time as the Engineer may decide. ' No such extension shall be made for delay occurring more than seven days before claim therefor is made in writing to the Engineer. In the case of a continuing cause for delay, only one claim is ' necessary. In the event the Contractor abandons the work hereunder or fails, neglects or refuses to continue the work after ten (10) days ' written notice, given Contractor by the Owner or by the Engineer, then the Owner shall have the option of 1) declaring this contract at an end, in which event the Owner shall not be liable to the Contractor for any work theretofore performed or 2) requiring the I I I Li I I I surety hereto, upon ten (10) days notice, to complete and carry out the contract of Contractor; and in that event, should be surety fail, neglect or refuse to carry out said contract, 3) said Owner may complete the contract at its own expense and maintain an action against the Contractor and the surety hereto for the actual cost of same, together with any damages or other expense sustained or incurred by Owner in completing this contract, less the total amount provided for hereunder to be paid Contractor upon the completion of this contract. This contract shall be binding upon the heirs, representatives, successors or assigns of the parties hereto, including the.surety. IN WITNESS WHEREOF, the Owner and Contractor have hereto set ;t heir = hands and seals, respectively. P JERRY D. 5WEETSER;INC' a 4` Firm Name ✓ _ '. i Tats I t.tZ J z . IWitnesses* I I H I I I I I I *If corporation, secretary should attest. CITY OF FAYETTEVILLE, ARKANSAS Attest: FrA Hanna, Mayor Traci Paul, City Clerk I I F fl Li I PERFORMANCE BOND KNOW ALL MEN BY THESE PRESENTS: That we (1) (2) hereinafter called "Principal" and (3) of , State of hereinafter called the "Surety," are held and firmly bound unto (4) hereinafter called the "Owner", in the penal sum of ($ ) in lawful money of the United States, for the payment of which sum well and truly to be made, we bind ourselves, our heirs, executors, administrators and successors, jointly and severally, firmly by these presents. THE CONDITION OF THIS OBLIGATION is such that whereas, the Principal entered into a certain contract with Owner, dated the day of , 19 , a copy of which is hereto attached and made a part hereof for the construction of: I Bid No. which shall be the street and storm drainage improvements for Joyce Boulevard, Fayetteville, Arkansas. ' NOW THEREFORE, if the Principal shall well, truly and faithfully perform its duties, all the undertakings, covenants, terms and conditions, and agreements of said contract during the ' original term thereof, and any extensions thereof which may be granted by the Owner, with or without notice to the Surety, and if he shall satisfy all claims and demands incurred under such contract, and which it may suffer by reason of failure to do so, ' and shall reimburse and repay the Owner all outlay and expense which the Owner may incur in making good any default, then this obligation shall be void; otherwise to remain in full force and ' effect. PROVIDED, FURTHER, that the said Surety, for value received hereby stipulates and agrees that no change, extension of time, alteration or addition to the terms of the contract or to the work to be performed thereunder or the specifications accompanying the same shall in any wise affect its obligation on this bond, and it ' does hereby waive notice of any such change, extension of time, alteration or addition to the terms of thefl contract or to the work or to the specifications. ' PROVIDED, FURTHER, that no final settlement between the Owner and the Contractor shall abridge the right of any beneficiary hereunder, whose claim may be unsatisfied. ' This bond is given in compliance with Act 351, Arkansas Acts of 1953, and Act 209, Arkansas Acts of 1957, the same appearing as Arkansas Statutes (1957), Section 51-635, Cumulative Supplement. I IN WITNESS WHEREOF, this instrument is executed in six (6) counterparts, each one of which shall be deemed as original, this the day of , 19 . ' Attest: I (Principal) Secretary (Seal) Address ' Attest: I I I I I I (Surety) Secretary (Seal) Witness as to Surety Address Principal Surety By Attorney -in -Fact Address I. NOTE: Date of bond must not be prior to date of contract. ' (1) Correct name of Contractor. (2) A corporation, a partnership, or an individual, as the case may be. (3) Correct name of Surety. (4) Correct name of Owner. (5) If Contractor is a partnership, all partners should execute bond. ' (6) This bond must be filed with the Circuit Clerk of the county where the work is to be performed prior to the start of construction. rT I I I Li I THE CONDITION OF THIS OBLIGATION is such that whereas, the ' Principal entered into a certain contract with Owner, dated the day of , 19 , a copy of which is hereto attached and made a part hereof for the construction of: ' Bid No. which shall be the street and storm drainage improvements for Joyce Boulevard, Fayetteville, Arkansas. ' NOT THEREFORE, if the Principal shall promptly make payment to persons, firms, subcontractors and corporations furnishing materials for or performing labor in the prosecution of the work provided for in such contract, and any authorized extension or modification thereof, all amounts due for but not limited to materials, lubricants, oil, gasoline, coal and coke, repair on machinery, equipment and tools, consumed or used in connection with ' the construction of said work, fuel oil, camp equipment, food for men, feed for animals, premiums for bonds and liability and workmen's compensation insurance, rentals on machinery, equipment ' and draft animals, also for taxes or payments due to the State of Arkansas or any political subdivision thereof which shall have arisen on account of or in connection with the wages earned by workmen covered by the bond; and for all labor, performed in such work whether by subcontractors or otherwise, then this obligation shall be void, otherwise to remain in full force and effect. KNOW ALL MEN BY THESE PRESENTS: That we (1) a (2) hereinafter called "Principal" and (3) of , State of hereinafter called the "Surety," are held and firmly bound unto (4) hereinafter called the "Owner", in the penal sum of ( $ ) in lawful money of the United States, for the payment of which sum well and truly to be made, we bind ourselves, our heirs, executors, administrators and successors, jointly and severally, firmly by these presents. The Surety agrees that the terms of this bond shall cover the payment by the Principal of not less than the prevailing hourly rate of wages as found by the Arkansas Department of Labor or as determined by the court on appeal to all workmen performing work under the contract. PROVIDED, FURTHER, that the said Surety, for value received hereby stipulates and agrees that no change, extension of time, alteration or addition to the terms of the contract or to the work to be performed thereunder or the specifications accompanying the same shall in any wise affect its obligation on this bond, and it does hereby waive notice of any such change, extension of time, alteration or addition to the terms of the contract or to the work or to the specifications. I I I I PROVIDED, FURTHER, that no final settlement between the Owner and the Contractor shall abridge the right of any beneficiary hereunder, whose claim may be unsatisfied. This bond is given in compliance with Act 351, Arkansas Acts of 1953, and Act 209, Arkansas Acts of 1957, the same appearing as Arkansas Statutes (1957), Section 51-635, Cumulative Supplement. IN WITNESS WHEREOF, this instrument is executed in six (6) counterparts, each one of which shall be deemed as original, this the day of , 19 Attest: I I I I I I (Principal) Secretary (Seal) Witness as to Principal Address Attest: (Surety) Secretary (Seal) Witness as to Surety Address Principal By Address Surety By Attorney -in -Fact Address INOTE: Date of bond must not be prior to date of contract. I Ii I (1) Correct name of Contractor. (2) A corporation, a partnership, or an individual, as the case may be. (3) Correct name of Surety. (4) Correct name of Owner. (5) If Contractor is a partnership, all partners should execute bond. (6) This bond must be filed with the Circuit Clerk of the county where the work is to be performed prior to the start of construction. 1 Thies document has important legal consequences: consultation with an attorney is encouraged with respect to its completion or modification. I I I , I I I I I Li GENERAL CONDITIONS CONSTRUCTION CONTRACT Prepared by Engineers Joint Contract Documents Committee and Issued and Published Jointly By ♦�$6 ty`'AMERICAN SOCIETY Or N ^ CMl e• A a ENMNEERS o N r0Y�0[6 joss tout' .. PROFESSIONAL ENGINEERS IN PRIVATE PRACTICE A practice division of the NATIONAL SOCIETY OF PROFESSIONAL ENGINEER! AMERICAN CONSULTING ENGINEERS COUNCIL AMERICAN SOCIETY OF CIVIL CONSTRUCTION SPECIFICATIONS INSTITUTE This document has been approved and endorsed by The Associated General M`a Contractors of America Y These General Conditions have been prepared for use with the Owner -Contractor Agreements (No. 19104 -A -I or 1910-8-A-2) (1990 Editions). Their provisions are interrelated and a change in one may necessitate a change in the others. Comments concerning their usage are contained in the Commentary on Agreements for Engineering Services and Contract Documents (No. 1910-9) (1986 Edition). For guidance in the preparation of Supplementary Conditions, see Guide to the Preparation of Supplementary Conditions (No. 1910-17) (1990 Edition). When bidding is involved, the Standard Fonn of Instructions to Bidders (No. 1910-12) (1990 Edition) may be used. 11 EJCDC No. 19168 (1990 Edition) P t ® 1990 National Society of Professional Engineers 1420 King Street, Alexandria, VA 22314 American Consulting Engineers Council 1015 15th Street, N.W., Washington, DC 20005 American Society of Civil Engineers 345 East 47th Street, New York, NY 10017 Construction Specifications Institute 601 Madison St., Alexandria, VA 22314- di 1 I I I I C I I I II TABLE OF CONTENTS OF GENERAL CONDITIONS Article or Paragraph Page Number & Title Number I. DEFINITIONS ................................... 13 1.1 Addenda ............................. 13 1.2 Agreement ........................... 13 1.3 1.4 1.5 1.6 1.7 1.8 1.9 1.10 1.12 1.13 1.14 1.15 1.16 1.17 1.18 1.19 1.20 1.21 1.22 1.23 1.24 1.25 1.26 1.27 1.28 1.29 1.30 1.31 1.32 1.33 1.34 1.35 1.36 1.37 1.38 1.39 1.40 1.41 1.42 1.43 1.44 1.45 Application for Payment .............. 13 Asbestos ............................. 13 Bid................................... Bidding Documents ................... Bidding Requirements ............... Bonds..................:............. Change Order ........................ Contract Documents .................. Contract Price ........................ Contract Times ....................... CONTRACTOR ...................... defective ............................. Drawings............................. Effective Date of the Agreement ...... ENGINEER .......................... ENGINEER's Consultant ............. Field Order ........................... General Requirements ................ Hazardous Waste ..................... Laws and Regulations; Laws or Regulations ........................ Liens................................. Milestone ............................. Notice of Award ...................... Notice to Proceed ...4.4 .............. OWNER............................. Partial Utilization ..................... PCBs................................. Petroleum ..............4............. Project ............................... Radioactive Material .................. Resident Project Representative ....... Samples .............................. Shop Drawings ....................... Specifications ......................... Subcontractor ........................ Substantial Completion ............... SupplementaryConditions ............ Supplier.............................. Underground Facilities ................ Unit Price Work ...................... Work................................. Work Change Directive ............... Written Amendment .................. 2. PRELIMINARY MATTERS ..... 2.1 Delivery of Bonds ................... 2.2 Copies of Documents ................. 2.3 Commencement of Contract Times; Notice to Proceed .................. 2.4 Starting the Work ..................... 13 13 13 13 13 13 13 13 13 13 13 13 13 13 13 14 14 14 14 14 14 14 14 14 14 14 14 I4 14 14 14 14 14 14 14 14 14 I4 15 I5 IS 15 15 15 15 15 Article or Paragraph Page Number & Title Number 2.5-2.7 Before Starting Construction; CONTRACTOR's Responsibility to Report: Preliminary Schedules: Delivery of Certificates of Insurance ..........................IS 2.8 Preconstruction Conference ........... IS 2.9 Initially Acceptable Schedules ......... 16 3. CONTRACT DOCUMENTS: INTENT. AMENDING. REUSE ............................ 16 3.1-3.2 Intent ................................ 16 3.3 Reference to Standards and Specifications of Technical Societies: Reporting and Resolving Discrepancies ...................... 16 3.4 Intent of Certain Terms or Adjectives .. 17 3.5 Amending Contract Documents ....... 17 3.6 Supplementing Contract Documents ... 17 3.7 Reuse of Documents .................. 17 4. AVAILABILITY OF LANDS: SUBSURFACE AND PHYSICALCONDITIONS; REFERENCE POINTS . 17 4.1 Availability of Lands .................. 17 4.2 Subsurface and Physical Conditions ... 17 4.2.1 Reports and Drawings ................ 17 4.2.2 Limited Reliance by CONTRACTOR Authorized; Technical Data ......... 18 4.2.3 Notice of Differing Subsurface or Physical Conditions ................. 18 4.2.4 ENGINEER's Review 18 4.2.5 ................ Possible Contract Documents Change . 18 4.2.6 Possible Price and Times Adjustments . 18 4.3 Physical Conditions —Underground Facilities ........................... 18 4.3.1 Shown or Indicated ................... 18 4.3.2 Not Shown or Indicated 19 4.4 .............. Reference Points 19 ...................... 4.5 Asbestos, PCBs. Petroleum. Hazardous Waste or Radioactive Material ...... 19 5. BONDS AND INSURANCE 20 5.1-5.2 ..................... Performance. Payment and Other Bonds. 20 5.3 Licensed Sureties and Insurers; Certificates of Insurance 20 5.4 ............ CONTRACTOR's Liability Insurance . 20 5.5 OWNER's Liability Insurance ........ 21 5.6 Properly Insurance ................... 21 5.7 Boikr and Machinery or Additional Property Insurance ................. 21 5.8 Notice of Cancellation Provisions ..... 21 5.9 CONTRAC'IOR's Responsibility for Deductible Amounts ................ 22 5.10 Other Special Insurance ............... 22 5.11 Waiver of Rights 22 ...................... I I Article or Paragraph Page Number & Title Number 5.12-5.13 Receipt and Application of Insurance Proceeds ........................... 22 5.14 Acceptance of Bonds and Insurance; Option to Replace ................. 22 5.15 Partial Utitvation—Property Insurance.......................... 23 6. CONTRACTOR'S RESPONSIBILITIES .......... 6.1-6.2 Supervision and Superintendence.. 6.3-6.5 Labor, Materials and Equipment ...... 6.6 Progress Schedule .................... 6.7 Substitutes and "Or -Equal" Items; CONTRACTOR's Expense; Substitute Construction Methods or Procedures; ENGINEER's Evaluation 6.8-6.11 .. .. Concerning Subcontractors, Suppliers and Others; Waiver of Rights .. 6.12 Patent Fees and Royalties ............. 6.13 Permits 6.14 ............................... Laws and Regulations ................ 6.15 Taxes ................................ 6.16 Use of Premises ...................... 6.17 Site Cleanliness 6.18 ....................... Safe Structural Loading ............... 6.19 Record Documents ................... 6.20 Safety and Protection ................. 6.21 Safety Representative ................. 6.22 Hazard' Communication Programs ..... 6.23 Emergencies .......................... 6.24 Shop Drawings and Samples .......... 6.25 Submittal Procedures; CONTRACTOR's Review Prior to Shop Drawing or Sample Submittal 6.26 Shop Drawing & Sample Submittals Review by ENGINEER ............ 6.27 Responsibility for Variation From Contract Documents 6.28 ............... Related Work Performed Prior to ENGINEER's Review and Approval of Required Submittals ............. 6.29 Continuing the Work .................. 6.30 CONTRACTOR's General Warranty and Guarantee ............ 6.31-6.33 Indemnification 6.34 ....................... Survival of Obligations ................ 7. OTHER WORK ,.......0 7.1-7.3 .. ........................ Related Work at Site 7.4 .................. Coordination 8. OWNER'S RESPONSIBILITIES 8.1 ................. Communications to Contractor 8.2 ........ Replacement of ENGINEER .......... 8.3 Furnish Data and Pay Promptly When Due................................ 8.4 Lands and Easements; Reports and Tests........ 8.5 ................*...... Insurance ............................. 23 23 23 23 23 24 25 25 2525. 26 26 26 26 26 26 27 27 27 27 27 27 27 28 raU i Article or Paragraph Page Number & Title Number 8.6 Change Orders ....................... 29 8.7 Inspections, Tests and Approvals ...... 29 8.8 Stop or Suspend Work; Terminate CONTRACTOR's Services 29 8.9 ......... Limitations on OWNER's Responsibilities ..................... 30 8.10 Asbestos, PCBs, Petroleum, Hazardous Waste or Radioactive Material 30 8.11 Evidence of Financial Arrangements 30 .. 9. ENGINEER'S STATUS DURING CONSTRUCTION ............................... 9.1 OWNER's Representative ............ 9.2 Visits to Site 9.3 .......................... Project Representative ................ 9.4 Clarifications and Interpretations ...... 9.5 Authorized Variations in Work 9.6 ........ Rejecting Defective Work ............. 9.7-9.9 Shop Drawings, Change Orders and Payments .......................... 9.10 Determinations for Unit Prices 9.11-9.12 . Decisions on Disputes; ENGINEER as Initial Interpreter ................... 9.13 Limitations on ENGINEER's Authority and Responsibilities ...... 10. CHANGES IN THE WORK ..................... 10.1 OWNER Ordered Change 10.2 ............ Claim for Adjustment ................. 10.3 Work Not Required by Contract 10.4 Documents........................ Change Orders 10.5 Notification of Surety ................. 11. CHANGE OF CONTRACT PRICE 11.1-11.3 .............. Contract Price; Claim for Adjustment; 11.4 11.5 11.6 11.7 11.8 11.9 Value ofthe Work .................. Cost of the Work ..................... Exclusions to Cost of the Work ....... CONTRM_ IOR's Fee ................ Cost Records ......................... Cash Allowances ..................... Unit Price Work .................... I. 12. CHANGE OF CONTRACT TIMES .............. 12.1 Claim for Adjustment ................. 12.2 Time of the Essence ...... ............ 12.3 Delays Beyond CONTRACTOR's Control ............................ 12.4 Delays Beyond OWNER's and CONTRACTOR's Control ......... 13. TESTS AND INSPECTIONS; CORRECTION, REMOVAL OR ACCEPTANCE OF DEFECTIVE WORK.... 13.1 .... ... ..... ......... ...... ......... Notice of Defects 13.2 ..................... Access to the Work 13.3 ................... Tests and Inspections; Contractor's :. Cooperation ....................... 30 ' 30 30 , 30 30 ,31 31 31 , 31 32 32 32 32 32 32 - 3233 34 34 34 35 35 35 35 35 -z 35 , 35 3636 36 36 ' I Article or Paragraph Page Article or Paragraph Page Number & Title Number Number & Title Number 13.4 OWNER's Responsibilities; I4.12 Final Application for Payment ......... 40 Independent Testing Laboratory .... 36 14.13-14.14 Final Payment and Acceptance ........ 40 13.5 CONTRAC'TOR's Responsibilities ..... 36 14.15 Waiver of Claims ..................... 40 13.6-13.7 CoveringWork Prior to Inspection. 15. SUSPENSION OF WORK AND Testing or Approval ................ 36 13.8-13.9 Uncovering Work at ENGINEER's TERMINATION ......... """""""""""" 40 Request ..................... 36 15.1 OWNER May Suspend Work ......... 40 ....... 13.10 OWNER May Stop the Work .. 36 15.2-15.4 OWNER May Terminate .............. 40 15.5 CONTRACTOR May Stop Work or 13.11 Correction or Removal of Defective Work.........................:..... 37 Terminate .......................... 41 ' 13.12 Correction Period ..................... 13.13 Acceptance of Defective Work ........ 37 16. DISPUTE RESOLUTION ....................... 41 13.14 OWNER May Correct Defective Work ............................... 37 17. MISCELLANEOUS ............................. 42 I. 17.1 Giving Notice 42 17.2 Computation of Times ................42 14. PAYMENTS TO CONTRACTOR AND 17.3 Notice of Claim .......................42 � COMPLETION..............................37 17.4 Cumulative Remedies .. 42 14.1 Schedule of Values .................... 37 17.5 Professional Fees and CourtCosts 14.2 Application for Progress Payment ..... 38 Included .. ............... 42 14.3 CONTRACTDR's Warranty of Title ... 38 ' 14.4.14.7 Review of Applications for EXHIBIT GC -A (Optional): Progress Payments ................. 38 Dispute Resolution Agreement (Optional) ..... GC -Al 14.8-14.9 Substantial Completion ............... 39 16.1-16.6 Arbitration .................... GC -Al 14.10 Partial Utilization ..................... 39 16.7 Mediation ..................... GC -A2 14.11 Final Inspection ...................... 39 I H I I I I I INDEX TO GENERAL CONDITIONS Article or Paragraph Number Acceptance of — Bonds and Insurance ................................ 5.14 defective Work ....................... 10.4.1. 13.13. 13.15 final payment ................................. 9.12, 14.15 insurance ............................................ 5.14 other Work, by CONTRACTOR ..................... 7.3 Substitutes and "Or -Equal" Items .................. 6.7.1 Work by OWNER ........................ 2.5, 6.30, 6.34 Access to the - Lands. OWNER and CONTRACTOR responsibilities ..................................... 4.1 site, related work .................................... 7.2 Work ............................... 13.2, 13.14, 14.9 Acts or Omissions-, Acts and Omissions- CONTRACTOR ............................ 6.9.1, 9.13.3 ENGINEER ...................6.20, 9.13.3 OWNER ....................................... 6.20, 8.9 Addenda -definition of (also see definition of Specifications) ...........(I.6, 1.10, 6.19) 1.1 Additional Property Insurances ......................... 5.7 Adjustments • Contract Price or Contract Times ......... 1.5,3.5,4.1,4.3.2,4.5.2,4.5.3.94 9.5, 10.2-10.4, 11, 12, 14.8, 15.1 progress schedule....................................66 Agreement - definition of...................................4444. 1.2 All risk Insurance, policy form ........................ .. 5.6.2 Allowances. Cash 11.8 ..................................... Amending Contract Documents ......................... 3.5 Amendment, Written- in.general .... 1.10, 1.45, 3.5, 5.10, 5.12, 6.6.2, 6.8.2, 6.19, 10.1, 10.4, 11.2, 12.1, 13.12.2. 14.7.2 Appeal, OWNER or CONTRACTOR intent to ...................... 9.10, 9.11, 10.4, 16.2, 16.5 Application for Payment. definition of...........................................1.3 ENGINEER's Responsibility ......................... 9.9 final payment .................. 9.13.4, 9.13.5, 14.12-14.15 in general ....................... 2.8, 2.9, 5.6.4. 9.10, 15.5 Progress payment .............................. 14.1, 14.7 review of......................................14.4-14.7 Arbitration (Optional) ............................. 16.1-16.6 Asbestos - claims pursuant thereto ........................ 4.5.2, 4.5.3 CONTRACTOR authorized to stop Work ........... 4.5.2 definition of .......................................... OWNER responsibility for .................... 1.4 4.5.1, 8.10 possible price and times change ..................... 4.5.2 Authorized Variations in Work ........... 3.6, 6.25, 6.27, 9.5 Availability of Lands .......................4.......4.1, 8.4 Award, Notice of -defined ............................ 1.25 Before Starting Construction ........................ 2.5-2.8 Bid -definition of........1.5 (1.1, 1.10,2.3,3.3.4.2.6.4,6.13, 11.4.3, 11.9.1) Article or Paragraph Number I Bidding Documents -.definition of ................ 1.6 (6.8.2) Bidding Requirements definitions of ...... 1.7 (1.1, 4.2.6.2) Bonds - acceptance of ....................................... 5.14 additional bonds ........................... 10.5. 11.4.5.9 Cost of the Work .................................. 11.5.4 definition of .......................................... 1.8 delivery of .............. :............ 2.1, 5.1 final application for payment ................. 14.12-14.14 general ...............1.10, 5.1-5.3, 5.13, 9.13,10.5, 14.7.6 performance, Payment and Other ................. 5.1-5.2 Bonds and Insurance -in general .........................5 Builder's risk 'all risk'' policy form ................... 5.6.2 ' Cancellation Provisions, Insurance ........ 5.4.11., 5.8, 5.15 Cash Allowances ...................................... 11.8 Certificate of Substantial Completion ......... 1.38. 6.30.2.3, 14.8, 14.10 Certificates of Inspection ................ 9.13.4, 133, 14.12 Certificates of Insurance .. 2.7, 5.3. 5.4.11, 5.4.13, 5.6.5, 5.8, ........4.4..46 .................*...... 5.14, 9.13.4, 14.12 Change in Contract Price - Cash Allowances ... 11.8 claim for price adjustment .... 4.1, 4.2.6, 4.5, 5.15, 6.8.2, 9.4,9.5,9.11,10.2,10.5,11.2,13.9, 13.13, 13.14, 15.1, 15.5 CONTRACTOR's fee ............................... 11.6 Cost of the Work general ...................................... 11.4-11.7 Exclusions to ....................................... 11.5 Cost Records ....................................... in general .............. 1.19, 1.44, 9.11, 10.4.2, 10.4.3, 11 Lump Sum Pricing ................................ 11.3.2 Notification of Surety ............................... 10.5 Scope of.......................................10.3.10.4 Testing and Inspection. Uncovering the Work ........ 13.9 Unit Price Work .................................... 11.9 Value of Work ...................................... II.3 Change in Contract Times — , Claim for times adjustment .... 4.1, 4.2.6, 4.5, 5.15, 6.8.2, 9.4, 9.5, 9.11, 10.2, 10.5, 12.1, 13.9, 13.13, 13'14' 14.7,15.1,15.5 Contractual time limits ......... ..... 12.2 Delays beyond CONTRACIOR's control ............ 12.3 Delays beyond OWNER's and CONTRACIOR's con- trol............................................... 12.4 , Notification of surety ............................... 10.5 Scope of change ...............................10.3-10.4 Change Orders— Acceptance of Defective Work ..................... 13.13 , Amending Contract Documents ...................... 3.5 Cash Allowances ...................... 11.8 Change of Contract Price ce 11 ............................ Change of Contract Times ............................ 12 1 Changes in the Work .................................. 10 C0NTRACIOR's fee ............................... Cost of the Work ............................... I1.6 11.4-11.7 L I I I I I I I Article or Paragraph Number Cost Records ....................................... 11.7 definition of ..............................:......:.... 1.9 emergencies ........................................ 6 ?3 ENGINEER's responsibility ......... 9.8. 10.4. II?, 12.1 execution of ........................................ 10.4 Indemnification .....................61' 6.16,6.31. 6.33 Insurance. Bonds and ................... 5.10. 5.13, 10.5 OWNER may terminate ........................ 15.2-15.4 OWN ER's Responsibility ....................... 8.6, 10.4 Physical Conditions — Subsurface and . ..................................... 4 2 Underground Facilities ........................... 4.3.2 Record Documents.................................6.19 Scope of Change ...............................10.3-10.4 Substitutes...................................6.7.3. 6.8.2 Unit Price Work ....................................11.9 value of Work. covered by ..........................11.3 Changes in the Work....................................10 Notification of surety ............................... 10.5 OWNER's and CONTRACTOR's responsibilities .... 10.4 Right to an adjustment .............................. 10.2 Scope of change ...............................10.3-10.4 Claims — against CONTRACTOR .............................6.16 against ENGINEER................................6.32 against OWNER....................................6.32 Change of Contract Price ....................... 9.4, 11.2 Change of Contract Times ...................... 9.4. 12.1 CONTRACTOR's 4. 7.1.9.4. 9.5. 9.1 I. 10.2. ii' 11.9. 12.1. 14.8. 15.1. 15.5. 17.3 CONTRACTOR's Fee ..............................I I.6 CONTRACTOR's liability ............ 5.4. 6.12. 6.16. 6.31 Cost of the Work .............................. 11.4. 11.5 Decisions on Disputes ......................... 9.11.9.12 Dispute Resolution..................................16.1 Dispute Resolution Agreement .................. 16.1-16.6 ENGINEER as initial interpretor .................... 9.11 Lump Sum Pricing........Ii .3.2 Noticeof...........................................17.3 OWNER's ...........9.4. 9.5. 9.11. 10.2• I1.'_. 11.9. 12.1, 13.9. 13.13. 13.14, 17.3 OWNER's liability...................................5.5 OWNER may refuse to make payment .............. 14.7 Professional Fees and Court Costs Included .......... 17.5 request for formal decision on ....................... 9.11 Substitute items..................................6.7.1.2 Time Extension ..................................... 12.1 Time requirements ............................ 9.11. 12.1 Unit Price Work..................................11.9.3 Value of ............................................ 11.3 Waiver of —on Final Payment ................ 14.14. 14.15 Work Change Directive ............................. 10.2 written notice required ..............0.... 9.11. 1 12. 12.1 Clarifications and Interpretations ............ 3.6.3. 9.4. 9.11 Clean Site ............................................ 6.17 Codes of Technical Society. Organization or Association ...................................... 3.3.3 Commencement of Contract Times ..................... 2.3 Communications — Article or Paragraph Number general ..................... .......... 6.2. 6.9 2. 8.1 Hazard Communication Programs ...................6.22 Completion — Final Application for Payment ...................... 14.12 Final Inspection ................................... 14.11 Final Payment and Acceptance ............... 14.13-14.14 Partial Utilization..................................14.10 Substantial Completion ................... •Waiver of Claims..................................14.15 1.38, 14.8.14.9 Computation of Times ........................ 17.2.1-17.2.2 Concerning Subcontractors, Suppliers and Others ............................ 6.8.6.11 Conferences — initially acceptable schedules ......................... preconstruction......................................2.8 2.9 Conflict, Error. Ambiguity. Discrepancy — CONTRACTOR to Report ..................... 2.5, 3.3.2 Construction, before starting by CONTRACTOR .... 2.5-2.7 Construction Machinery. Equipment, etc 6.4 ................6.4 Continuing the Work ............................. 6.29. 10.4 Contract Documents— Amending.........................4......4.......... Bonds............................................... Cash Allowances ................................... 3.5 5.1' II.8 Change of Contract Price ............................. Change of Contract Times ............................ Changes in the Work ........................... check and verify ..................................... Clarifications and interpretations .......3.2. I I 12 10.4-10.5 2.5 3.6, 9.4, 9.11 definition of ....................................... ENGINEER as initial interpreter of ................. 1.10 9.11 ENGINEER as OWNER's representative ............ 9.1 general................................................ 3 Insurance ............................................ 5.3 Intent............................................ 3.1-3.4 minor variations in the Work ......................... 3.6 OWNER's responsibility to furnish data .............. 8.3 OWNER's responsibility to make prompt payment ....................... 8.3, 14.4, 14.13 precedence .................................... 3.1. 3.3.3 Record Documents ................................. 6.19 Reference to Standards and Specifications of Technical Societies .............................. 3.3 Related Work ........................................ 7.2 Reporting and Resolving Discrepancies ........... 2.5, 3.3 Reuseof ............................................. 3.7 Supplementing ....................................... 3.6 Termination of ENGINEER's Employment ........... 8.2 Unit Price Work .................................... variations.................................3.6.6.23. Visits to Site, ENGINEER's ......................... 11.9 6.27 9.2 Contract Price — adjustment of ................ 3.5.4.1, 9.4, 10.3, 11.2-11.3 Changeof ............................................ Decision on Disputes ............................... II 9.11 definition of ........................................ 1.11 Contract Times — adjustment of ...................... Change of .................... ...............a.. 3.5, 4.1, 9.4, 10.3, 12 12.1-12.4 I Article or Paragraph Number Commencementof ................................... 2.3 definition of ........................................ 1.12 CONTRACTOR- - Acceptance of Insurance ............................ 5.14 Limited Reliance on Technical Data Authorized 4.2.2 Communications ............................... ..... 6.2, 6.9.2 Continue Work ................................. 6.29, 10.4 coordination and scheduling ......................... 6.9.2 definition of ........................................ 1.13 May Stop Work or Terminate ....................... 15.5 provide site access to others .................... ....7.2,I3.2 Safety and Protection ....... 4.3.1.2, 6.16, 6.18, 6.216.23, 7.2, 13.2 Shop Drawing and Sample Review Prior to Submittal . 6.25 Stop Work requirements ........................... 4.5.2 CONTRACTOR's— Compensation.................................. 11.1-11.2 Continuing Obligation .............................. 14.15 Defective Work .......................... 9.6, 13.10-13.14 Duty to correct defective Work ..................... 13.11 Duty to Report — Changes in the Work caused by Emergency....................................... 6.23 Defects in Work of Others ......................... 7.3 Differing conditions .............................. 4.2.3 Discrepancy in Documents ...........2.5,3.3.2,6.I4.2 3.3.2, 6.14.2 Underground Facilities not indicated .............. 4.3.2 Emergencies ........................................ 6.23 Equipment and Machinery Rental, Cost of the Work ................................... 11.4.5.3 Fee —Cost -Plus ..................... 11.4.5.6, 11.5.1, 11.6 General Warranty and Guarantee .................... 6.30 Hazard Communication Programs ................... 6.22 Indemnification ...................... 6.12, 6.16, 6.316.33 Inspection of the Work ......................... 7.3, 13.4, Labor, Materials and Equipment ..................6.3-6.5 Laws and Regulations, Compliance by ............. 6.14.1 Liability Insurance ...... 54 .............. ............ Notice of Intent to Appeal ................... A ... . 9.10, 10.4 obligation to perform and complete the Work ........ 6.30 Patent Fees and Royalties, paid for by ............... 6.12 Performance and Other Bonds 5.1 ........................ Permits. obtained and paid for by ........6.13 Progress Schedule ..... 2.6, 2.8, 2.9, 6.6, 6.29, 10.4, 15.2.1 Request for formal decision on disputes ............. 9.11 Responsibilities — ;Changes in the Work .............................. 10.1 Concerning Subcontractors, Suppliers and Others. 6.8- 6.11 Continuing the Work ........................ 6.29, 10.4 CONTRACTOR's expense ....................... 6.7.1 CONTRACTOR's General Warranty and Guaran- tee............................................... 6.30 CONTRACTOR's reviewpriorto Shop Drawingor Sam. plc submittal ......... 6.25 ........... Coordination of Work ................. ... 6.9.2 Emergencies ..................................... 6.23 ' ENGINEER's evaluation, Substitutes or"Or-Equal" Items 6.7.3 ........................... Article or Paragraph Number For Acts and Omissions of Others ..... 6.9.I-6.9 ?, 9.13 I for deductible amounts, insurance .................. 5.9 general ................................. 6, 7.2, 7.3, 8.9 Hazardous Communication Programs ............. 6.22 Indemnification .............................. 6.316.33 Labor, Materials and Equipment ................6.3-6.5 Laws and Regulations ............................ 6.14 ' Liability Insurance.................................5.4 Notice of variation from Contract Documents ..... 6.27 Patent Fees and Royalties ......................... 6.12 Permits........................................... 6.13 Progress Schedule ................................. 6.6 Record Documents ............................... 6.19 related Work performed prior to ENGINEER's approval of required submittals ................. 6.28 safe structural loading ............................ 6.18 Safety and Protection ................... 6.20, 7.2, Safety Representative ............................. 6.21 Scheduling the Work ............................. 6.9.2 Shop Drawings and Samples ...................... 6.24 Shop Drawings and Samples Review by ENGINEER ................................ 6.26 Site Cleanliness ................................... 6.17 Submittal Procedures ............................. 6.25 Substitute Construction Methods and , Procedures....................................6.7.2 Substitutes and "Or -Equal" Items ................ 6.7.1 Superintendence ................................... 6.2 Supervision ........................................ 6.1 Survival of Obligations ............................ 6.34 Taxes ............................................ 6.15 Tests and Inspections ............................. 133 ToReport ......................................... 2.5 Use of Premises .................... 6.16-6.18, 6.30.2.4 Review Prior to Shop Drawing or Sample Submittal 6.25 Right to adjustment for changes in the Work ......... 10.2 right to claim .. 4. 7.1.9.4, 9.5, 9.11, 10.2, 11.2, 11.9, 12.1, 13.9,14.8,15.1,15.5,17.3 Safety and Protection ................. 6.206.22, 7.2, 13.2 Safety Representative ..................... ..: 6.21 1 Shop Drawings and Samples Submittals .........6.24-6.28 Special Consultants ............................... 11.4.4 Substitute Construction Methods and Procedures ..... 6.7 Substitutes and "Or -Equal" Items, Expense ..6.7.l,6.7.2 6.7.2 Subcontractors, Suppliers and Others ............ 6.8-6.11 Supervision and Superintendence ...........616.2, 6.21 Taxes. Payment by .................................. 6.15 Use of Premises ................................6.16-6.18 Warranties and guarantees ......................6.30.63 Warranty of Title ................................... 14.3 Written Notice Required— CONTRACTOR stop Work or terminate ........... 15.5 Reports of Differing Subsurface and Physical Condi- tions............................................. 4.2.3 Substantial Completion ........................... 14.8 CONTRACTORS —other ................................. 7 Contractual Liability Insurance ......................5.4.10 Contractual Time Limits .......%...................... 12.2 ' Coordination I 1 1 H I I I .1 -1 I =1 1 Article or Paragraph Number CONTRACTOR's responsibility .................... 6.9.2 Copies of Documents .....................::........... 2.2 Correction Period .................................... 13.12 Correction. Removal or Acceptance of Defective Work in general .............................10.4.1. 13.10-13.14 Acceptance of Defective Work ..................... 13.13 Correction or Removal of Defective Work ..... 6.30. 13.11 Correction Period .................................. 13.12 OWNER May Correct Defective Work ............. 13.14 OWNER May Stop Work ............... ......4.... 13.10 Cost — of Tests and Inspections ............................. 13.4 Records............................................11.7 Cost of the Work — Bonds and insurance, additional ................. 11.4.5.9 Cash Discounts ................................... 11.4.2 CONTRACTOR's Fee .............................. 11.6 Employee Expenses ............................. 11.4.5.1 Exclusions to ....................................... 11.5 General........................................11.4-11.5 Home office and overhead expenses ................. 11.5 Losses and damages ............................. 11.4.5.6 Materials and equipment .......................... 11.4.2 Minor expenses.................................11.4.5.8 Payroll costs on changes .......................... 11.4.1 performed by Subcontractors ...................... 11.4.3 Records.....................................11.7 Rentals of construction equipment and machinery. 11.4.5.3 Royalty payments, permits and license fees ...... 11.4.5.5 Site office and temporary facilities ............... 11.4.5.2 Special Consultants. CONTRACTOR's ............ 11.4.4 Supplemental ..................................... 11.4.5 Taxes related to the Work 11.4.5.4 ....................... Tests and Inspection................................13.4 Trade Discounts..................................11.4.2 Utilities. fuel and sanitaryfacilities ............... 11.4.5.7 Work after regular hours .......................... II.4.1 Covering Work ................................... 13.6-13.7 Cumulative Remedies 17.4.17.5 ............................ Cutting, fining and patching ............................ 7.2 Data, to be furnished by OWNER ...................... 8.3 Day -definition of...................................17.2.2 Decisions on Disputes ........................... 9.11, 9.12 defective —definition of 1.14 ................................ defective Work — Acceptance of .............................. 10.4.1. 13.13 Correction or Removal of 13.11 ...................10.4.1, Correction Period 13.12 .................................. in general ................................. 13, 14.7, 14.11 Observation by ENGINEER ......................... 9.2 OWNER May Stop Work .......................... 13.10 Prompt Notice of Defects ........................... 13.1 Rejecting............................................9.6 Uncovering the Work ............................... 13.8 Definitions............................................... 1 Delays.................................4.1.6.29. 12.3-12.4 Delivery of Bonds ...................................... 2.1 Delivery of certificates of insurance 2.7 ..................... Article or Paragraph Number Determinations for Unit Prices ........................ 9.10 Differing Subsurface or Physical Conditions Notice of..........................................4 ENGINEER's Review ............................. Possible Contract Documents Change ............... 2.3 4.2.4 4.2.5 Possible Price and Times Adjustments .............. 4.2.6 Discrepancies -Reporting and Resolving .... 2.5. 3.3.2. 6.14.2 Dispute Resolution— Agreement.....................................16.1-16.6 Arbitration.....................................16.1-16.5 general...............................................16 Mediation..........................................16.6 Dispute Resolution Agreement .................... Disputes. Decisions by ENGINEER ..............9.11-9.12 16.1-16.6 Documents — Copiesof ............................................ Record. Reuseof.............................................3.7 2 2 6.19 Drawings —definition of ............................... Easements............................................. Effective date of Agreement —definition of ............. Emergencies...................................6.23 ENGINEER — 1.I5 4.1 1.16 as initial interpreter on disputes ................. definition of ........................................ Limitations on authority and 9.11-9.12 1.17 responsibilities .................................9.13 Replacement of ...................................... Resident Project Representative ...................... ENGINEER's Consultant —.definition of ............... ENGINEER's— 8.2 9.3 1.18 authority and responsibility, limitations on ........... 9.13 Authorized Variations in the Work .................... 9.5 Change Orders, responsibility for .......... 9.7, 10, II. 12 Clarifications and Interpretations ............... 3.6.3, 9.4 Decisions on Disputes .......................... 9.11-9.12 defective Work, notice of ........................... 13.1 Evaluation of Substitute Items ...................... 6.7.3 Liability.......................................6.32.9.12 NoticeWork is Acceptable ......................... 14.13 Observations ................................. 6.30.2.9.2 OWNER's Representative ........................... 9.1 Payments to the CONTRACTOR. Responsibility for .............................. Recommendation of Payment ................. Responsibilities — 9.9. 14 14.4, 14.13 Limitations on ............................... Review of Reports on Differing Subsurface 9.11-9.13 and Physical Conditions .......................... 4.2.4 Shop Drawings and Samples, review responsibility ..................................... Status During Construction — 6.26 authorized variations in the Work .................. 9.5 Clarifications and Interpretations ................... 9.4 Decisions on Disputes ........................ 9.11-9.12 Determinations on Unit Price ..................... 9.10 ENGINEER as Initial Interpreter ............. 9.11-9.12 ENGINEER's Responsibilities ................ 9.I-9.12 I I Article or Paragraph Number Limitations on ENGINEER's Authority and Responsibilities ................................... 9.13 OWNER's Representative ......................... 9.1 Project Representative ............................. Rejecting Defective Work .......................... 9.3 9.6 Shop Drawings, Change Orders and Payments .................................... 9.7-9.9, Visits to Site ...................................... 9.2 Unit Price Determinations ........................... 9.10 Visits to Site ....................................:.... 9.2 Written consent required ......................... 7.2, 9.1 Equipment, Labor, Materials and ...... Equipment rental, Cost of the Work ................ 0........0... 6.3-6.5 11.4.5.3 Equivalent Materials and Equipment Errors or omissions ................................... Evidence of Financial Arrangements Explorations of physical conditions ................... Fee, CONTRACIUIt' s. -Costs -Plus Field Order - .................... 6.7 6.33 ................... 8.11 4.2.1 ................... 11.6 definition of ........................................ issued by ENGINEER ......................... Final Application for Payment ........................ Final inspection ...................................... Final Payment - 1.19 14.12 14.11 and Acceptance .............................. Prior to, for cash allowances ........................ General Provisions ............................... General Requirements- 14.13-14.14 II.8 17.3-17.4 defintion of ......................................... 1.20 principal. references to .. a ...........2.6.6.4.6.6-6.7;6.24 Giving Notice ........:..... ..................... ...... 17.1 Guarantee of Work -by CONTRACTOR .......... ............... Hazard Communication Programs ..................... Hazardous Waste - 6.30, 14.12 6.22 definition of........................................1.21 general...............................................4.5 OWNER's responsibility for ........................ 8.10 Indemnification ........................ 6.12, 6.16, 6.314.33 Initially Acceptable Schedules' .......................... 2.9 Inspection - Certificates of ..............9.13.4, 13.5, 14.12 Final........................................0..... 14.11 Special, required by ENGINEER ................0. 9.6 Tests and Approval ........................ 8.7, 13.3-13.4 Insurance - Acceptance of, by OWNER ......................... Additional, required by changes 5.14 in the Work ................................. 11.4.5.9 Before starting the Work ....... . .... ... 2.7 ... ........... Bonds and -in general ................................. 5 Cancellation Provisions ................. 0............5.8 Certificates of .. 2.7,5.5.3.5.4.11,5.4.13.5.6:5,5.8, 5.14, • 9.13.4, 14.12 completed operations .................... ... 5.4.13 CONTRACIOR's Liability ........................... 5.4 CONTRACTOR's objection to coverage ............. 5.14 Contractual Liability .............................. 5.4.10 Article or Paragraph Number deductible amounts. CONTRACIOR's responsibility .................................... Final Application for Payment ...................... Licensed Insurers .................................... Notice requirements, material 5.9 14.12 5.3 changes .................................. 5.8, 10.50 Option to Replace .................................. 5.14 other special insurances .................. ...........5.10 OWNER as fiduciaryfor insureds .............. 5.12-5.13 OWNER's Liability .................................. 5.5 OWNER's Responsibility ............................ 8.5 Partial Utilization, Property Insurance ............... 5.15 Property ........................................ 5.6-5.10 Receipt and Application of Insurance Proceeds .. 5.12-5.13 Special Insurance ................................... 5.10 Waiver of Rights .................................... 5.11 Intent of Contract Documents ....................... 3.1-3.4 Interpretations and Clarifications ................. 3.6.3, 9.4 Investigations of physical conditions ........ ........... 4.2 Labor, Materials and Equipment .................... Lands — and Easements ...................................... Availability of ................................... Reports & Tests ..................................... Laws and Regulations —Laws or Regulations — 8.4 4.1, 8.4 8.4 Bonds ............................. ......5.1-5.2 Changes in the Work ................................ 10.4 Contract Documents ................................. 3.1 CONTRACTtDR's Responsibilities ................... 6.14 Correction Period, defective Work .................. 13.12 Cost of the Work, taxes ......................... 11.4.5.4 definition of..................0..................... 1.22 general .. ........................... ...... 6.14 Indemnification ................................ 6.31-6.33 Insurance ............................................ 5.3 Precedence .................................... 3. I, 3.3.3 Reference to ....................................... 3.3.1 Safety and Protection .......................... 6.20, 13.2 Subcontractors, Suppliers and Others .;;;;.......6.86.11 Tests and Inspections ......• .. 13.5 Use of Premises .................................... 6.16 Visits to Site .....:......... ... ....... .... ..... ...... .. 9.2 Liability Insurance— .....: .............................. OWNER's...................:............a.......... Licensed Sureties and Insurers ......................... Liens — 5.4 5.5 5.3 Application for Progress Payment ................... • Contractor's Warranty of Title ....................... • Final Application for Payment ...................... definition of ........................................ Waiver of Claims .................................. Limitations on ENGINEER's authority and 14.2 14.3 14.12 1.23 14.15 responsibilities ..................................... Limited Reliance by CONTRACTOR Authorized 9.13 ...... 4.2.2 Maintenance and Operating Manuals= Final Application for Payment ...................... Manuals (of others). 14.12 Precedence ....................................... 3.3.3.1 I I I I II El I I I I C I I I I Li I .1 I I I I I El I I I I I I I Article or Paragraph Number Reference to in Contract Documents ................. 3.3.1 Materials and equipment— fumished by CONTRACTOR ........................ 6.3 not incorporated in Work ............................ 14.2 Materials or equipment —equivalent ..................... 6.7 Mediation (Optional) .................................. 16.7 Milestones -definition of .............................. 1.24 Miscellaneous — Computation of Times .............................. 17.2 Cumulative Remedies ............................... 17.4 Giving Notice ............................. . ..... 17.1 Notice of Claim ..................................... 17.3 Professional Fees and Court Costs Included .......... 17.5 Multi -prime contracts .................................... 7 Not Shown or Indicated .............................. 4.3.2 Notice of — Acceptability of Project ............................ 14.13 Award. definition of ................................. 1.25 Claim.............................................. 17.3 Defects...........................................13.1 Differing Subsurface or Physical Conditions ..........4.2.3 Giving ................. .. 17.1 Tests and Inspections ............................... 13.3 Variation, Shop Drawing and Sample ................ 6.27 Notice to Proceed — definition of ........................................ 1.26 givingof ............................................. 2.3 Notification to Surety ................................. 10.5 Observations, by ENGINEER .................... 6.30, 9.2 Occupancy of the Work ................ 5.15, 6.30.2.4, 14.10 Omissions or acts by CONTRACTOR ............. 6.9, 9.13 "Open peril" policy form. Insurance ...................5.6.2 Option to Replace .....................................5.14 ,.Or Equal" Items ...................................... 6.7 Otherwork .............................................. 7 Overtime Work —prohibition of ......................... 6.3 OWNER — Acceptance of defective Work ...........13.13 appoint an ENGINEER ............................... 8.2 as fiduciary....................................5.12-5.13 Availability of Lands, responsibility ...................4.1 definition of ........................................ 1.27 data, furnish.............................8.3 May Correct Defective Work ...........13.14 May refuse to make payment ........................ 14.7 May Stop the Work ................................ 13.10 may suspend work, terminate 8.8, 13.10, 15.1-15.4 ....................... Payment, make prompt ................... 8.3, 14.4, 14.13 performance of other Work ........................... 7.1 permits and licenses, requirements .................. 6.13 purchased insurance requirements ...............5.6-5.I0 OWNER's— Acceptance of the Work ......................... 6.30.2.5 Change Orders, obligation to execute.................................... 8.6, 10.4 Communications ..................................... 8.1 Coordination of the Work ............................ 7.4 Disputes, request for decision ....................... 9.11 Article or Paragraph Number Inspections, tests and approvals ................. 8.7, 13.4 Liability Insurance ................................... 5.5 Notice of Defects 13.1 ................................... Representative —During Construction, ENGINEER's Status 9.1 ............................ Responsibilities — Asbestos, PCB's. Petroleum. Hazardous Waste on Radioactive Material .........8.10 Change Orders .................................... 8.6 Changes in the Work .............................. 10.1 communications ................................... 8.1 CONTRACTOR's responsibilities .................. 8.9 evidence of financial arrangements ................ 8.11 inspections, tests and approvals .................... 8.7 Insurance......................................... 8.5 lands and easements ............................... 8.4 prompt payment by ........ ........................ 8.3 replacement of ENGINEER ....................... 8.2 reports and tests ................................... 8.4 stop or suspend Work ..............4...8.8, 13.10, 15.1 terminate CONTRACI'OR's services .......... 8.8, 15.2 separate representative at site ........................ 9.3 independent testing ................................. 13.4 use or occupancy of the Work 5.15. 14.10 .................................... written consent or approval required 6.3, 11.4 ........9.1. written notice required .......... 7.1, 9.4, 9.11. 11.2. 11.9. 14.7, 15.4 PCBs — definition of ........................................ 1.29 general 4.5 .............................................. OWNER's responsibility for ........................ 8.10 Partial Utilization — definition of ........................................ 1.28 6.30.2.4, 14.10 general ................................... Property Insurance ................................. 5.15 Patent Fees and Royalties ............................. 6.12 Payment Bonds ..................................... 5.1-5.2 Payments, Recommendation of ............. 14.4-14.7, 14.13 Payments to CONTRACTOR and Completion — Application for Progress Payments .................. 14.2 CONTRACTOR's Warranty of Title ................. 14.3 Final Application for Payment ...................... 14.12 Final Inspection ................................... 14.11 Final Payment and Acceptance ............... 14.13-14.14 general ............... ..... ......... ........ .... ;. 8.3, 14 Partial Utilization 14.10 .................................. Retainage........................................... 14.2 Review of Applications for Progress Payments .......................4.......... 14.4-14.7 prompt payment ..................................... 8.3 Schedule of Values 14.1 .................................. Substantial Completion 14.8.14.9 ......................... Waiver of Claims 14.15 .................................. when payments due .......................... 14.4, 14.13 withholding payment ................................ 14.7 Performance Bonds ................................. 5.1-5.2 Permits............................................... 6.13 I I Article or Paragraph Number Petroleum — definition of ........................................ I.30 general.............................................. 4.5 OWNER's responsibility for ........................ 8.10 Physical Conditions — Drawings of, in or relating to .....................4.2.1.2 ENGINEER's review .............................. 4.2.4 existing structures .................................. 4.2.2 general ........................ 4.2.1.2 ....... .... Subsurface and ....................................... 4.2 Underground Facilities ............................... 4.3 Possible Contract Documents Change ............... 4.2.5 Possible Price and Times Adjustments .............. 4.2.6 Reports and Drawings .............................. 4.2.1 Notice of Differing Subsurface or . .................. 4.2.3 Subsurface and ...................................... 4 Subsurface Conditions ............................ 4.2.1.1 Technical Data, Limited Reliance by CONTRACTOR Authorized .................... 4.2.2 Underground Facilities — general .......................................... 4.3 Not Shown or Indicated ....................... 4.3.2 Protection of ...................:........... 4.3. 6.20 Shown or Indicated ............................ 4.3.1 Technical Data ...... .............a................. 4.2.2 Preconstruction Conference ............................ 2.8 Preliminary Matters ...................................... 2 Preliminary Schedules .................................. 2.6 Premises, Use of ................................. 6.16-6.18 Price, Change of Contract ................................ 11 Price, Contract—definipon of .......................... I.I 1 Progress Payment, Applications for .................... 14.2 Progress payment—retainage .......................... 14.2 Progress schedule, CONTRACTOR,s .....2.6. 2.8, 2.9, 6.6, 6.29. 10.4, 15.2.1 Project —definition of .................................. 1.31 Project Representative— - ENGINEER's Status During Construction ............ 9.3 Project Representative, Resident -definition of ...................................... 1.33 prompt payment by OWNER* ........................... 8.3 Property Insurance Additional........................................... 5.7 general ................................ . 5.6-5.10 Partial Utilization ........................... .. 5.15, 14.10.2 receipt and application of proceeds.................................. 5.12-5.13 Protection. Safety and .......................6.20-6.21. 13.2 Punch list ................................... 14.11 Radioactive Material— ... definition...........................................t general..............................................45 OWNER's responsibility for ................ 8.10 Recommendation of Payment .............. .. 14.4, 14.5, 14.13 Record Documents ..................... 14.12 Records, procedures for maintaining ......2.8 Reference Points ....................................... Reference to Standards and Specifications 4.4 of Technical Societies 3.3 ................................ Article or Paragraph Number Regulations. Laws and (or) ............................. 6.14 Rejecting Defective Work ............................... 9.6 Related Work — atSite ........................................... 7.1-7.3 Performed prior to Shop Drawings and Samples submittals review .................. 6.28 Remedies. cumulative ............................ 17.4. 17.5 Removal or Correction of Defective Work .................................... 13.II rental agreements. OWNER approval required......................................11.4.5.3 replacement of ENGINEER, by OWNER .............. 8.2 Reporting and Resolving Discrepancies .... 2.5, 3.3.2, 6.14.2 Reports — and Drawings ...................................... 4.2.1 and Tests. OWNER's responsibility .................. 8.4 Resident Project Representative — definition of ........................................ 1.33 provision for......................9.3 Resident Superintendent, CONTRACTOR's ............. 6.2 Responsibilities— 11 CONTRACTOR's-in general ........................... 6 ENGINEER's-in general ............................... 9 Limitations on .................................... 9.13 OWNER's-in general .................................. 8 Retainage............................................. 14.2 Reuse of Documents...................................3.7 Review by CONTRACTOR: Shop Drawings and Samples Prior to Submittal ...................... 6.25 Review of Applications for Progress Payments..........................6........... 14.4.14.7 Right to an adjustment ................................ 10.2 Rights of Way .......................................... 4.1 Royalties. Patent Fees and ............................. 6.12 Safe Structural Loading ............................... 6.18 Safety — and Protection ....... 4.3.2, 6.16, 6.18, 6.20.6.21, 7.2, 13.2 general ........................................ 6.20-66.23 Representative. CONTRACTOR's ................... 6.21 Samples — definitionof ........................................ 1.34 general ........................................ 6.24-6.28 Review by CONTRACTOR ......................... 6.25 Review by ENGINEER ....................... 6.26, 6.27 related Work ........................................ 6.28 submittal of ....................................... 6.24.2 submittal procedures ................ 6.25 Schedule of progress ..... 2.6. 2.8-2.9, 6.6, ...:.. 6.29, 10.4, 15.2.1 Schedule of Shop Drawing and Sample Submittals ....................... 2.6.2.8.2.9, 6.246.28 Schedule of Values ........................ 2.6, 2.8-2.9, 14.1 Schedules — Adherence to 15.2.1 ..................................... Adjusting............................................ 6.6 Change of Contract Times ......................... 10.4 Initially Acceptable ... 2.8-2.9 •............................ Preliminary .......................................... 2.6 Scope of Changes .............................. 10.3-10.4 Subsurface Conditions 4.2.1.1 .............................. L I I I I I I I J I I L I I I I 10 1 El I I I I I I I I I Li C1 I I I Article or Paragraph Number Shop Drawings — and Samples, general ......................... Change Orders & Applications for .. 6.24-6.28 r' Payments. and ............................... definitionof ........................................ ENGINEER's approval of ......................... ENGINEER's responsibility 9.7-9.9 1.35 3.6.2 for review ............................... related Work ........................................ review procedures ......................... submittal required ................................. Submittal Procedures ............................... use to approve substitutions ........................ 9.7, 6.24-6.28 6.28 2.8.6.24-6.28 6.24.1 6.25 6.7.3 Shown or Indicated ................................... Site Access.......................................7.2. Site Cleanliness.......................................6.17 Site, Visits to — 4.3.1 13.2 by ENGINEER..............9.2. by others ........................................... 13.2 13.2 "Special causes of loss" policy form, insurance ....... 5.6.2 Specifications — definition of ........................................ of Technical Societies. reference to ................. precedence ........................................ Standards and Specifications of Technical 1.36 3.3.1 3.3.3 Societies.......................................... Starting Construction, Before ....................... Starting the Work ...................................... Stop or Suspend Work — 3.3 2.5-2.8 2.4 by CONTRACTOR ................................. by OWNER ............................. Storage of materials and equipment ................. Structural Loading, Safety ............................. Subcontractor— 15.5 8.8, 13.10, 15.1 4.1. 7.2 6.18 Concerning...................................... 6.86.11 definition of........................................1.37 delays.............................................. 12.3 waiver of rights ..................................... 6.11 Subcontractors —in general ........................ 6.8-6.11 Subcontracts —required provisions ........ 5.11, 6.11, 11.4.3 Submittals — Applications for Payment ........................... 14.2 Maintenance and Operation Manuals ............... 14.12 Procedures ......................................... 6.25 Progress Schedules ....................6.........2.6. 2.9 Samples ....................................... 6.24-6.28 Schedule of Values ............................. 2.6, 14.1 Schedule of Shop Drawings and Samples Submissions ....................2.6. 2.8.2.9 Shop Drawings ................................. Substantial Completion — 6.246.28 certification of ........................ 6.30.2.3. 14.8-14.9 definition of ........................................ 1.38 Substitute Construction Methods or Procedures ....... 6.7.2 Substitutes and "Or Equal" Items ...................... 6.7 CONTRACTOR's Expense ....................... 6.7.1.3 ENGINEER's Evaluation .......................... 6.7.3 ,'Or -Equal" ........................................ 6.7.1 Substitute Construction Methods of Procedures ..... 6.7.2 Article or Paragraph Number Substitute Items .................................. 6.7.1.2 Subsurface and Physical Conditions — Drawings of, in or relating to ..................... 4.2.1 .- ENGINEER's Review ............................. 4.2.4 general..............................................4 Limited Reliance by CONTRACTOR Authorized .................................... 4.2 2 Notice of Differing Subsurface or Physical Conditions................................4 2.3 Physical Conditions ................................. 4.2.1.2 Possible Contract Documents Change ................. 4.2.5 Possible Price and Times Adjustments ................ 4.2.6 Reports and Drawings ................................ 4.2.1 Subsurface and ...................................... 4.2 Subsurface Conditions at the Site ................. 4.2.1.1 Technical Data.....................................4' Supervision— CONTRACrL)R's responsibility ...................... 6.1 OWNER shall not supervise ......................... 8.9 ENGINEER shall not supervise ............... 9.2.9.13.2 Superintendence ....................................... 6.2 Superintendent. CONTRACTOR's resident ........... 6.2 Supplemental costs .................................. 11.4.5 Supplementary Conditions — definition of ........................................ I.39 principal reference to .... 1.10. 1.18. 2.2.2.7, 4.2. 4.3, 5.1, 5.3. 5.4, 5.6-5.9, 5.11, 6.8, 6.13. 7.4. 8.11, 9.3.9.10 Supplementing Contract Documents .................... 3.6 Supplier — definition of ......................:................. 1.40 principal references to ......... .. 3.7, 6.5, 6.8-6.11, 6.20,6.24,9.13,14.12 Waiver of Rights .................................... 6.11 Surety — consent to final payment ..................... 14.12, 14.14 ENGINEER has no duty to ......................... 9.13 Notification of ...........................10.1. 10.5, 15.2 qualification of ................................... 5.1-5.3 Survival of Obligations ................................ 6.34 Suspend Work, OWNER May .................. 13.10, 15.1 Suspension of Work and Termination— .................. 15 CONTRACTOR May Stop Work or Terminate.....................15.5 OWNER May Suspend Work ....................... 15.1 OWNER May Terminate ....................... 15.2-15.4 Taxes -Payment by CONTRACTOR .................... 6.15 Technical Data — Limited Reliance by CONTRACTOR ............... 4.2.2 Possible Price and Times Adjustments .............. 4.2.6 Reports of Differing Subsurface and Physical Conditions ............................... 4.2.3 Temporaryconstruction facilities ........................ 4.1 Termination — by CONTRACTOR ................................. 15.5 by OWNER ............................... 8.8, 15.1-15.4 of ENGINEER's employment ........................ 8.2 Suspension of Work-in general ........................ IS Terms and Adjectives .................................. 3.4 Tests and Inspections - 1 I Article or Paragraph Number Access to the Work, by others ...................... 13.2 CONTRACIOR's responsibilities .................... 13.5 costof .............................................. 13.4 covering Work prior to ..........13.6-13.7 Laws and Regulations (or) .......................... Notice of Defects ................................... 13.5 13.1 OWNER May Stop Work .......................... 13.10 OWNER's independent testing ...................... special, required by ENGINEER ..................... 13.4 9.6 timely notice required ............................... 13.4 Uncovering the Work, at ENGINEER's request .................................... Times— . 13.8-13.9 Adjusting ............................................ 6.6 Change of Contract ................................... 12 Adjusting..................................... .. 6.6 Computation of ...................................... 17.2 Contractlimes of ....................... 1.12 day................................................17.72 Milestones........................................... 12 Requirements — appeals .:..................... ..... clarifications, claims and .............. 16 disputes ............................. 9.11, 11.2, 12 commencement of contract times ................... preconstruction conference ......................... schedules ................................. 2.3 2.8 2.6. 2.9, 6.6 starting the Work :................................. 2.4 Title, Warranty of ...... .... ............... Uncovering Work ........... ....... Underground Facilities, Physical ........... 14.3 . .. ........... 13.8-13.9 Conditions — definition of .......... ..1.41 Not Shown or Indicated ............................ 4.3.2 protection of ................................... 4.3, 6.20 Shown or Indicated ................................ 4.3.1 Unit Price Work — claims ............................................ 11.9.3 definition of .............. .. 1.42 ........................ general .................................. 11.9, 14.1, 14.5 Unit Prices — general ......................................... 11.3.1 Determination for ............................... .. 9.10 Use of Premises ........................ 6.16. 6.18. 6.30.2.4 Utility owners ...................... 6.13, 6.20, 7.1-7.3, 13.2 Ankle or Paragraph Number Utilization. Partial ............... 1.28, 5.15, 6.30, 2.4, 14.10 Value of the Work ..................................... 11.3 Values, Schedule of ....................... 2.6,2.8-2.9, 14.1 Variations in Work —Minor Authorized ................................ 6.25, 6.27, 9.5 Visits of Site —by ENGINEER ......................... 9.2 Waiver of Claims -on Final Payment ........................................... 14.15 Waiver of Rightsby insured parties ............... 5.11, 6.11 Warranty and Guarantee, General --by CONTRACTOR .................................... 6.30 Warranty of Title, CONTRACTOR's ................... 14.3 Work — Access to ........................................... 13.2 byothers,............................................. 7 Changes in the ........................................ 10 Continuingthe........ 6.29 . ............ CONTRACTOR May Stop Work or Terminate ................................... 15.5 Coordination of ...................................... 7.4 Cost of the ..................................... 11.4-11.5 definition of ........................................ 1.43 neglected by CONTRACTOR ...................... 13.14 other Work ............................................ OWNER May Stop Work 7 .......................... 13.10 OWNER May Suspend Work ................. 13.10, 15.1 Related, Work at Site ............................. 7.1-7.3 Starting the .......................................... Stopping by CONTRACTOR ........................ 2.4 15.5 Stopping by OWNER .......................... 15.1-15.4 Variation and deviation authorized, minor........................................... 3.6 Work Change Directive. claims purstrantto.................................. 10.2 definition of ........................................ 1.44 principal references to .................... 3.5.3, 10.1-10.2 Written Amendment — definition of ........................................ 1.45 principal references to ... 1.10, 3.5, 5.10, 5.12, 6.6.2, 6.8.2, 6.19, 10.1, 10.4.11.2, 12.1, 13.12.2, 14.7.2 Written Clarifications and Interpretations ........................... 3.6.3, 9.4, 9.11 Written Notice Required — by CONTRACTOR ........ 7.1, 9.10-9.11, 10.4, 11.2, 12.1 by OWNER ....................9.I0.9.I1, 10.4, 112, 13.14 I I J I I I J I J J I L I I I J 1 li I I .1 I L I I .1 J I �' Ii GENERAL CONDITIONS ARTICLE 1 —DEFINITIONS Additions Sc 1 Wherever used in these General Conditions or in the other Contract Documents the following terms have the meanings indicated which are applicable to both the singular and plural thereof: 1.1. Addenda —Written orgraphic instruments issued prior to the opening of Bids which clarify, correct or change the Bidding Requirements or the Contract Documents. 1.2. Agreement —The written contract between OWNER and CONTRACTOR covering the Work to be performed; other Contract Documents are attached to the Agreement and made a part thereof as provided therein. 1.3. Application for Payment —The form accepted by EN- GINEER which is to be used by CONTRACTOR in requesting progress or final payments and which is to be accompanied by such supporting documentation as is required by the Contract Documents. 1.4. Asbestos —Any material that contains more than one percent asbestos and is friable or is releasing asbestos fibers into the air above current action levels established by the United States Occupational Safety and Health Administration. 1.5. Bid —The offer or proposal of the bidder submitted on the prescribed form setting forth the prices for the Work to be performed. 1.6. Bidding Documents —The advertisement or invitation to Bid, instructions to bidders, the Bid form, and the proposed Contract Documents (including all Addenda issued prior to receipt of Bids). 1.7. Bidding Requirements —The advertisement or invita- tion to Bid, instructions to bidders, and the Bid form. 1.8. Bonds —Performance and Payment bonds and other instruments of security. 1.9. Change Order —A document recommended by ENGI- NEER, which is signed by CONTRACTOR and OWNER and authorizes an addition, deletion or revision in the Work, or an adjustment in the Contract Price or the Contract Times. issued on or after the Effective Date of the Agreement. 1.10. Contract Documents —The Agreement. Addenda (which pertain to the Contract Documents), CON7RACIOR's Bid (including documentation accompanying the Bid and any post Bid documentation submitted prior to the Notice of Award) when attached as an exhibit to the Agreement, the Notice to Proceed, the Bonds, these General Conditions, the Supplementary Conditions, the Specifications and the Draw- ings as the same are more specifically identified in the Agree - ment, together with all Written Amendments. Change Orders. Work Change Directives. Field Orders and ENGINEER's written interpretations and clarifications issued pursuant to paragraphs 3.5. 3.6.1, and 3.6.3 on or after the Effective Date of the Agreement. Shop Drawing submittals approved pursu- ant to paragraphs 6.26 and 6.27 and the reports and drawings referred to in paragraphs 4.2.1.1 and 4.2.2.2 are not Contract Documents. 1.11. Contract Price —The moneys payable by OWNER to CONTRACTOR for completion of the Work in accordance with the Contract Documents as stated in the Agreement (subject to the provisions of paragraph 11.9.1 in the case of Unit Price Work). 1.12. Contract Times —The numbers of days or the dates stated in the Agreement: (i) to achieve Substantial Completion, and (ii) to complete the Work so that it is ready for final payment as evidenced by ENGINEER's written recommenda- tion of final payment in accordance with paragraph 14.13. 1.13. CONTRACTDR—The person, firm or corporation with whom OWNER has entered into the Agreement. 1.14. defective —An adjective which when modifying the word Work refers to Work that is unsatisfactory, faulty or deficient, in that it does not conform to the Contract Docu- ments, or does not meet the requirements of any inspection. reference standard, test or approval referred to in the Contract Documents, or has been damaged prior to ENGI- NEER's recommendation of final payment (unless responsi- bility for the protection thereof has been assumed by OWNER at Substantial Completion in accordance with paragraph 14.8 or 14.10). 1.15. Drawings —The drawings which show the scope, extent and character of the Work to be furnished and per- formed by CONTRACTOR and which have been prepared or approved by ENGINEER and are referred to in the Contract Documents. Shop drawings are not Drawings as so defined. 1.16. Effective Date of the Agreement —The date indicated in the Agreement on which it becomes effective, but if no such date is indicated it means the date on which the Agreement is signed and delivered by the last of the two patties to sign and deliver. 1.17. ENGINEER —The person, firm or corporation named as such in the Agreement. 1.18. ENGINEER's Consultant —A person, firm or corpo- ration having a contract with ENGINEER to furnish services as ENGINEER's independent professional associate or con- sultant with respect to the Project and who is identified as such in the Supplementary Conditions. 1.19. Field Order —A written order issued by ENGINEER which orders minor changes in the Work in accordance with paragraph 9.5 but which does not involve a change in the Contract Price or the Contract Times. 13 I 1.20. General Requirements —Sections of Division I of the Specifications. 1.21. Hazardous Waste —The term Hazardous Waste shall have the meaning provided in Section 1004 of the Solid Waste Disposal Act (42 USC Section 6903) as amended from time to time. 1.22. Laws and Regulations; Laws or Regulations —Any and all applicable laws, rules, regulations, ordinances, codes and orders of any and all governmental bodies, agencies, authorities and courts having jurisdiction. 1.23. Liens —Liens, charges, security interests or encum- brances upon real property or personal property. 1.24. Milestone=A principal event specified in the Con- tract Documents relating to an intermediate completion date or time prior to Substantial Completion of all the Work. 1.25. Notice ofAward—The written notice by OWNER to the apparent successful bidder stating that upon compliance by the apparent successful bidder with the conditions precedent enumerated therein, within the time specified. OWNER will sign and deliver the Agreement. 1.26. Notice ioProceed—A writtennoticegivenbyOWNER to CONTRACTOR (with a copy to ENGINEER) fixing the date on which the Contract Times will commence to run and on which CONTRACTOR shall start to perform CONTRAC- TOR'S obligations under the Contract Documents. 1.27. OWNER —The public body or authority, corpora- tion, association, firm or person with whom CONTRACTOR has entered into the Agreement and for whom the Work is to be provided. 1.28. Partial Utilization —Use by OWNER of a substan- tially completed part of the Work for the purpose for which it is intended (or a related purpose) prior to Substantial Completion of all the Work. -. 1.29. PCBs —Polychlorinated biphenyls. 1.30. Petroleum —Petroleum, including crude oil or any fraction thereof which is liquid at standard conditions of temperature and pressure (60 degrees Fahrenheit and 14.7 pounds per square inch absolute), such as oil, petroleum, fuel oil, oil sludge, oil refuse, gasoline, kerosene, and oil mixed with other non -Hazardous Wastes and crude oils. 1.31. Project —The total construction of which the Work to be provided under the Contract Documents may be the whole, or a part as indicated elsewhere in the Contract Documents. 1.32. Radioactive Material. Source, special nuclear, or byproduct material as defined by the Atomic Energy Act of 1954 (42 USC Section 2011 et seq.) as amended from time to time. 1.33. Resident Project Representative— The authorized representative of ENGINEER who may be assigned to the site or any pan thereof. 1.34. Samples —Physical examples of materials.equipment, or workmanship that are representative of some portion of the Work and which establish the standards by which such portion of the Work will be judged. 1.35. Shop Drawings —All drawings. diagrams. illustra- tions, schedules and other data or information which are specifically prepared or assembled by or for CONTRACTOR and submitted by CONTRACTOR to illustrate some portion of the Work. 1.36. Spec(/1rations—Those portions of the Contract Doc- uments consisting of written technical descriptions of materi- als, equipment, construction systems, standards and workman- ship as applied to the Work and certain administrative details applicable thereto. 1.37. Subcontractor —An individual, firm or corporation having a direct contract with CONTRACTOR or with any other Subcontractor for the performance of a part of the Work at the site. 1.38. Substantial Completion —The Work (or a specified part thereof) has progressed to the point where, in the opinion of ENGINEER as evidenced by ENGINEER's definitive certificate of Substantial Completion, it is sufficiently com- plete, in accordance with the Contract Documents, so that the Work (or specified part) can be utilized for the .purposes for which it is intended; or if no such certificate is issued, when the Work is complete and ready for final payment as evidenced by ENGINEER's written recommendation of final payment in accordance with paragraph 14.13. The terms "substantially complete" and "substantially completed" as applied to all or part of the Work refer to Substantial Completion thereof. 1.39. Supplementary Conditions —The part of the Contract Documents which amends or supplements these General Con- ditions. 1.40. Supplier —A manufacturer, fabricator, supplier, dis- tributor. materialman or vendor having a direct contract with CONTRACTOR or with any Subcontractor to furnish materi- als or equipment to be incorporated in the Work by CON- TRACTOR or any Subcontractor. 1.41. Underground Facilities —All pipelines, conduits, ducts, cables, wires, manholes, vaults, tanks, tunnels or other such facilities or attachments, and any encasements containing such facilities which have been installed underground to furnish any of the following services or materials: electricity, gases, steam, liquid petroleum products, telephone or other communica- tions, cable television, sewage and drainage removal, traffic or other control systems or water. 1.42. Unit Price Work —Work to be paid for on the basis of unit prices. I I I I I I-' I I I I I L I H I I 14 1 I I I I 1.43. Work —The entire completed construction or the var- ious separately identifiable parts thereof required to be fur- nished under the Contract Documents. Work includes and is the result of performing or furnishing labor and furnishing and incorporating materials and equipment into the construction. and performing or furnishing services and furnishing docu- ments, all as required by the Contract Documents. 1.44. Work Change Directive —A written directive to CON- TRACTOR, issued on or after the Effective Date of the Agreement and signed by OWNER and recommended by ENGINEER, ordering an addition, deletion or revision in the Work, or responding to differing or unforeseen physical condi- tions under which the Work is to be performed as provided in paragraph 4.2 or4.3 or to emergencies under paragraph 6.23. A Work Change Directive will not change the Contract Price or the Contract Times, but is evidence that the parties expect that the change directed or documented by a Work Change Direc- tive will be incorporated in a subsequently issued Change Order following negotiations by the parties as to its effect, if any, on the Contract Price or Contract Times as provided in paragraph 10.2. I.45. Written Amendment —A written amendment of the Contract Documents, signed by OWNER and CONTRACTOR on or after the Effective Date of the Agreement and normally dealing with the nonengineering or nontechnical rather than strictly construction -related aspects of the Contract Docu- ments. ARTICLE 2 —PRELIMINARY MATTERS 1 Delivery of Bonds: I I I I I :1 I1 2.1. When CONTRACTOR delivers the executed Agree- ments to OWNER, CONTRACTOR shall also deliver to OWNER such Bonds as CONTRACTOR may be required to furnish in accordance with paragraph 5.1. Copies of Documents: Addition see SC2.2 2.2. OWNER shall furnish to CONTRACTOR up to ten copies (unless otherwise specified in the Supplementary Con- ditions) of the Contract Documents as are reasonably neces- sary for the execution of the Work. Additional copies will be furnished, upon request, at the cost of reproduction. Commencement of Conner Times; Notice to Proceed• 2.3. The Contract Times will commence to run on the thirti- eth day after the Effective Date of the Agreement, or. if a Notice to Proceed is given, on the day indicated in the Notice to Proceed. A Notice to Proceed may be given at any time within thirty days after the Effective Date of the Agreement. In no event will the 15 :1 Contract Times commence to run later than the sixtieth day after the day of Bid opening or the thirtieth day after the Effective Date of the Agreement, whichever date is earlier. Starting the Wont: 2.4. CONTRACTOR shall start to perform the Work on the date when the Contract Times commence to run, but no Work shall be done at the site prior to the date on which the Contract Times commence to run. Before Starting Construction: 2.5. Before undertaking each part of the Work. CON- TRACTOR shall carefully study and compare the Contract Documents and check and verify pertinent figures shown thereon and all applicable field measurements. CONTRAC- TOR shall promptly report in writing to ENGINEER any conflict, error, ambiguity or discrepancy which CONTRAC- TOR may discover and shall obtain a written interpretation or clarification from ENGINEER before proceeding with any Work affected thereby; however. CONTRACTOR shall not be liable to OWNER or ENGINEER for failure to report any conflict, error, ambiguity or discrepancy in the Contract Doc- uments, unless CONTRACTOR knew or reasonably should have known thereof. 2.6. Within ten days after the Effective Date of the Agree- ment (unless otherwise specified in the General Requirements), CONTRACTOR shall submit to ENGINEER for review: 2.6.1. a preliminary progress schedule indicating the times (numbers of days or dates) for starting and completing the various stages of the Work, including any Milestones specified in the Contract Documents; 2.6.2. a preliminary schedule of Shop Drawing and Sam- ple submittals which will list each required submittal and the times for submitting, reviewing and processing such submit- tal; 2.6.3. a preliminary schedule of values for all of the Work which will include quantities and prices of items aggregating the Contract Price and will subdivide the Work into component parts in sufficient detail to serve as the basis for progress payments during construction. Such prices will include an appropriate amount of overhead and profit appli- cable to each item of Work. 2.7. Before any Work at the site is started. CONTRACTOR and OWNER shall each deliver to the other, with copies to each additional insured identified in the Supplementary Condi- tions. certificates of insurance (and other evidence of insurance which either of them or any additional insured may reasonably request) which CONTRA TUR and OWNER respectively are required to purchase and maintain in accordance with para- graphs 5.4. 5.6 and 5.7. Addition see Sc 2. 7 Preeonsnuetion Conference: 2.8. Within twenty days after the Contract Times start to run, but before any Work at the site is started, a conference L attended by CONTRACTOR, ENGINEER and others as ap- propriate will be held to establish a working understanding among the parties as to the Work and to discuss the schedules referred to in paragraph 2.6, procedures for handling Shop Drawings and other submittals, processing Applications for Payment and maintaining required records. Ini"Ify Aeapabk Schedules: 2.9. Unless otherwise provided in the Contract Docu- ments, at least ten days before submission of the first Applica- tion for Payment a conference attended by CONTRACTOR. ENGINEER and others as appropriate will be held to review for acceptability to ENGINEER as provided below the sched- ules submitted in accordance with paragraph 2.6. CONTRAC- TOR shall have an additional ten days to make corrections. and adjustments and to complete and resubmit the schedules. No progress payment shall be made to CONTRACTOR until the schedules are submitted to and acceptable to ENGINEER as provided below. The progress schedule will be acceptable to ENGINEER as providing an orderly progression of the Work to completion within any specified Milestones and the Contract Times, but such acceptance will neither impose on ENGI- NEER responsibility for the sequencing, scheduling or progress of the Work nor interfere with or relieve CONTRACTOR from CONTRACTOR'sfull responsibility therefor. CONTRACTOR's schedule of Shop Drawing and Sample submissions will be acceptable to ENGINEER as providing a workable arrange- ment for reviewing and processing the required submittals. CONTRACIOR's schedule of values will be acceptable to ENGINEER as to form and substance. ARTICLE 3 --CONTRACT DOCUMENTS: INTENT, AMENDING, REUSE faint 3.1. The Contract Documents comprise the entire agree- ment between OWNER and CONTRACTOR concerning the Work. The Contract Documents are complementary; what is called for by one is as binding as if called for by all. The Contract Documents will be construed in accordance with the law:of the place of the Project. 3.2. It is the intent of the Contract Documents to describe a functionally complete Project (or part thereof) to be con- structed in accordance with the Contract Documents. Any Work, materials or equipment that may reasonably be inferred from the Contract Documents or from prevailing custom or bade usage as being required to produce the intended result will be furnished and performed whether or not specifically called for. When words or phrases which have a well- known technical or construction industry or trade meaning are used to describe Work, materials or equipment, such words or phrases. Shall be interpreted in accordance with that meaning. Clarifi- cations and interpretations of the Contract Documents shall be issued by ENGINEER as provided in paragraph 9.4. 3.3. Reference So Ssandwds and Speeifieahons of Technical Soeie&es: Repatlng and Resolving Disenpancies: 3.3.1. Reference to standards, specifications, manuals or codes of any technical society, organization or association, or to the Laws or Regulations of any governmental authority, whether such reference be specific or by implication, shall mean the latest standard, specification, manual, code or Laws or Regulations in effect at the time of opening of Bids (or, on the Effective Date of the Agreement if there were no Bids), except as may be otherwise specifically stated in the Contract Documents. 3.3.2. If, during the performance of the Work. CON- TRACTOR discovers any conflict, error, ambiguity or dis- crepancy within the Contract Documents or between the Contract Documents and any provision of any such Law or Regulation applicable to the performance of the Work or of any such standard, specification, manual or code or of any instruction of any Supplier referred to in paragraph 6.5, CONTRACTOR shall report it to ENGINEER in writing at once, and, CONTRACTOR shall not proceed with the Work affected thereby (except in an emergency as authorized by paragraph 6.23) until an amendment or supplement to the. Contract Documents has been issued by one of the methods indicated in paragraph 3.5 or 3.6; provided, however, that CONTRACTOR shall not be liable to OWNER or ENGI- NEER for failure to report any such conflict, error, ambigu- ity or discrepancy unless CONTRACTOR knew or reason- ably should have known thereof. 3.3.3. Except as otherwise specifically stated in the Contract Documents or as may be provided by amendment or supplement thereto issued by one of the methods indi- cated in paragraph 3.5 or 3.6. the provisions of the Contract Documents shall take precedence in resolving any conflict, error, ambiguity or discrepancy between the provisions of the Contract Documents and: 3.3.3.1. the provisions of any such standard, speci- fication, manual, code or instruction (whether or not specifically incorporated by reference in the Contract Documents): or 3.3.3.2. the provisions of any such Laws or Regu- lations applicable to the performance of the Work (unless such an interpretation of the provisions of the Contract Documents would result in violation of such Law or Regulation). No provision of any such standard, specification, manual, code or instruction shall be effective to change the duties and responsibilities ofOWN ER, CONTRACTOR or ENGINEER. or any of their subcontractors, consultants, agents, or em- ployees from those set forth in the Contract Documents, nor shall it be effective to assign to OWNER. ENGINEER or any of ENGINEER's Consultants, agents or employees any duty or authority to supervise or direct the furnishing or PT I J L 1l I I II I I L I I I I I 16 -1 performance of the Work or any duty or authority to under- ' take responsibility inconsistent with the provisions of para- graph 9.13 or any other provision of the Contract Docu- ments. I I I I Li I I I I 1 I Li -1 I 71 1 Al 3.4. Whenever in the Contract Documents the terms "as ordered." "as directed," "as required.' "as allowed," "as approved" or terms of like effect or import are used, or the adjectives "reasonable." "suitable," "acceptable." "proper" or "satisfactory" or adjectives of like effect or import are used to describe a requirement, direction, review or judg- ment of ENGINEER as to the Work, it is intended that such requirement, direction, review or judgment will be solely to evaluate, in general, the completed Work for compliance with the requirements of and information in the Contract Documents and conformance with the design concept of the completed Project as a functioning whole as shown or indicated in the Contract Documents (unless there is a specific statement indicating otherwise). The use of any such term or adjective shall not be effective to assign to ENGI- NEER any duty or authority to supervise or direct the furnishing or performance of the Work or any duty or authority to undertake responsibility contrary to the provi- sions of paragraph 9.13 or any other provision of the Contract Documents. Amending and Supplementing Contract Documents: 3.5. The Contract Documents may be amended to provide for additions, deletions and revisions in the Work or to modify the terms and conditions thereof in one or more of the following ways: 3.5.1. a formal Written Amendment, 3.5.2. a Change Order (pursuant to paragraph 10.4), or 3.5.3. a Work Change Directive (pursuant to paragraph 10.1). 3.6. In addition, the requirements of the Contract Docu- ments may be supplemented, and minor variations and devia- tions in the Work may be authorized, in one or more of the following ways: 3.6.1. a Field Order (pursuant to paragraph 9.5). 3.6.2. ENGINEER's approval of a Shop Drawing or Sample (pursuant to paragraphs 6.26 and 6.27), or 3.6.3. ENGINEER's written interpretation or clarifica- tion (pursuant to paragraph 9.4). Reuse of Documents: 3.7. CONTRACTOR, and any Subcontractor or Supplier or other person or organization performing or furnishing any of the Work under a direct or indirect contract with OWNER (i) shall not have or acquire any title to or ownership rights in any 17 of the Drawings. Specifications or other documents (or copies of any thereof) prepared by or bearing the seal of ENGINEER or ENGINEER's Consultant, and (ii) shall not reuse any of such Drawings. Specifications, other documents or copies on extensions of the Project or any other project without written consent of OWNER and ENGINEER and specific written verification or adaption by ENGINEER. ARTICLE 4 —AVAILABILITY OF LANDS: SUBSURFACE AND PHYSICAL CONDITIONS; REFERENCE POINTS Availabilily of Lands: 4.1. OWNER shall furnish. as indicated in the Contract Documents, the lands upon which the Work is to be performed, rights -of -way and easements for access thereto, and such other lands which are designated for the use of CONTRACTOR. Upon reasonable written request. OWNER shall furnish CON- TRACTOR with a correct statement of record legal title and legal description of the lands upon which the Work is to be performed and OWNER's interest therein as necessary for giving notice of or filing a mechanic's lien against such lands in accordance with applicable Laws and Regulations. OWNER shall identify any encumbrances or restrictions not of general application but specifically related to use of lands so furnished with which CONTRACTOR will have to comply in performing the Work. Easements for permanent structures or permanent changes in existing facilities will be obtained and paid for by OWNER, unless otherwise provided in the Contract Docu- ments. If CONTRACTOR and OWNER are unable to agree on entitlement to or the amount or extent of any adjustments in the Contract Price or the Contract Times as a result of any delay in OWNER's furnishing these lands, rights -of -way or easements. CONTRACTOR may make a claim therefor as provided in Articles II and 12. CONTRACTOR shall provide for all additional lands and access thereto that may be required for temporary construction facilities or storage of materials and equipment. 4.2. Subsurface and Physical Conditions: 4.2.1. Reports and Drawings: Reference is made to the Supplementary Conditions for identification of: 4.2.1.1. Subsurface Conditions: Those reports of explo- rations and tests of subsurface conditions at or contiguous to the site that have been utilized by ENGINEER in preparing the Contract Documents; and 4.2.1.2. Physical Conditions: Those drawings of physical conditions in or relating to existing surface or subsurface structures at or contiguous to the site (except Underground Facilities) that have been utilized by ENGINEER in prepar- ing the Contract Documents. .1 I 4.2.2. Limited Reliance by CONTRACTOR Authorized; Technical Data: CONTRACTOR may rely upon the general accuracy of the "technical data" contained in such reports and drawings, but such reports and drawings are not Contract Documents. Such "technical data" is identified in the Supple- mentary Conditions. Except for such reliance on such "tech- nical data," CONTRACTOR may not rely upon or make any claim against OWNER, ENGINEER or any of ENGINEER's Consultants with respect to: 4.2.2.1. the completeness of such reports and drawings for CONTRACTOR's purposes, including, but not limited to, any aspects of the means, methods, techniques, se- quences and procedures of construction to be employed by CONTRACTOR and safety precautions and programs inci- dent thereto, or 4.2.2.2. other data, interpretations, opinions and infor- mation contained in such reports or shown or indicated in such drawings, or 4.2.2.3. any CONTRACTOR interpretation of or conclu- sion drawn from any "technical data" or any such data, interpretations, opinions or information. 4.2.3. Notice of Differing Subsurface or Physical Condi- tions: If CONTRACTOR believes that any subsurface or physical condition at or contiguous to the site that is uncovered or revealed either: r 4.2.3.1. is of such a nature as to establish that any "technical data" on which CONTRACTOR is entitled to rely as provided in paragraphs 4.2.1 and 4.2.2 is materially inaccurate. or 4.2.3.2. is of such a nature as to require a change in the Contract Documents, or 4.2.3.3. differs materially from that shown or indicated in the Contract Documents, or 4.2.3.4. is of an unusual nature, and differs materially from conditions ordinarily encountered and generally recog- nized as inherent in work of the character provided for in the Contract Documents; then CONTRACTOR shall, promptly after becoming aware thereof and .before further disturbing conditions affected thereby or performing any Work in connection therewith (except in an emergency as permitted by paragraph 6.23). notify OWNER and ENGINEER in writing about such condition. CONTRAC- TOR shall not further disturb such conditions or perform any Work in connection therewith (except as aforesaid) until re- ceipt of written order to do so. 4.2.4. ENGINEER's Review: ENGINEER will promptly review the pertinent conditions, determine the necessity of OWNER's obtaining additional exploration or tests with re- spect thereto and advise OWNER in writing (with a copy to CONTRACTOR) of ENGINEER's findings and conclusions. 4.2.5. Possible Contract Documents Change: If ENGI- NEER concludes that a change in the Contract Documents is required as a result of a condition that meets one or more of the categories in paragraph 4.2.3., a Work Change Directive or a Change Order will be issued as provided in Article I0 to reflect and document the consequences of such change. 4.2.6. Possible Price and Times Adjustments: An equitable adjustment in the Contract Price or in the Contract Times, or both, will be allowed to the extent that the existence of such uncovered or revealed condition causes an increase or de- crease in CONTRACTOR's cost of, or time required for performance of, the Work; subject, however, to the following: 4.2.6.1. such condition must meet any one or more of the categories described in paragraphs 4.2.3.1 through 4.2.3.4. inclusive; 4.2.6.2. a change in the Contract Documents pursuant to paragraph 4.2.5 will not be an automatic authorization of nor a condition precedent to entitlement to any such adjustment; 4.2.6.3. with respect to Work that is paid for on a Unit Price Basis, any adjustment in Contract Price will be subject to the provisions of paragraphs 9.10 and 11.9; and 4.2.6.4. CONTRACTOR shall not be entitled to any adjustment in the Contract Price or Times if; 4.2.6.4.1. CONTRACTOR knew of the existence of such conditions at the time CONTRACTOR made a final commitment to OWNER in respect of Contract Price and Contract Times by the submission of a bid or becoming bound under a negotiated contract; or 4.2.6.4.2. the existence of such condition could rea- sonably have been discovered or revealed as a result of any examination, investigation, exploration, test or study of the site and contiguous areas required by the Bidding Requirements or Contract Documents to be conducted by or for CONTRACTOR prior to CONTRACTOR's making such final commitment; or . 4.2.6.4.3. CONTRACTOR failed to give the written notice within the time and as required by paragraph 4.2.3. If OWNER and CONTRACTOR are unable to agree on entitlement to or as to the amount or. length of any such equitable adjustment in the Contract Price or Contract Times, a claim may be made therefor as provided in Articles 11 and 12. However, OWNER, ENGINEER and ENGINEER,s Consult. ants shall not be liable to CONTRACTOR for any claims, costs, losses or damages sustained by CONTRACTOR on or in connection with any other project or anticipated project. 4.3. Physical Condiaonr_Undergnm nd Facilities: 4.3.1. Shown or Indicated: The information and data shown or indicated in the Contract Documents with respect to existing Underground Facilities at or contiguous to the site is based, on C L I II I L L� I I Li I I I I I 18 I I J 1 1 ..1 .1 U I I 1 I -1 information and data furnished to OWNER or ENGINEER by the owners of such Underground Facilities or by others. Unless it is otherwise expressly provided in the Supplementary Conditions: 4.3.1.1. OWNER and ENGINEER shall not be respon- sible for the accuracy or completeness of any such informa- tion or data: and 4.3.1.2. The cost of all of the following will be included in the Contract Price and CONTRACTOR shall have full respon- sibility for. (i) reviewing and checking all such information and data, (ii) locating all Underground Facilities shown or indicated in the Contract Documents. (iii) coordination of the Work with the owners of such Underground Facilities during construction, and (iv) the safety and protection of all such Underground Facilities as provided in paragraph 6.20 and repairing any damage thereto resulting from the Work. 4.3.2. Not Shown or Indicated: If an Underground Facility is uncovered or revealed at or contiguous to the site which was not shown or indicated in the Contract Documents, CON- TRACTOR shall, promptly after becoming aware thereof and before further disturbing conditions affected thereby or per- forming any Work in connection therewith (except in an emergency as required by paragraph 6.23). identify the owner of such Underground Facility and give written notice to that owner and to OWNER and ENGINEER. ENGINEER will promptly review the Underground Facility and determine the extent, if any, to which a change is required in the Contract Documents to reflect and document the consequences of the existence of the Underground Facility. If ENGINEER con- cludes that a change in the Contract Documents is required, a Work Change Directive or a Change Order will be issued as provided in Article 10 to reflect and document such conse- quences. During such time. CONTRACTOR shall be respon- sible for the safety and protection of such Underground Facility as provided in paragraph 6.20. CONTRACTOR shall be al- lowed an increase in the Contract Price or an extension of the Contract Times, or both, to the extent that they are attributable to the existence of any Underground Facility that was not shown or indicated in the Contract Documents and that CON- TRACTOR did not know of and could not reasonably have been expected to be aware of or to have anticipated. If OWNER and CONTRACTOR are unable to agree on entitle- ment to or the amount or length of any such adjustment in Contract Price or Contract Times, CONTRACTOR may make a claim therefor as provided in Articles 11 and 12. However, OWNER, ENGINEER and ENGINEER's Consultants shall not be liable to CONTRACTOR for any claims, costs, losses or damages incurred or sustained by CONTRACTOR on or in connection with any other project or anticipated project. IReference Points: L I 4.4. OWNER shall provide engineering surveys to estab- lish reference points for construction which in ENGINEER's judgment are necessary to enable CONTRACTOR to proceed with the Work. CONTRACTOR shall be responsible for laying out the Work, shall protect and preserve the established reference points and shall make no changes or relocations without the prior written approval of OWNER. CONTRAC- TOR shall report to ENGINEER whenever any reference point is lost or destroyed or requires relocation because of necessary changes in grades or locations, and shall be respon- sible for the accurate replacement or relocation of such refer- ence points by professionally qualified personnel. 45. Asbestos, PCBs, Petroleum, Hazardous Waste or Radio- active Material: 4.5.1. OWNER shall be responsible for any Asbestos. PCBs, Petroleum. Hazardous Waste or Radioactive Material uncovered or revealed at the site which was not shown or indicated in Drawinn. or Specifications or identified in the Contract Documents to be within the scope of the Work and which may present a substantial danger to persons or property exposed thereto in connection with the Work at the site. OWNER shall not be responsible for any such materials brought to the site by CONTRACTOR. Subcontractor. Suppli- ers or anyone else for whom CONTRACTOR is responsible. 4.5.2. CONTRACTOR shall immediately: (i) stop all Work in connection with such hazardous condition and in any area affected thereby (except in an emergency as re- quired by paragraph 6.23), and (ii) notify OWNER and ENGINEER (and thereafter confirm such notice in writing). OWNER shall promptly consult with ENGINEER concern- ing the necessity for OWNER to retain a qualified expert to evaluate such hazardous condition or take corrective action, if any. CONTRACTOR shall not be required to resume Work in connection with such hazardous condition or in any such affected area until after OWNER has obtained any required permits related thereto and delivered to CONTRACTOR special written notice: (i) specifying that such condition and any affected area is or has been rendered safe for the resumption of Work, or (ii) specifying any special conditions under which such Work may be resumed safely. If OWNER and CONTRACTOR cannot agree as to entitlement to or the amount or extent of an adjustment, if any, in Contract Price or Contract Times as a result of such Work stoppage or such special conditions under which Work is agreed by CON- TRACTOR to be resumed, either party may make a claim therefor as provided in Articles II and 12. 4.5.3. If after receipt of such special written notice CONTRACTOR does not agree to resume such Work based on a reasonable belief it is unsafe, or does not agree to resume such Work under such special conditions, then OWNER may order such portion of the Work that is in connection with such hazardous condition or in such af- fected area to be deleted from the Work. If OWNER and CONTRACTOR cannot agree as to entitlement to or the amount or extent of an adjustment, if any, in Contract Price or Contract Times as a result of deleting such portion of the Work, then either party may make a claim therefor as provided in Articles II and 12. OWNER may have such deleted portion of the Work performed by OWNER's own forces or others in accordance with Article 7. 4.5.4. To the fullest extent permitted by Laws and Reg- ulations. OWNER shall indemnify and hold harmless CON- TRACTOR, Subcontractors. ENGINEER, ENGINEER's 1 19 I Consultants and the officers, directors, employees, agents, other consultants and subcontractors of each and any of them from and against all claims, costs, losses and damages arising out of or resulting from such hazardous condition, provided that: (i) any such claim, cost, loss or damage is attributable to bodily injury, sickness, disease or death, or to injury to or destruction of tangible property (other than the Work itself), including the loss of use resulting therefrom, and (ii) nothing in this subparagraph 4.5.4 shall obligate OWNER to indemnify any person or entity from and against the consequences of that person's or entity's own negli- gence. 4.5.5. The provisions of paragraphs 4.2 and 4.3 are not intended to apply to Asbestos, PCBs, Petroleum, Hazardous Waste or Radioactive Material uncovered or revealed at the site. ARTICLE 5 —BONDS AND INSURANCE Additions see SC -S.1,1 and 5.1.2 Performance, Payment and Other Bonds: 5.1. CONTRACTOR shall furnish Performance and Pay- ment Bonds, each in an amount at least equal to the Contract Price as security for the faithful performance and payment of all CONTRACTOR's obligations under the Contract Docu- ments. These Bonds shall remain in effect at least until one year after the date when final payment becomes due, except as provided otherwise by Laws or Regulations or by the Contract Documents. CONTRACTOR shall also furnish such other Bonds as are required by the Supplementary Conditions. All Bonds shall be in the form prescribed by the Contract Docu- ments except as provided otherwise by Laws or Regulations. and shall be executed by such sureties as are named in the current list of "Companies Holding Certificates of Authority as Acceptable Sureties on Federal Bonds and as Acceptable Reinsuring Companies" as published in Circular 570 (amended) by the Audit Staff, Bureau of Government Financial Opera- tions, U.S. Treasury Department. All Bonds signed by an agent must be accompanied by a certified copy of such agent's authority to act. 5.2. If the surety on any Bond furnished by CONTRAC- TOR is declared a bankrupt or becomes insolvent or its right to do business is terminated in any state where any part of the Project is located or it ceases to meet the requirements of paragraph 5.1, CONTRACTOR shall within ten days thereafter substitute another Bond and surety, both of which must be acceptable to OWNER. Replacement see SC 5.2 5.3, Tinned Sureties and Inrtoers; Cerajteates of Inswonc: 5.3.1. All Bonds and insurance required by the Contract Documents to be purchased and maintained by OWNER or CONTRACTOR shall be obtained from surety or insurance companies that are duly licensed or authorized in the juris- diction in which the Project is located to issue Bonds or insurance policies for the limits and coverages so required. Such surety and insurance companies shall also meet such additional requirements and qualifications as may be pro- vided in the Supplementary Conditions. Additions see SC 5,3,1 5.3.2. CONTRACTOR shall deliver to OWNER, with copies to each additional insured identified in the Supple- mentary Conditions, certificates of insurance (and other evidence of insurance requested by OWNER or any other additional insured) which CONTRACTOR is required to purchase and maintain in accordance with paragraph 5.4. OWNER shall deliver to CONTRACTOR, with copies to each additional insured identified in the Supplementary Conditions, certificates of insurance (and other evidence of insurance requested by CONTRACTOR or any other addi- tional insured) which OWNER is required to purchase and maintain in accordance with paragraphs 5.6 and 5.7 hereof. Revision see SC 5.3.2 COA RACTOR's Liability Insurance: 5.4. CONTRACTOR shall purchase and maintain such liability and other insurance as is appropriate for the Work being performed and furnished and as will provide protection from claims set forth below which may arise out of or result from CONTRACTOR's performance and furnishing of the Work and CONTRACTOR's other obligations under the Con- tract Documents, whether it is to be performed or furnished by CONTRACTOR, any Subcontractor or Supplier, or by anyone directly or indirectly employed by any of them to perform or furnish any of the Work, or by anyone for whose acts any of them may be liable: 5.4.1. claims under workers' compensation, disability benefits and other similar employee benefit acts; 5.4.2. claims for damages because of bodily injury, oc- cupational sickness or disease, or death of CONTRAC- TOR's employees; 5.4.3. claims for damages because of bodily injury, sick- ness or disease, or death of any person other than CON- TRACIOR's employees; 1. . 5.4.4. claims for damages insured by customary personal injury liability coverage which are sustained: (i) by any person as a result of an offense directly or indirectly related to the employment of such person by CONTRACTOR, or (ii) by any other person for any other reason; 5.4.5. claims for damages, other than to the Work itself, because of injury to or destruction of tangible property wherever located, including loss of use resulting therefrom; and 5.4.6. claims for damages because of bodily injury or death of any person or property damage arising out of the ownership, maintenance or use of any motor vehicle. I I I I G CI I I 1 I 1. fl 1J I Li I Li I I I L L. i� I' The policies of insurance so required by this paragraph 5.4 to be purchased and maintained shall: 5.4.7. with respect to insurance required by paragraphs 5.4.3 through 5.4.6 inclusive, include as additional insureds (subject to any customary exclusion in respect of profes- sional liability) OWNER, ENGINEER, ENGINEER's Con- sultants and any other persons or entities identified in the Supplementary Conditions, all of whom shall be listed as additional insureds. and include coverage for the respective officers and employees of all such additional insureds; 5.4.8. include the specific coverages and be written for not less than the limits of liability provided in the Supple- mentary Conditions or required by Laws or Regulations, whichever is greater; 5.4.9. include completed operations insurance 5.4.10. include contractual liability insurance covering CONTRACIOR's indemnity obligations under paragraphs 6.12, 6.16 and 6.31 through 6.33; 5.4.11. contain a provision or endorsement that the coverage afforded will not be cancelled, materially changed or renewal refused until at least thirty days prior written notice has been given to OWNER and CONTRACTOR and to each other additional insured identified in the Supplemen- tary Conditions to whom a certificate of insurance has been issued (and the certificates of insurance furnished by the CONTRACTOR pursuant to paragraph 5.3.2 will so pro- vide); 5.4.12. remain in effect at least until final payment and at all times thereafter when CONTRACTOR may be correct- ing, removing•or replacing defective Work in accordance with paragraph 13.12; and 5.4.13.. with respect to completed operations insurance, and any insurance coverage written on a claims -made basis, remain in effect for at least two years after final payment (and CONTRACTOR shall furnish OWNER and each other additional insured identified in the Supplementary Condi- tions to whom a certificate of insurance has been issued evidence satisfactory to OWNER and any such additional insured of continuation of such insurance at final payment and one year thereafter). Addition see SC 5.4.14 OWNER's Llabilty Inrrrraue: 5.5. In addition to the insurance required to be provided by CONTRACTOR under paragraph 5.4, OWNER, at OWNER's option, may purchase and maintain at OWNER's expense OWNER's own liability insurance as will protect OWNER against claims which may arise from operations under the Contract Documents. Replacement see SC 5.5 Property ltsnoance: 5.6. Unless otherwise provided in the Supplementary Con- ditions, OWNER shall purchase and maintain property insur- Replacement see SC 5.6 21 ance upon the Work at the site in the amount of the full replacement cost thereof (subject to such deductible amounts as may be provided in the Supplementary Conditions or required by Laws and Regulations). This insurance shall: 5.6.1. include the interests of OWNER. CONTRAC- TOR. Subcontractors, ENGINEER. ENGINEER's Con- sultants and any other persons or entities identified in the Supplementary Conditions, each of whom is deemed to have an insurable interest and shall be listed as an insured or additional insured; 5.6.2. be written on a Builder's Risk "all-risk" or open peril or special causes of loss policy form that shall at least include insurance for physical loss or damage to the Work, temporary buildings, falsework and Work in transit and shall insure against at least the following perils fire, lightning, extended coverage, theft, vandalism and malicious mischief, earthquake, collapse, debris removal, demolition occasioned by enforcement of Laws and Regulations, water damage, and such other perils as may be specifically required by the Supplementary Conditions; 5.6.3. include expenses incurred in the repair or replace- ment of any insured property (including but not limited to fees and charges of engineers and architects); 5.6.4. cover materials and equipment stored at the site or at another location that was agreed to in writing by OWNER prior to being incorporated in the Work, provided that such materials and equipment have been included in an Applica- tion for Payment recommended by ENGINEER; and 5.6.5. be maintained in effect until final payment is made unless otherwise agreed to in writing by OWNER, CON- TRACTOR and ENGINEER with thirty days written notice to each other additional insured to whom a certificate of insurance has been issued. 5.7. OWNER shall purchase and maintain such boiler and machinery insurance or additional property insurance as may be required by the Supplementary Conditions or Laws and Regulations which will include the interests of OWNER, CONTRACTOR, Subcontractors. ENGINEER. ENGINEER's Consultants and any other persons or entities identified in the Supplementary Conditions, each of whom is deemed to have an insurable interest and shall be listed as an insured or additional insured. Replacement see SC 5.7 S.B. All the policies of insurance (and the certificates or other evidence thereof) required to be purchased and main- tained by OWNER in accordance with paragraphs 5.6 and 5.7 will contain a provision or endorsement that the coverage afforded will not be cancelled or materially changed or renewal refused until at least thirty days' prior written notice has been given to OWNER and CONTRACTOR and to each other additional insured to whom a certificate of insurance has been issued and will contain waiver provisions in accordance with paragraph 5.11. L 5.9. OWNER shall not be responsible for purchasing and maintaining any property insurance to protect the interests of CONTRACTOR, Subcontractors or others in the Work to the extent• of any deductible amounts that are identified in the Supplementary Conditions. The risk of loss within such iden- tified deductible amount, will be borne by CONTRACTOR. Subcontractor or others suffering any such loss and if any of them wishes property insurance coverage within the limits of such amounts, each may purchase and maintain it at the purchaser's own expense. Delete 5.10 5.10. If CONTRACTOR requests in writing that other special insurance be included in the property insurance policies provided under paragraphs 5.6 or 5.7, OWNER shall, if possi- ble, include such insurance, and the cost thereof will be charged to CONTRACTOR by appropriate Change Order or Written Amendment. Prior to commencement of the Work at the site, OWNER shall in writing advise CONTRACTOR whether or not such other insurance has been procured by OWNER. 5.11. Wmver of Rights: 5.11.1. OWNER and CONTRACTOR intend that all policies purchased in accordance with paragraphs 5.6 and 5.7 will protect OWNER, CONTRACTOR, Subcontractors, ENGINEER, ENGINEER's Consultants and all other per- sons or entities identified in the Supplementary Conditions to be listed as insureds or additional insureds in such policies and will provide primary coverage for all losses and damages caused by the perils covered thereby. All such policies shall contain provisions to.the effect that in the event of payment of any loss or damage the insurers will have no rights of recovery against any of the insureds or additional insureds thereunder. OWNER and CONTRACTOR waive all rights against each other and their respective officers, directors, employees and agents for all losses and damages caused by. arising out of or resulting from any of the perils covered by such policies and any other property insurance applicable to the Work; and, in addition, waive all such rights against Subcontractors, ENGINEER. ENGINEER's Consultants and all other persons or entities identified in the Supplemen- tary Conditions to be listed as insureds or additional insureds under such policies for losses and damages so caused. None of the above waivers shall extend to the rights that any party making such waiver may have to the proceeds of insurance held by OWNER as trustee or otherwise payable under any policy so issued. 5.11.2. In addition. OWNER waives all rights against CONTRACTOR, Subcontractors, ENGINEER, ENGI- NEER's Consultants and the officers, directors, employees and agents of any of them, for: 5.11.2.1. loss due to business interruption, loss of use or other consequential loss extending beyond direct phys- ical loss or damage to OWNER's property or the Work caused by, arising out of or resulting from fire or other peril, whether or not insured by OWNER; and 5.11.2.2. loss or damage to the completed Project or part thereof caused by. arising out of or resulting from fire or other insured peril covered by any property insurance maintained on the completed Project or part thereof by OWNER during partial utilization pursuant to paragraph 14.10, after substantial completion pursuant to paragraph 14.8 or after final payment pursuant to paragraph 14.13. Any insurance policy maintained by OWNER covering any loss, damage or consequential loss referred to in this paragraph 5.11.2 shall contain provisions to the effect that in the event of payment of any such loss, damage or consequential loss the insurers will have no rights of recovery against any of CON- TRACTOR. Subcontractors. ENGINEER. ENGIN EER's Con- sultants and the officers, directors, employees and agents of any of them. Reelpt and Apptbon of Imteance Proceeds Deleted 12 5.12. Any insured loss under the policies of insurance required by paragraphs 5.6 and 5.7 will be adjusted with OWNER and made payable to OWNER as fiduciary for the insureds, as their interests may appear, subject to the require- ments of any applicable mortgage clause and of paragraph 5.13. OWNER shall deposit in a separate account any money so received, and shall distribute it in accordance with such agree- ment as the parties in interest may reach. If no other special agreement is reached the damaged Work shall be repaired or replaced, the moneys so received applied on account thereof and the Work and the cost thereof covered by an appropriate Change Order or Written Amendment. Delete 5.13 5.13. OWNER as fiduciary shall have power to adjust and settle any loss with the insurers unless one of the parties in interest shall object in writing within fifteen days after the occurrence of loss to OWNER's exercise of this power. If such objection be made, OWNER as fiduciary shall make settlement with the insurers in accordance with such agreement as the parties in interest may reach. If no such agreement among the parties in interest is reached, OWNER as fiduciary shall adjust and settle the loss with the insurers and, if required in writing by any party in interest, OWNER as fiduciary shall give bond for the proper performance of such duties. Acceptance of Bonds and Insurance; Option to Replace: 5.14. If either party (OWNER or CONTRACTOR) has any objection to the coverage afforded by or other provisions of the Bonds or insurance required to be purchased and maintained by the other party in accordance with Article 5 on the basis of non-conformance with the Contract Documents, the objecting party shall so notify the other party in writing within ten days after receipt of the certificates (or other evidence requested) required by paragraph 2.7. OWNER and CONTRACTOR shall each provide to the other such additional information in respect of insurance provided as the other may reasonably request. If either party does not purchase or maintain all of the Bonds and insurance required of such party by the Contract Documents, such party shall notify the other party in writing of such failure to purchase prior to the start of the Work, or of such failure to maintain prior to any change in the required coverage. Without prejudice to any other right or remedy, the other party may elect to obtain equivalent Bonds or insurance to protect such other party's interests at the expense of the party who was C I C I CI I I I I I I I I I 1 •1 I I I H I I I I I [1 I I .1 I 1 required to provide such coverage, and a Change Order shall be issued to adjust the Contract Price accordingly. rt Pored Utilization —Property Insurance: 5.15. If OWNER finds it necessary to occupy or use a portion or portions of the Work prior to Substantial Completion of all the Work, such use or occupancy may be accomplished in accordance with paragraph 14.10: provided that no such use or occupancy shall commence before the insurers providing the property insurance have acknowledged notice thereof and in writing effected any changes in coverage necessitated thereby. The insurers providing the property insurance shall consent by endorsement on the policy or policies, but the property insur- ance shall not be cancelled or permitted to lapse on account of any such partial use or occupancy. ARTICLE 6 --CONTRACTOR'S RESPONSIBILITIES Supervision and Superintendence: 6.1. CONTRACTOR shall supervise, inspect and direct the Work competently and efficiently. devoting such attention thereto and applying such skills and expertise as may be necessary to perform the Work in accordance with the Con- tract Documents. CONTRACTOR shall be solely responsible for the means, methods, techniques. sequences and procedures of construction, but CONTRACTOR shall not be responsible for the negligence of others in the design or specification of a specific means, method, technique. sequence or procedure of construction which is shown or indicated in and expressly required by the Contract Documents. CONTRACTOR shall be responsible to see that the completed Work complies accu- rately with the Contract Documents. 6.2. CONTRACTOR shall keep on the Work at all times during its progress a competent resident superintendent, who shall not be replaced without written notice to OWNER and ENGINEER except under extraordinary circumstances. The superintendent will be CONTRACTOR's representative at the site and shall have authority to act on behalf of CONTRAC- TOR. All communications to the superintendent shall be as binding as if given to CONTRACTOR. labor, Materials and Equipment: 6.3. CONTRACTOR shall provide competent. suitably qual- ified personnel to survey, lay out and construct the Work as required by the Contract Documents. CONTRACTOR shall at all times maintain good discipline and order at the site. Except as otherwise required for the safety or protection of persons or the Work or property at the site or adjacent thereto, and except as otherwise indicated in the Contract Documents, all Work at the site shall be performed during regular working hours and CONTRACTOR will not permit overtime work or the perfor- mance of Work on Saturday. Sunday or any legal holiday without OWNER's written consent given after prior written notice to ENGINEER. 6.4. Unless otherwise specified in the General Require- ments. CONTRACTOR shall furnish and assume full respon- sibility for all materials. equipment, labor, transportation, con- struction equipment and machinery, tools, appliances, fuel. power, light, heat. telephone, water, sanitary facilities. tempo- rary facilities and all other facilities and incidentals necessary for the furnishing, performance. testing, start-up and comple- tion of the Work. 6.5. All materials and equipment shall be of good quality and new, except as otherwise provided in the Contract Docu- ments. All warranties and guarantees specifically called for by the Specifications shall expressly run to the benefit of OW N ER. If required by ENGINEER. CONTRACTOR shall furnish satisfactory evidence (including reports of required tests) as to the kind and quality of materials and equipment. All materials and equipment shall be applied, installed, connected, erected, used, cleaned and conditioned in accordance with instructions of the applicable Supplier, except as otherwise provided in the Contract Documents. Progress Schedule: 6.6. CONTRACTOR shall adhere to the progress schedule established in accordance with paragraph 2.9 as it may be adjusted from time to time as provided below: 6.6.1. CONTRACTOR shall submit to ENGINEER for acceptance (to the extent indicated in paragraph 2.9) pro- posed adjustments in the progress schedule that will not change the Contract Times (or Milestones). Such adjust- ments will conform generally to the progress schedule then in effect and additionally will comply with any provisions of the General Requirements applicable thereto. 6.6.2. Proposed adjustments in the progress schedule that will change the Contract Times (or Milestones) shall be submitted in accordance with the requirements of paragraph 12.1. Such adjustments may only be made by a Change Order or Written Amendment in accordance with Article 12. Addition see Sc 6.6 6.7. Substistes and "Or -Equal" Items: 6.7.1. Whenever an item of material or equipment is specified or described in the Contract Documents by using the name of a proprietary item or the name of a particular Supplier, the specification or description is intended to establish the type, function and quality required. Unless the specification or description contains or is followed by words reading that no like, equivalent or "or -equal" item or no substitution is permitted, other items of material or equip- ment or material or equipment of other Suppliers may be accepted by ENGINEER under the following circumstances: I 23 I 6.7.1.1. "Or -Equal": If in ENGINEER's sole discre- tion an item of material or equipment proposed by CON- TRACTOR is functionally equal to that named and suffi- ciently similar so that no change in related Work will be required, it may be considered by ENGINEER as an "or -equal' item, in which case review and approval of the proposed item may, in ENGINEER's sole discretion, be accomplished without compliance with some or all of the requirements for acceptance of proposed substitute items. 6.7.1.2. Substitute Items: If in ENGINEER's sole discretion an item of material or equipment proposed by CONTRACTOR does not qualify as an "or -equal" item under subparagraph 6.7.1.1, it will be considered a pro- posed substitute item. CONTRACTOR shall submit suffi- cient information as provided below to allow ENGINEER to determine that the item of material or equipment proposed is essentially equivalent to that named and an acceptable substitute therefor. The procedure for review by the ENGINEER will include the following as supple- mented in the General Requirements and as ENGINEER may decide is appropriate under the circumstances. Re- • quests for review of proposed substitute items of material or equipment will not be accepted by ENGINEER from anyone other than CONTRACTOR. If CONTRACTOR wishes to furnish or use a substitute item of material or equipment, CONTRACTOR shall first make written appli- cation to ENGINEER for acceptance thereof, certifying that the proposed substitute will perform adequately the functions and achieve the results called for by the general design, be similar in substance to that specified and be suited to the same use as that specified. The application will state the extent, if any, to which the evaluation and acceptance of the proposed substitute will prejudice CON- TRACTOR's achievement of Substantial Completion on time, whether or not acceptance of the substitute for use in the Work will require a change in any of the Contract Documents (or in the provisions of any other direct contract with OWNER for work on the Project) to adapt the design to the proposed substitute and whether or not incorporation or use of the substitute in connection with the Work is subject to payment of any license fee or royalty. All variations of jhe proposed substitute from that specified will be identified in the application and available maintenance, repair and replacement service will be indi- cated. The application will also contain an itemized esti- mate of all costs or credits that will result directly or indirectly from acceptance of such substitute, including costs of redesign and claims of other contractors affected by the resulting change, all of which will be considered by ENGINEER in evaluating the proposed substitute. EN- GINEER may require CONTRACTOR to furnish addi- tional data about the proposed substitute. 6.7.1.3. COMRAC7WR's Expense: All data to be provided by CONTRACTOR in support of any proposed "or -equal" or substitute item will be at CONTRACTOR's expense. 6.7.2. Substitute Construction Methods or Procedures: If a specific means, method, technique, sequence or procedure of construction is shown or indicated in and expressly required by the Contract Documents, CONTRACTOR may furnish or utilize a substitute means, method, technique. sequence or procedure of construction acceptable to ENGINEER. CON- TRACTOR shall submit sufficient information to allow ENGI- NEER, in ENGINEER's sole discretion, to determine that the substitute proposed is equivalent to that expressly called for by the Contract Documents. The procedure for review by ENGI- NEER will be similar to that provided in subparagraph 6.7.1.2. 6.7.3. Engineer's Evaluation: ENGINEER will be allowed a reasonable time within which to evaluate each proposal or submittal made pursuant to paragraphs 6.7.1.2 and 6.7.2. ENGINEER will be the sole judge of acceptability. No "or - equal" or substitute will be ordered, installed or utilized without ENGINEER's prior written acceptance which will be evidenced by either a Change Order or an approved Shop Drawing. OWNER may require CONTRACTOR to furnish at CON7RACrOR's expense a special performance guarantee or other surety with respect to any "or -equal" or substitute. ENGINEER will record time required by ENGINEER and ENGINEER's Consultants in evaluating substitutes proposed or submitted by CONTRACTOR pursuant to paragraphs 6.7.1.2 and 6.7.2 and in making changes in the Contract Documents (or in the provisions of any other direct contract with OWNER for work on the Project) occasioned thereby. Whether or not ENGINEER accepts a substitute item so proposed or submit- ted by CONTRACTOR, CONTRACTOR shall reimburse OWNER for the charges of ENGINEER and ENGINEER's Consultants for evaluating each such proposed substitute item. Concerning Subconaacwrs, Suppliers and Others: 6.8.1. CONTRACTOR shall not employ any Subcon- tractor, Supplier or other person or organization (including those acceptable to OWNER and ENGINEER as indicated in Paragraph 6.8.2), whether initially or as a substitute. against whom OWNER or ENGINEER may have reason- able objection. CONTRACTOR shall not be required to employ any Subcontractor, Supplier or other person or organization to furnish or perform any of the Work against whom CONTRACTOR has reasonable objection. 6.8.2. If the Supplementary Conditions require the iden- tity of certain Subcontractors, Suppliers or other persons or organizations (including those who are to furnish the ptirnci- pal items of materials or equipment) to be submitted to OWNER in advance of the specified date prior to the Effective Date of the Agreement for acceptance by OWNER and ENGINEER, and if CONTRACTOR has submitted a list thereof in accordance with the Supplementary Condi- tions, OWNER's or ENGINEER's acceptance (either in writing or by failing to make written objection thereto by the date indicated for acceptance or objection in the bidding documents or the Contract Documents) of any such Subcon- tractor, Supplier or other person or organization so identified may be revoked on the basis of reasonable objection after due investigation, in which case CONTRACTOR shall sub- mit an acceptable substitute, the Contract Price will be adjusted by the difference in the cost occasioned by such Li CIS I I I I _1 I I I I I I I I 24 '1 I 1 I 1 I II 1 I I I I [J .1 -1 L 1 11 substitution and an appropriate Change Order will be issued or Written Amendment signed. No acceptance by OWNER or ENGINEER of any such Subcontractor. Supplier or other person or organization shall constitute a waiver of any right of OWNER or ENGINEER to reject defective Work. 6.9.1. CONTRACTOR shall be fully responsible to OWNER and ENGINEER for all acts and omissions of the Subcontractors. Suppliers and other persons and organiza- tions performing or furnishing any of the Work under a direct or indirect contract with CONTRACTOR just as CON- TRACTOR is responsible for CONTRACTOR's own acts and omissions. Nothing in the Contract Documents shall create for the benefit of any such Subcontractor. Supplier or other person or organization any contractual relationship between OWNER or ENGINEER and any such Subcon- tractor, Supplier or other person or organization, nor shall it create any obligation on the part of OWNER or ENGI- NEER to pay or to see to the payment of any moneys due any such Subcontractor. Supplier or other person or organi- zation except as may otherwise be required by Laws and Regulations. 6.9.2. CONTRACTOR shall be solely responsible for scheduling and coordinating the Work of Subcontractors, Suppliers and other persons and organizations performing or furnishing any of the Work under a direct or indirect contract with CONTRACTOR. CONTRACTOR shall require all Sub- contractors. Suppliers and such other persons and organiza- tions performing or furnishing any of the Work to communi- cate with the ENGINEER through CONTRACTOR. 6.10. The divisions and sections of the Specifications and the identifications of any Drawings shall not control CON- TRACTOR in dividing the Work among Subcontractors or Suppliers or delineating the Work to be performed by any specific trade. 6.11. All Work performed for CONTRACTOR by a Sub- contractor or Supplier will be pursuant to an appropriate agreement between CONTRACTOR and the Subcontractor or Supplier which specifically binds the Subcontractor or Supplier to the applicable terms and conditions of the Contract Docu- ments for the benefit of OWNER and ENGINEER. Whenever any such agreement is with a Subcontractor or Supplier who is listed as an additional insured on the property insurance provided in paragraph 5.6 or 5.7. the agreement between the CONTRACTOR and the Subcontractor or Supplier will con- tain provisions whereby the Subcontractor or Supplier waives all rights against OWNER, CONTRACTOR. ENGINEER, ENGINEER's Consultants and all other additional insureds for all losses and damages caused by, arising out of or resulting from any of the perils covered by such policies and any other property insurance applicable to the Work. If the insurers on any such policies require separate waiver forms to be signed by any Subcontractor or Supplier, CONTRACTOR will obtain the same. Patent Fees and Royalties: 6.12. CONTRACTOR shall pay all license fees and royal- ties and assume all costs incident to the use in the performance of the Work or the incorporation in the Work of any invention. design, process, product or device which is the subject of patent rights or copyrights held by others. If a particular invention, design, process. product or device is specified in the Contract Documents for use in the performance of the Work and if to the actual knowledge of OWNER or ENGINEER its use is subject to patent rights or copyrights calling for the payment of any license fee or royalty to others, the existence of such rights shall be disclosed by OWNER in the Contract Documents. To the fullest extent permitted by Laws and Regulations. CONTRACTOR shall indemnify and hold harm- less OWNER, ENGINEER, ENGINEER's Consultants and the officers, directors, employees, agents and other consultants of each and any of them from and against all claims, costs. losses and damages arising out of or resulting from any infringement of patent rights or copyrights incident to the use in the performance of the Work or resulting from the incorpora- tion in the Work of any invention, design, process, product or device not specified in the Contract Documents. Fe mite: 6.13. Unless otherwise provided in the Supplementary Conditions, CONTRACTOR shall obtain and pay for all con- struction permits and licenses. OWNER shall assist CON- TRACTOR, when necessary, in obtaining such permits and licenses. CONTRACTOR shall pay all governmental charges and inspection fees necessary for the prosecution of the Work. which are applicable at the time of opening of Bids, or, if there are no Bids, on the Effective Date of the Agreement. CON- TRACTOR shall pay all charges of utility owners for connec- tions to the Work. and OWNER shall pay all charges of such utility owners for capital costs related thereto such as plant investment fees. Laws and Regulations: 6.14.1. CONTRACTOR shall give all notices and comply with all Laws and Regulations applicable to furnishing and performance of the Work. Except where otherwise expressly required by applicable Laws and Regulations. neitherOWNER nor ENGINEER shall be responsible for monitoring CON- TRACTOR's compliance with any Laws or Regulations. 6.14.2. If CONTRACTOR performs any Work knowing or having reason to know that it is contrary to Laws or Regulations. CONTRACTOR shall bear all claims, costs, losses and damages caused by, arising out of or resulting therefrom; however, it shall not be CONTRACTOR's pri- mary responsibility to make certain that the Specifications and Drawings are in accordance with Laws and Regulations, but this shall not relieve CONTRACTOR of CONTRAC- TOR's obligations under paragraph 3.3.2. Taus: 6.15. CONTRACTOR shall pay all sales, consumer, use and other similar taxes required to be paid by CONTRACTOR in accordance with the Laws and Regulations of the place of E I the Project which are applicable during the performance of the Work. Use of Premises: 6.16. CONTRACTOR shall confine construction equip- ment, the storage of materials and equipment and the opera- tions of workers to the site and land and areas identified in and permitted by the Contract Documents and other land and areas permitted by Laws and Regulations, rights -of -way, permits and easements, and shall not unreasonably encumber the premises with construction equipment or other materials or equipment. CONTRACTOR shall assume full responsibility for any dam- age to any such land or area, or to the owner or occupant thereof or of any adjacent land or areas, resulting from the performance of the Work. Should any claim be made by any such owner or occupant because of the performance of the Work, CONTRACTOR shall promptly settle with such other party by negotiation or otherwise resolve the claim by arbitra- tion or other dispute resolution proceeding or at law. CON- TRACTOR shall, to the fullest extent permitted by Laws and Regulations, indemnify and hold harmless OWNER. ENGI- NEER, ENGINEER's Consultant and anyone directly or indirectly employed byany of them from and against all claims, costs, losses and damages arising out of or resulting from any claim or action, legal or equitable, brought by any such owner or occupant against OWNER, ENGINEER or any other party indemnified hereunder to the extent caused by or based upon CONTRACIOR's performance of the Work. 6.17. During the progress of the Work, CONTRACTOR shall keep the premises free from accumulations of waste materials, rubbish and other debris resulting from the Work: At the completion of the Work. CONTRACTOR shall remove all waste materials, rubbish and debris from and about the pre- mises as well as all tools, appliances, construction equipment and machinery and surplus materials. CONTRACTOR shall leave the site clean and ready for occupancy by OWNER at Substantial Completion of the Work. CONTRACTOR shall restore to original condition all property not designated for• alteration by the Contract Documents. 6.18. CONTRACTOR shall not load nor permit any part of any structure to be loaded in any manner that will endanger the structure, nor shall CONTRACTOR subject any pan of the Work or adjacent property to stresses or pressures that will endanger it. Record Documents: 6.19. CONTRACTOR shall maintain in a safe place at the site one record copy of all Drawings, Specifications. Addenda, Written Amendments, Change Orders, Work Change Direc- tives, Field Orders and written interpretations and clarifica- tions (issued pursuant to paragraph 9.4) in good order and annotated to show all changes made during construction. These record documents together with all approved Samples and a counterpart of all approved Shop Drawings will be available to ENGINEER for reference. Upon completion of the Work, these record documents. Samples and Shop Draw- ings will be delivered to ENGINEER for OWNER. K 6.20.CONTRACTOR shall be responsible for initiating, maintaining and supervising all safety precautions and pro- grams in connection with the Work. CONTRACTOR shall take all necessary precautions for the safety of, and shall provide the necessary protection to prevent damage, injury or loss to: 6.20.1. all persons on the Work site or who may be affected by the Work; 6.20.2. all the Work and materials and equipment to be incorporated therein, whether in storage on or off the site: and 6.20.3. other property at the site or adjacent thereto, including trees, shrubs, lawns, walks, pavements, roadways. structures, utilities and Underground Facilities not desig- nated for removal, relocation or replacement in the course of construction. CONTRACTOR shall comply with all applicable Laws and Regulations of any public body having jurisdiction for safety of persons or property or to protect them from damage, injury or loss; and shall erect and maintain all necessary safeguards for such safety and protection. CONTRACTOR shall notify own- ers of adjacent property and of Underground Facilities and utility owners when prosecution of the Work may affect them, and shall cooperate with them in the protection, removal, relocation and replacement of their property. All damage. injury or loss to any property referred to in paragraph 6.20.2 or 6.20.3 caused, directly or indirectly, in whole or in part, by CONTRACTOR, any Subcontractor, Supplier or any other person or organization directly or indirectly employed by any of them to perform or furnish any of the Work or anyone for whose acts any of them may be liable, shall be remedied by CONTRACTOR (except damage, or loss attributable to the fault of Drawings or Specifications or to the acts or omissions of OWNER or ENGINEER or ENGINEER's Consultant or anyone employed by any of them or anyone for whose acts any of them may be liable, and not attributable, directly or indi- rectly, in whole or in part, to the fault or negligence of CONTRACTOR or any Subcontractor. Supplier or other per- son or organization directly or indirectly employed by any of them). CONTRACTOR's duties and responsibilities for safety and for protection of the Work shall continue until such time as all the Work is completed and ENGINEER has issued a notice to OWNER and CONTRACTOR in accordance with para- graph 14.13 that the Work is acceptable (except as otherwise expressly provided in connection with Substantial Comple- tion). Safety Representative: 6.21. CONTRACTOR shall designate a qualified and expe- rienced safety representative at the site whose duties and H I I Ii r I Li fl H I I I I I J 26 I responsibilities shall be the prevention of accidents and the maintaining and supervising of safety precautions and pro- grams. Hazard CommunkSon Programs: 6.22. CONTRACTOR shall be responsible for coordinating any exchange of material safety data sheets or other hazard communication information required to be made available to or exchanged between or among employers at the site in accor- • dance with Laws or Regulations. • ' Emergencies: I I I I I I I -1 _I En I 6.23. In emergencies affecting the safety or protection of persons or the Work or property at the site or adjacent thereto. CONTRACTOR, without special instruction or au- thorization from OWNER or ENGINEER, is obligated to act to prevent threatened damage, injury or loss. CON- TRACTOR shall give ENGINEER prompt written notice if CONTRACTOR believes that any significant changes in the Work or variations from the Contract Documents have been caused thereby. If ENGINEER determines that a change in the Contract Documents is required because of the action taken by CONTRACTOR in response to such an emergency, a Work Change Directive or Change Order will be issued to document the consequences of such action. 6.24. Shop Drawings and Samples: 6.24.1. CONTRACTOR shall submit Shop Drawings to ENGINEER for review and approval in accordance with the accepted schedule of Shop Drawings and Sample submittals (see paragraph 2.9). All submittals will be identified as ENGINEER may require and in the number of copies specified in the General Requirements. The data shown on the Shop Drawings will be complete with respect to quanti- ties, dimensions, specified performance and design criteria, materials and similar data to show ENGINEER the materi- als and equipment CONTRACTOR proposes to provide and to enable ENGINEER to review the information for the limited purposes required by paragraph 6.26. 6.24.2. CONTRACTOR shall also submit Samples to ENGINEER for review and approval in accordance with said accepted schedule of Shop Drawings and Sample sub- mittals. Each Sample will be identified clearly as to material. Supplier, pertinent data such as catalog numbers and the use for which intended and otherwise as ENGINEER may require to enable ENGINEER to review the submittal for the limited purposes required by paragraph 6.26. The num- bers of each Sample to be submitted will be as specified in the Specifications. 6,25, Subnriaaf Procedures: 6.25.1. Before submitting each Shop Drawing or Sam- ple, CONTRACTOR shall have determined and verified: 6.25.1.1. all field measurements, quantities, dimen- sions, specified performance criteria, installation require- ments, materials. catalog numbers and similar information with respect thereto, 6.25.1.2. all materials with respect to intended use. fabrication, shipping, handling, storage, assembly and installation pertaining to the performance of the Work, and 6.25.1.2. all information relative to CONTRACTOR's sole responsibilities in respect of means, methods, tech- niques, sequences and procedures of construction and safety precautions and programs incident thereto. CONTRACTOR shall also have reviewed and coordinated each Shop Drawing or Sample with other Shop Drawings and Samples and with the requirements of the Work and the Contract Documents. 6.25.2. Each submittal will bear a stamp or specific written indication that CONTRACTOR has satisfied CON- TRACTOR'S obligations under the Contact Documents with respect to CONTRACTOR'S review and approval of that submittal. 6.25.3. At the time of each submission, CONTRACTOR shall give ENGINEER specific written notice of such vari- ations, if any, that the Shop Drawing or Sample submitted may have from the requirements of the Contract Documents, such notice to be in a written communication separate from the submittal; and, in addition, shall cause a specific notation to be made on each Shop Drawing and Sample submitted to ENGINEER for review and approval of each such variation. 6.26. ENGINEER will review and approve Shop Drawings and Samples in accordance with the schedule of Shop Draw- ings and Sample submittals accepted by ENGINEER as re- quired by paragraph 2.9. ENGINEER's review and approval will be only to determine if the items covered by the submittals will, after installation or incorporation in the Work, conform to the information given in the Contract Documents and be compatible with the design concept of the completed Project as a functioning whole as indicated by the Contract Documents. ENGINEER's review and approval will not extend to means, methods, techniques, sequences or procedures of construction (except where a particular means, method, technique. se- quence or procedure of construction is specifically and ex- pressly called for by the Contract Documents) or to safety precautions or programs incident thereto. The review and approval of a separate item as such will not indicate approval of the assembly in which the item functions. CONTRACTOR shall make corrections required by ENGINEER, and shall return the required number of corrected copies of Shop Draw- ings and submit as required new Samples for review and approval. CONTRACTOR shall direct specific attention in writing to revisions other than the corrections called for by ENGINEER on previous submittals. 6.27. ENGINEER's review and approval of Shop Draw- ings or Samples shall not relieve CONTRACTOR from respon- sibility for any variation from the requirements of the Contract 27 P7 J Documents unless CONTRACTOR has in writing called EN- GINEER's attention to each such variation at the time of submission as required by paragraph 6.25.3 and ENGINEER has given written approval of each such variation by specific written notation thereof incorporated in or accompanying the Shop Drawing or Sample approval; nor will any approval by ENGINEER relieve CONTRACTOR from responsibility for complying with the requirements of paragraph 6.25.1. 6.28. Where a Shop Drawing or Sample is required by the Contract Documents or the schedule of Shop Drawings and Sample submissions accepted by ENGINEER as required by paragraph 2.9. any related Work performed prior to ENGI- NEER's review and approval of the pertinent submittal will be at the sole expense and responsibility of CONTRACTOR. Continuing the Wort: 6.29. CONTRACTOR shall carry on the Work and adhere to the progress schedule during all disputes or disagreements with OWNER. No Work shall be delayed or postponed pend- ing resolution of any disputes or disagreements, except as permitted by paragraph 15.5 or as OWNER and CONTRAC- TOR may otherwise agree in writing. 6.30. CONTRACIOR's General Wanauy and Guarantee: Addition — See Sc 6.30.3. 6.30.1. CONTRACTOR warrants and guarantees to OWNER. ENGINEER and ENGINEER's Consultants that all Work will be in accordance with the Contract Documents and will not be defective. CONTRACTOR's warranty and guarantee hereunder excludes defects or damage caused by: 6.30.1.1. abuse, modification or improper maintenance or operation by persons other than CONTRACTOR, Sub- contractors or Suppliers; or 6.30.1.2. normal wear and tear under normal usage. 6.30.2. CONTRACTOR'sobligation to perform and com- plete the Work in accordance with the Contract Documents shall be absolute. None of the following will constitute an acceptance of Work that is not in accordance with the Contract Documents or a release of CONTRACTOR's obli- gation to perform the Work in accordance with the Contract Documents: 6.30.2.1. observations by ENGINEER; 6.30.2.3. recommendation of any progress or final payment by ENGINEER; 6.30.2.3. the issuance of a certificate of Substantial Completion or any payment by OWNER to CONTRAC- TOR under the Contract Documents; 6.30.2.4. use or occupancy of the Work or any part thereof by OWNER; 6.30.2.5. any acceptance by OWNER or any failure to do so; ,, 6.30.2.6. any review and approval of a She; Drawing or Sample submittal or the issuance of a notice of accept- ability by ENGINEER pursuant to paragraph 14.13; 6.30.2.7. any inspection, test or approval by ethers; or 6.30.2.8. any correction of defective Work by OWNER. Addition — See SC 6.30.3 Indemnification: 6.31. To the fullest extent permitted by Laws and Regula- tions, CONTRACTOR shall indemnify and hold harmless OWNER, ENGINEER, ENGINEER's Consultants and.the officers, directors, employees, agents and other consultants of each and any of them from and against all claims, costs, losses and damages (including but not limited to all fees and charges of engineers, architects, attorneys and other professionals and all court or arbitration or other dispute resolution costs) caused by, arising out of or resulting from the performance of the Work, provided that any such claim, cost, loss or damage: (i) is attributable to bodily injury, sickness, disease or death, or to injury to or destruction of tangible property (other than the Work itself), including the loss of use resulting therefrom, and (ii) is caused in whole or in part by any negligent act or omission of CONTRACTOR, any Subcontractor, any Supplier, any person or organization directly or indirectly employed by any of them to perform or furnish any of the Work or anyone for whose acts any of them may be liable, regardless of whether or not caused in part by any negligence or omission of a person or entity indemnified hereunder or whether liability is imposed upon such indemnified party by Laws and Regulations regard- less of the negligence of any such person or entity. 6.32. In any and all claims against OWNER or ENGI. NEER or any of their respective consultants, agents, officers, directors or employees by any employee (or the survivor. or personal representative of such employee) of CONTRACTOR, any Subcontractor, any Supplier, any person or organization directly or indirectly employed by any of them to perform or furnish any of the Work, or anyone for whose acts any of them may be liable, the indemnification obligation under paragraph 6.31 shall not be limited in any way by any limitation on the amount or type of damages, compensation or benefits payable by or for CONTRACTOR or any such Subcontractor, Supplier or other person or organization under workers' compensation acts, disability benefit acts or other employee benefit acts. 6.33. The indemnification obligations of CONTRACTOR under Paragraph 6.31 shall not extend to the liability of ENGI- NEER and ENGINEER's Consultants, officers, directors, employees• or agents caused by the professional negligence, errors or omissions of any of them. Srwrml of Obligations: 6.34. All representations, indemnifications, warranties and guarantees made in, required by or given in accordance with I I I I I I El I I I LI 1 I 7 L I I I 0 I. I 11 I I I III the Contract Documents, as well as all continuing obligations indicated in the Contract Documents, will survive final pay- ment, completion and acceptance of the Work and termination or completion of the Agreement. ARTICLE 7-7rHER WORK Additions see SC 7,5 Related Work art Site: 7.1. OWNER may perform other work related to the Project at the site by OWNER -s own forces, or let other direct contracts therefor which shall contain General Condi- tions similar to these, or have other work performed by utility owners. If the fact that such other work is to be performed was not noted in the Contract Documents, then: (i) written notice thereof will be given to CONTRACTOR prior to starting any such other work, and (ii) CONTRAC- IOR may make a claim therefor as provided in Articles II and 12 if CONTRACTOR believes that such performance will involve additional expense to CONTRACTOR or re- quires additional time and the parties are unable to agree as to the amount or extent thereof. 7.2. CONTRACTOR shall afford each other contractor who is a party to such a direct contract and each utility owner (and OWNER, if OWNER is performing the addi- tional work with OWNER's employees) proper and safe access to the site and a reasonable opportunity for the introduction and storage of materials and equipment and the execution of such other work and shall properly connect and coordinate the Work with theirs. Unless otherwise provided in the Contract Documents, CONTRACTOR shall do all cutting, fitting and patching of the Work that may be required to make its several parts come together properly and inte- grate with such other work. CONTRACTOR shall not en- danger any work of others by cutting, excavating or other- wise altering their work and will only cut or alter their work with the written consent of ENGINEER and the others whose work will be affected. The duties and responsibilities of CONTRACTOR under this paragraph are for the benefit of such utility owners and other contractors to the extent that there are comparable provisions for the benefit of CON- TRACTOR in said direct contracts between OWNER and such utility owners and other contractors. 7.3. If the proper execution or results of any part of CONTRACTOR's Work depends upon work performed by others under this Article 7, CONTRACTOR shall inspect such other work and promptly report to ENGINEER in writing any delays, defects or deficiencies in such other work that render it unavailable or unsuitable for the proper execution and results of CONTRACTOR's Work. CONTRACTOR's failure so to report will constitute an acceptance of such other work as fit and proper for integration with CONTRACTOR's Work except for latent or nonapparent defects and deficiencies in such other work. Caathraon: 7.4. If OWNER contracts with others for the performance of other work on the Project at the site, the following will be set forth in Supplementary Conditions: 7.4.1. 'the person, firm or corporation who will have authority and responsibility for coordination of the activities among the various prime contractors will be identified; 7.4.2. . the specific matters to be covered by such author- ity and responsibility will be itemized; and 7.4.3. the extent of such authority and responsibilities will be provided. Unless otherwise provided in the Supplementary Condi- tions, OWNER shall have sole authority and responsibility in respect of such coordination. ARTICLE 8 —OWNER'S RESPONSIBILITIES 8.1. Except as otherwise provided in these General Condi- tions, OWNER shall issue all communications to CONTRAC- TOR through ENGINEER. 8.2. In case of termination of the employment of ENGI- NEER. OWNER shall appoint an engineer against whom CONTRACTOR makes no reasonable objection, whose status under the Contract Documents shall be that of the former ENGINEER. 8.3. OWNER shall furnish the data required of OWNER under the Contract Documents promptly and shall make pay- ments to CONTRACTOR promptly when they are due as provided in paragraphs 14.4 and 14.13. 8.4. OWNER's duties in respect of providing lands and easements and providing engineering surveys to establish ref- erence points are set forth in paragraphs 4.1 and 4.4. Paragraph 4.2 refers to OWNER's identifying and making available to CONTRACTOR copies of reports of explorations and tests of subsurface conditions at the site and drawings of physical conditions in existing structures at or contiguous to the site that have been utilized by ENGINEER in preparing the Contract Documents. Delete 8.5 8.5. OWNER's responsibilities in respect of purchasing and maintaining liability and property insurance are set forth in paragraphs 5.5 through 5.10. 8.6. OWNER is obligated to execute Change Orders as indicated in paragraph 10.4. 8.7. OWNER's responsibility in respect of certain inspec- tions, tests and approvals is set forth in paragraph 13.4. 8.8. In connection with OWNER's right to stop Work or suspend Work, see paragraphs 13.10 and 15.1. Paragraph 15.2 deals with OWNER's right to terminate services of CON- TRACTOR under certain circumstances. Di 29 I 8.9. The OWNER shall not supervise, direct or have control or authority over, nor be responsible for. CONTRAC- TOR's means, methods, techniques, sequences or procedures of construction or the safety precautions and programs incident thereto, or for any failure of CONTRACTOR to comply with Laws and Regulations applicable to the furnishing or perfor- mance of the Work. OWNER will not be responsible for CONTRACTOR's failure to perform or furnish the Work in accordance with the Contract Documents. 8.10. OWNER'S responsibility in respect of undisclosed Asbestos, PCBs, Petroleum, Hazardous Waste or Radioactive Materials uncovered or revealed at the site is set forth in paragraph 4.5. - 8.11. If and to the extent OWNER has agreed to furnish CONTRACTOR reasonable evidence that financial arrange- ments have been made to satisfy OWNER's obligations under the Contract Documents, OWNER's responsibility in respect thereof will be as set forth in the Supplementary Conditions. ARTICLE 9 —ENGINEER'S STATUS DURING CONSTRUCTION OWNER's Representative: • 9.1. ENGINEER will -be OWNER's representative during the construction period. The duties and responsibilities and the limitations of authority of ENGINEER as OWNER's repre- sentative during construction are set forth in the Contract Documents and shall not be extended without written consent of OWNER and ENGINEER. Visas to Site: 9.2. ENGINEER will make visits to the site at intervals appropriate to the various stages of construction as ENGI- NEER deems necessary in order to observe as an experienced and qualified design professional the progress that has been made and the quality of the various aspects of CONTRAC- TOR's executed Work. Based on information obtained during such visits and observations, ENGINEER will endeavor for the benefit of OWNER to determine, in general, if the Work is proceeding in accordance with the Contract Documents. EN- GINEER will not be required to make exhaustive or continu- ous on -site inspections to check the quality or quantity of the Work. ENGINEER's efforts will be directed toward providing for OWNER a greater degree of confidence that the completed Work will conform generally to the Contract Documents. On the basis of such visits and on -site observations. ENGINEER will keep OWNER informed of the progress of the Work and will endeavor to guard OWNER against defective Work. EN- GINEER's visits and on -site observations are subject to all the limitations on ENGINEER'S authority and responsibility set forth in paragraph 9.13, and particularly, but without limitation, during or as a result of ENGINEER's on -site visits or observations of CONTRACTOR's Work ENGINEER will not supervise, direct, control or have authority over or be respon- sible for CONTRACTOR's means, methods, techniques. se- quences or procedures of construction, or the safety precau- tions and programs incident thereto, or for any failure of CONTRACTOR to comply with Laws and Regulations appli- cable to the furnishing or performance of the Work. Project Representative: 9.3. If OWNER and ENGINEER agree, ENGINEER will furnish a Resident Project Representative to assist ENGI- NEER in providing more continuous observation of the Work. The responsibilities and authority and limitations thereon of any such Resident Project Representative and assistants will be as provided in paragraph 9.13 and in the Supplementary Conditions. If OWNER designates another representative or agent to represent OWNER at the site who is not ENGI- NEER's Consultant, agent or employee, the responsibilities and authority and limitations thereon of such other person will be as provided in the Supplementary Conditions. 9.4. ENGINEER will issue with reasonable promptness such written clarifications or interpretations of the require- ments of the Contract Documents (in the form of Drawings or otherwise) as ENGINEER may determine necessary, which shall be consistent with the intent of and reasonably inferable from Contract Documents. Such written clarifications and interpretations will be binding on OWNER and CONTRAC. TOR. If OWNER or CONTRACTOR believes that a written clarification or interpretation justifies an adjustment in the Contract Price or the Contract Times and the parties are unable to agree to the amount or extent thereof, if any. OWNER or CONTRACTOR may make a written claim. therefor as pro- vided in Article II or Article 12. Authorized Variations in Work: 9.5. ENGINEER may authorize minor variations in the Work from the requirements of the Contract Documents which do not involve an adjustment in the Contract Price or the Contract Times and arc compatible with the design concept of the completed Project as a functioning whole as indicated by. the Contract Documents. These may be accomplished by a Field Order and will be binding on OWNER and also on CONTRACTOR who shall perform the Work involved promptly. If OWNER or CONTRACTOR believes that a Field Order justifies an adjustment in the Contract Price or the Contract Times and the parties are unable to agree as to the amount or extent thereof, OWNER or CONTRACTOR may make a written claim therefor as provided in Article II or 12. Rejecting Defective Work.' I I I I I I H L_I I I I I I I 9.6. ENGINEER will have authority to disapprove or reject Work which ENGINEER believes to be defective, or it 1I I U I I •1 I1 I IF that ENGINEER believes will not produce a completed Project that conforms to the Contract Documents or that will prejudice the integrity of the design concept of the.completed Project as a functioning whole as indicated by the Contract Documents. ENGINEER will also have authority to require special inspec- tion or testing of the Work as provided in paragraph 13.9. whether or not the Work is fabricated, installed or completed. Shop Drawings, Change Orders and Payments: 9.7. In connection with ENGINEER's authority as to Shop Drawings and Samples, see paragraphs 6.24 through 6.28 inclusive. 9.8. In connection with ENGINEER's authority as to Change Orders, see Articles 10. I I. and 12. 9.9. In connection with ENGINEER's authority as to Applications for Payment, see Article 14. Determinations for Unit Prices: 9.10. ENGINEER will determine the actual quantities and classifications of Unit Price Work performed by CONTRAC- TOR. ENGINEER will review with CONTRACTOR the EN- GINEER's preliminary determinations on such matters before rendering a written decision thereon (by recommendation of an Application for Payment or otherwise). ENGINEER's written decision thereon will be final and binding upon OWNER and CONTRACTOR, unless, within ten days after the date of any such decision, either OWNER or CONTRACTOR delivers to the other and to ENGINEER written notice of intention to appeal from ENGINEER's decision and: (i) an appeal from ENGINEER's decision is taken within the time limits and in accordance with the procedures set forth in Exhibit GC -A. "Dispute Resolution Agreement:" entered into between OWNER and CONTRACTOR pursuant to Article 16. or (ii) if no such Dispute Resolution Agreement has been entered into, a formal proceeding is instituted by the appealing party in a forum of competent jurisdiction to exercise such rights or remedies as the appealing party may have with respect to ENGINEER's decision, unless otherwise agreed in writing by OWNER and CONTRACTOR. Such appeal will not be subject to the procedures of paragraph 9.11. Decisions on Dispara: 9.11. ENGINEER will be the initial interpreter of the requirements of the Contract Documents and judge of the acceptability of the Work thereunder. Claims, disputes and other matters relating to the acceptability of the Work or the interpretation of the requirements of the Contract Documents pertaining to the performance and furnishing of the Work and Claims under Articles II and 12 in respect of changes in the Contract Price or Contract Times will be referred initially to ENGINEER in writing with a request for a formal decision in accordance with this paragraph. Written notice of each such claim, dispute or other matter will be delivered by the claimant to ENGINEER and the other party to the Agreement promptly (but in no event later than thirty days) after the start of the occurrence or event giving rise thereto, and written supporting data will be submitted to ENGINEER and the other party within sixty days after the start of such occurrence or event unless ENGINEER allows an additional period of time for the submission of additional or more accurate data in support of such claim, dispute or other matter. The opposing party shall submit any response to ENGINEER and the claimant within thirty days after receipt of the claimant's last submittal (unless ENGINEER allows additional time). ENGINEER will render a formal decision in writing within thirty days after receipt of the opposing party's submittal, if any. in accordance with this paragraph. ENGINEER's written decision on such claim. dispute or other matter will be final and binding upon OWNER and CONTRACTOR unless: (fl an appeal from ENGINEER's decision is taken within the time limits and in accordance with the procedures set forth in EXHIBIT GC -A, "Dispute Reso- lution Agreement:" entered into -between OWNER and CON- TRACTOR pursuant to Article 16. or (ii) if no such Dispute Resolution Agreement has been entered into, a written notice of intention to appeal from ENGINEER's written decision is delivered by OWNER or CONTRACTOR to the other and to ENGINEER within thirty days after the date of such decision and a formal proceeding is instituted by the appealing party in a forum of competent jurisdiction to exercise such rights or remedies as the appealing party may have with respect to such claim, dispute or other matter in accordance with applicable Laws and Regulations within sixty days of the date of such decision. unless otherwise agreed in writing by OWNER and CONTRACTOR. 9.12. When functioning as interpreter and judge under paragraphs 9.10 and 9.11. ENGINEER will not show partiality to OWNER or CONTRACTOR and will not be liable in connection with any interpretation or decision rendered in good faith in such capacity. The rendering of a decision by ENGINEER pursuant to paragraphs 9.10 or 9.11 with respect to any such claim, dispute or other matter (except any which have been waived by the making or acceptance of final payment as provided in paragraph 14.15) will be a condition precedent to any exercise by OWNER or CONTRACTOR of such rights or remedies as either may otherwise have under the Contract Documents or by Laws or Regulations in respect of any such claim, dispute or other matter pursuant to Article 16. 9,13. [imrtaaons on ENGINEER's Anihorf, and Raptwtdbifiea: 9.13.1. Neither ENGINEER's authority or responsibil- ity under this Article 9 or under any other provision of the Contract Documents nor any decision made by ENGINEER in good faith either to exercise or not exercise such authority or responsibility or the undertaking, exercise or performance of any authority or responsibility by ENGINEER shall create, impose or give rise to any duty owed by ENGINEER to CONTRACTOR, any Subcontractor. any Supplier, any other person or organization. or to any surety for or em- ployee or agent of any of them. 31 L 9.13.2. ENGINEER will not supervise, direct, control or have authority over or be responsible for CONTRAC- TOR's means, methods, techniques, sequences or proce- dures of construction, or the, safety precautions and pro- grams incident thereto, or for any failure of CONTRACTOR to comply with Laws and Regulations applicable to the furnishing or performance of the Work. ENGINEER will not be responsible for CONTRACT0R's failure to perform or furnish the Work in accordance with the Contract Docu- ments. • 19.13.3. ENGINEER will not be responsible for the acts or omissions of CONTRACTOR or of any Subcontractor, any Supplier, or of any other person or organization perform- ing or furnishing any of the Work. 9.13.4. ENGINEER,s review of the final Application for Payment and accompanying documentation and all mainte- nance and operating instructions, schedules, guarantees, bonds and certificates of inspection, tests and approvals and Other documentation required to be delivered by paragraph 14.12 will only be to determine generally that their content complies with the requirements of, and in the case of certificates of inspections, tests and approvals that the results certified indicate compliance with, the Contract Doc- uments. ..9.13.5. The limitations upon authority and responsibility set forth in this paragraph 9.13 shall also apply to ENGI- NEER's Consultants. Resident Project Representative and assistants. ARTICLE 10 —CHANGES IN THE WORK I0.1. Without invalidating the Agreement and without .notice to any surety. OWNER may. at any time or from time to time, order additions, deletions or revisions in the Work. Such additions, deletions or revisions will be authorized by a Written Amendment, a Change Order, or a Work Change Directive. Upon receipt of anysuch document. CONTRAC- TOR shall promptly proceed with the Work involved which will be performed under the applicable conditions of the Contract Documents (except as otherwise specifically pro- vided). 102. If OWNER and CONTRACTOR are unable to agree as to the extent. if any. of an adjustment in the Contract Price or an adjustment of the Contract Times that should be allowed as a result of a Work Change Directive, a claim may be made therefor as provided in Article II or Article 12. 10.3. CONTRACTOR shall not be entitled to an increase in the Contract Price or an extension of the Contract Times with respect to any Work performed that is not required by the Contract Documents as amended, modified and supplemented as provided in paragraphs 3.5 and 3.6 except in the case of an emergency as provided in paragraph 6.23 or in the case of uncovering Work as provided in paragraph 13.9. 10.4. • OWNER and CONTRACTOR shall execute appro- priate Change Orders recommended by ENGINEER (or Writ- ten Amendments) covering: 10.4.1. changes in the Work which are (ii ordered by OWNER pursuant to paragraph 10.1, (ii) required because of acceptance of defective Work under paragraph 13.13 or correcting defective Work under paragraph 13.14, or (iii) agreed to by the parties; 10.4.2. changes in the Contract Price or Contract. Times which are agreed to by the parties; and 10.4.3. changes in the Contract Price or Contract Times which embody the substance of any written decision ren- dered by ENGINEER pursuant to paragraph 9.11; provided that, in lieu of executing any such Change Order, an appeal may be taken from any such decision in accordance with the provisions of the Contract Documents and applicable Laws and Regulations, but during any such appeal, CON- TRACTOR shall carry on the Work and adhere to the progress schedule as provided in paragraph 6.29. 10.5. If notice of any change affecting the general scope of the Work or the provisions of the Contract Documents (includ- ing, but not limited to. Contract Price or Contract Times) is required by the provisions of any Bond to be given to a surety, the giving of any such notice will be CONTRACTOR's respon- sibility, and the amount of each applicable Bond will be adjusted accordingly. Addition see SC 10.6 ARTICLE I I —CHANGE OF CONTRACT. PRICE 11.1. The Contract Price constitutes the total compensa- tion (subject to authorized adjustments) payable to CON- TRACTOR for performing the Work. All duties, responsibili- ties and obligations assigned to or undertaken by CONTRACTOR shall be at CONTRACTOR's expense without change in the Contract Price. 11.2. The Contract Price may only be changed by a Change Order or by a Written Amendment. Any claim for an adjust- ment in the Contract Price shall be based on written notice delivered by the party making the claim to the other party and to ENGINEER promptly (but in no event later than thirty days) after the start of the occurrence or event giving rise to the claim and stating the general nature of the claim. Notice of the amount of the claim with supporting data shall be delivered within sixty days after the start of such occurrence or event (unless ENGINEER allows additional time for claimant to submit additional or more accurate data in support of the claim) and shall be accompanied by claimant's written statement that the adjustment claimed covers all known amounts to which the claimant is entitled as a result of said occurrence or event. All claims for adjustment in the Contract Price shall be determined by ENGINEER in accordance with paragraph 9.11 if OWNER and CONTRACTOR cannot otherwise agree on the amount involved. No claim for an adjustment in the Contract Price will I I L Li I I I I I I 11 I 1. I I 32 J be valid if not submitted in accordance with this paragraph 11.2. 11.3. The value of any Work covered by a Change Order or of any claim for an adjustment in the Contract Price will be determined as follows: 11.3.1. where the Work involved is covered by unit prices contained in the Contract Documents, by application of such unit prices to the quantities of the items involved (subject to the provisions of paragraphs 11.9.1 through 11.9.3, inclusive); 11.3.2. where the Work involved is not covered by unit prices contained in the Contract Documents, by a mutually agreed lump sum (which may include an allowance for overhead and profit not necessarily in accordance with paragraph 11.6.2); 11.3.3. where the Work involved is not covered by unit prices contained in the Contract Documents and agreement to a lump sum is not reached under paragraph 11.3.2, on the basis of the Cost of the Work (determined as provided in paragraphs 11.4 and 11.5) plus a CONTRACTOR's fee for overhead and profit (determined as provided in paragraph 11.6). Cost of the Work: 11.4. The term Cost of the Work means the sum of all costs necessarily incurred and paid by CONTRACTOR in the proper performance of the Work. Except as otherwise may be agreed to in writing by OWNER, such costs shall be in amounts no higher than those prevailing in the locality of the Project, shall include only the following items and shall not include any of the costs itemized in paragraph 11.5: 11.4.1. Payroll costs for employees in the direct employ of CONTRACTOR in the performance of the Work under schedules of job classifications agreed upon by OWNER and CONTRACTOR. Such employees shall include without lim- itation superintendents, foremen and other personnel em- ployed full- time at the site. Payroll costs for employees not employed full time on the Work shall be apportioned on the basis of their time spent on the Work. Payroll costs shall include, but not be limited to, salaries and wages plus the cost of fringe benefits which shall include social security contributions. unemployment. excise and payroll taxes, work- ers' compensation, health and retirement benefits, bonuses, sick leave, vacation and holiday pay applicable thereto. The expenses of performing Work after regular working hours, on Saturday. Sunday or legal holidays, shall be included in the above to the extent authorized by OWNER. 11.4.2. Cost of all materials and equipment furnished and incorporated in the Work, including costs of transportation and storage thereof, and Suppliers' field services required in connection therewith. All cash discounts shall accrue to CONTRACTOR unless OWNER deposits funds with CON- TRACTOR with which to make payments, in which case the cash discounts shall accrue to OWNER. All trade discounts, rebates and refunds and returns from sale of surplus materi- als and equipment shall accrue to OWNER, and CON- TRACTOR shall make provisions so that they may be obtained. 11.4.3. Payments made by CONTRACTOR to the Sub- contractors for Work performed or furnished by Subcontrac- tors. If required by OWNER. CONTRACTOR shall obtain competitive bids from subcontractors acceptable to OWNER and CONTRACTOR and shall deliver such bids to OWNER who will then determine, with the advice of ENGINEER, which bids, if any, will be accepted. If any subcontract provides that the Subcontractor is to be paid on the basis of Cost of the Work Plus a fee, the Subcontractor's Cost of the Work and fee shall be determined in the same manner as CONTRACIOR's Cost of the Work and fee as provided in paragraphs 11.4, 115, 11.6 and 11.7. All subcontracts shall be subject to the other provisions of the Contract Documents insofar as applicable. 11.4.4. Costs of special consultants (including but not limited to engineers, architects, testing laboratories, survey- ors, attorneys and accountants) employed for services spe- cifically related to the Work. 11.4.5. Supplemental costs including the following: 11.4.5.1. The proportion of necessary transportation, travel and subsistence expenses of CONTRACTOR's em- ployees incurred in discharge of duties connected with the Work. 11.4.5.2. Cost, including transportation and mainte- nance, of all materials, supplies, equipment, machinery, appliances, office and temporary facilities at the site and hand tools not owned by the workers, which are con- sumed in the performance of the Work, and cost less market value of such items used but not consumed which remain the property of CONTRACTOR. 11.4.5.3. Rentals of all construction equipment and machinery and the parts thereof whether rented from CONTRACTOR or others in accordance with rental agree - menu approved by OWNER with the advice of ENGI- NEER, and the costs of transportation, loading, unload- ing. installation, dismantling and removal thereof —all in accordance with the terms of said rental agreements. The rental of any such equipment, machinery or parts shall cease when the use thereof is no longer necessary for the Work. 11.4.5.4. Sales, consumer, use or similar taxes related to the Work, and for which CONTRACTOR is liable, imposed by Laws and Regulations. II .4.5.5. Deposits lost for causes other than negli- gence of CONTRACTOR, any Subcontractor or anyone directly or indirectly employed by any of them or for whose acts any of them may be liable, and royalty payments and fees for permits and licenses. )E 11.4.5.6. Losses and damages (and related expenses) caused by damage to the Work, not compensated by insurance or otherwise, sustained by CONTRACTOR in connection with the performance and furnishing of the Work (except losses and damages within the deductible amounts of property insurance established by OWNER in accordance with paragraph 5.9), provided they have re- sulted from causes other than the negligence of CON- TRACTOR, any Subcontractor, or anyone directly or indirectly employed by any of them or for whose acts any of them may be liable. Such losses shall include settle- ments made with the written consent and approval of OWNER. No such losses, damages and expenses shall be included in the Cost of the Work for the purpose of determining CONTRACTOR's fee. If, however, any such loss or damage requires reconstruction and CONTRAC. TOR is placed in charge thereof. CONTRACTOR shall be paid for services a fee proportionate to that stated in Paragraph 11.6.2. 11.4.5.7. The cost of utilities, fuel and sanitary facili- ties at the site. - 11.4.5.8. Minor expenses such as telegrams, long dis- tance telephone calls, telephone service at the site, ex- pressage and similar petty cash items in connection with the Work. 11.4.5.9. Cost of premiums for additional Bonds and insurance required because of changes in the Work. 11.5. The term Cost of the Work shall not include any of the following: 11.5.1. Payroll costs and other compensation of CON- TRACIOR's officers, executives, principals (of partnership and sole Proprietorships), general managers, engineers, ar- chitects, estimators, attorneys, auditors, accountants, pur- chasing and contracting agents, expediters. timekeepers, clerks and other. personnel employed by CONTRACTOR whether at the site or in CONTRACTOR's principal or a branch office for general administration of the Work and not specifically included in the agreed upon schedule of job classifications referred to in paragraph 11.4.1 or specifically covered by paragraph 11.4.1 all of which are to be consid- ered administrative costs covered by the CONTRACTOR's fee. - 11.5.2. Expenses of CONTRACTOR's principal and branch offices other than CONTRACTOR's office at the site. 11.5.3. Any part of CONTRAC TOR's capital expenses, including interest on CONTRACTOR's capital employed for the Work and charges against CONTRACTOR for delin- quent payments. 11.5.4• Cost of premiums for all Bonds and for all insurance whether or not CONTRAC OR is required by the Contract Documents to purchase and maintain the same (except for the cost of Premiums covered by subparagraph 11.4.5.9 above). 11.5.5., Costs due to the negligence of CONTRAC- TOR, any Subcontractor, or anyone directly or indi- rectly employed by any of them or for whose acts any of them may be liable, including but not limited to, the correction of defective Work, disposal of materials or equipment wrongly supplied and. making good any damage to property. Other overhead or general expense costs of any kind and the costs of any item not specifically and expressly included in paragraph 11.4. 11.6. The CONTRACTOR's fee allowed to CONTRAC. TOR for overhead and profit shall be determined as follows: 11.6.1. a mutually acceptable fix "ee; or 11.6.2. if a fixed fee is not agreed upon, then a fee based on the following percentages of the various portions of the Cost of the Work: • 11.6.2.1. for costs incurred under paragraphs 11.4.1 and 11.4.2, the CONTRACTOR's fee shall be fifteen percent; 7 11.6.2.2. for costs incurred under paragraph 11.4.3, the CONTRACTOR's fee shall be five percent; 11.6.2.3. where one or more tiers of subcontracts are on the basis of Cost of the Work plus a fee and no fixed fee is agreed upon, the intent of paragraphs 11.4.1, 11.4.2, 11.4.3 and 11.6.2 is that the Subcontractor who actually performs or furnishes the Work, at whatever tier, will be paid a fee of fifteen percent of the costs incurred by such Subcontractor under paragraphs 11.4.1 and 11.4.2 and that any higher tier Subcontractor and CONTRACTOR. will each be paid a fee of five percent of the amount paid to the next lower tier Subcontractor: 11.6.2.4. no fee shall be payable on the basis of costs itemized under paragraphs 11.4.4, 11.4.5 and 11.5; 11.6.2.5. the amount of credit to be allowed by CON- TRACTOR to OWNER for any change which results in a net decrease in cost will be the amount of the actual net decrease in cost plus a deduction in CONTRACTOR's fee by an amount equal to five percent of such net decrease; and 11.6.2.6. when both additions and credits are involved in any one change, the adjustment in CONTRACTOR's fee shall be computed on the basis of the net change in accordance with paragraphs 11.6.2.1 through 11.6.2.5, inclusive. 11.7. Whenever the cost of any Work is to be determined pursuant to paragraphs 11.4 and 11.5, CONTRACTOR will establish and maintain records thereof in accordance with generally accepted accounting practices and submit in form acceptable to ENGINEER an itemized cost breakdown to- gether with supporting data. I I GI I I I I [1 I II I I I I U I 1 I I I I I I I I I U I I f�.W1J"1sZ^..4."p 11.8. his understood that CONTRACTOR has included in the Contract Price all allowances so named in the Contract Documents and shall cause the Work so covered to be fur- nished and performed for such sums as may be acceptable to OWNER and ENGINEER. CONTRACTOR agrees that: • 11.8.1. the allowances include the cost to CONTRAC- TOR (less any applicable trade discounts) of materials and equipment required by the allowances to be delivered at the site, and all applicable taxes; and 11.8.2. CONTRACTOR's costs for unloading and han- dling on the site, labor, installation costs. overhead, profit and other expenses contemplated for the allowances have been included in the Contract Price and not in the allowances and no demand for additional payment on account of any of the foregoing will be valid. Prior to final payment, an appropriate Change Order will be issued as recommended by ENGINEER to reflect actual amounts due CONTRACTOR on account of Work covered by allowances, and the Contract Price shall be correspondingly adjusted. 11.9. Unit Price Work 11.9.1. Where the Contract Documents provide that all or partof the Work is to be Unit Price Work. initially the Contract Price will be deemed to include for all Unit Price Work an amount equal to the sum of the established unit price for each separately identified item of Unit Price Work times the estimated quantity of each item as indicated in the Agreement. The estimated quantities of items of Unit Price Work are not guaranteed and are solely for the purpose of comparison of Bids and determining an initial Contract Price. Determinations of the actual quantities and classifica- tions of Unit Price Work performed by CONTRACTOR will be made by ENGINEER in accordance with paragraph 9.10. 11.9.2. Each unit price will be deemed to include an amount considered by CONTRACTOR to be adequate to cover CONTRACTOR's overhead and profit for each sepa- rately identified item. Replace 11.93 with SC 11.9.3 11.9.3. OWNER or CONTRACTOR may make a claim for an adjustment in the Contract Price in accordance with Article 11 if: 11.9.3.1. the quantity of any item of Unit Price Work performed by CONTRACTOR differs materially and sig- nificantly from the estimated quantity of such item indi- cated in the Agreement; and 11.9.3.2. there is no corresponding adjustment with respect to any other item of Work; and 11.9.3.3. if CONTRACTOR believes that CONTRAC- TOR is entitled loan increase in Contract Price as a result 35 of having incurred additional expense or OWNER be- lieves that OWNER is entitled to a decrease in Contract price and the parties are unable to agree as to the amount of any such increase or decrease. ARTICLE 12 -CHANGE OF CONTRACT TIMES 12.1. The Contract Times (or Milestones) may only be changed by a Change Order or a Written Amendment. Any claim for an adjustment of the Contract Times (or Milestones) shall be based on written notice delivered by the party making the claim to the other party and to ENGINEER promptly (but in no event later than thirty days) after the occurrence of the event giving rise to the claim and stating the general nature of the claim. Notice of the extent of the claim with supporting data shall be delivered within sixty days after such occurrence (unless ENGINEER allows an additional period of time to ascertain more accurate data in support of the claim) and shall be accompanied by the claimant's written statement that the adjustment claimed is the entire adjustment to which the claimant has reason to believe it is entitled as a result of the occurrence of said event. All claims for adjustment in the Contract Times (or Milestones) shall be determined by ENGI- NEER in accordance with paragraph 9.11 If OWNER and CONTRACTOR cannot otherwise agree. No claim for an adjustment in the Contract Times (or Milestones) will be valid if not submitted in accordance with the requirements of this paragraph 12.1. 12.2. All time limits stated in the Contract Documents are of the essence of the Agreement. 12.3. Where CONTRACTOR is prevented from complet- ing any part of the Work within the Contract Times (or Milestones) due to delay beyond the control of CONTRAC- TOR. the Contract Times (or Milestones) will be extended in an amount equal to the time lost due to such delay if a claim is made therefor as provided in paragraph 12.1. Delays beyond the control of CONTRACTOR shall include, but not be limited to, acts or neglect by OWNER, acts or neglectof utility owners or other contractors performing other work as contemplated by Article 7. fires, floods, epidemics, abnormal weather condi- tions or acts of God. Delays attributable to and within the control of a Subcontractor or Supplier shall be deemed to be delays within the control of CONT'RAC OR. 12.4. Where CONTRACTOR is prevented from complet- ing any pan of the Work within the Contract Times (or Milestones) due to delay beyond the control of both OWNER and CONTRACTOR, an extension of the Contract Times (or Milestones) in an amount equal to the time lost due to such delay shall be CONTRAC TOR's sole and exclusive remedy for such delay. In no event shall OWNER be liable to CONTRAC- TOR, any Subcontractor, any Supplier, any other person or organization, or toasty surety for or employee or agent of any of them, for damages arising out of or resulting from (i) delays caused by or within the control of CONTRACTOR, or (ii) I delays beyond the control of both parties including but not limited to fires, floods, epidemics. abnormal weather condi- tions, acts of God or acts or neglect by utility owners or other contractors perforating other work as contemplated by Article 7. ARTICLE 13 —TESTS AND INSPECTIONS; CORRECTION, REMOVAL OR ACCEPTANCE OF DEFECTIVE WORK 13.1. Notice of Defects: Prompt notice of all defective Work of which OWNER or ENGINEER have actual knowl- edge will be given to CONTRACTOR. All defective Work may be rejected, corrected or accepted as provided in this Article 13. Access to Wort 13.2. OWNER, ENGINEER. ENGINEER's Consultants, other representatives and personnel of OWNER, independent testing laboratories and governmental agencies with jurisdic- tional interests will have access to the Work at reasonable times for their observation, inspecting and testing. CONTRACTOR shall provide them proper and safe conditions for such access and advise them of CONTRACTOR's site safety procedures and programs so that they may comply therewith as applicable. V 13.3. CONTRACTOR shall give ENGINEER timely no- tice of readiness of the Work for all required inspections, tests or approvals, and shall cooperate with inspection and testing personnel to facilitate required inspections or tests. Replacement with SC 13.3 13.4. OWNER shall employ and pay for the services of an independent testing laboratory to perform all inspections, tests, or approvals required by the Contract Documents except: Replacement with SC 13.4 13.4.1. for inspections, tests or approvals coveted by ,:paragraph 13.5 below; 13.4.2. that costs incurred in connection with tests or inspections conducted pursuant to paragraph 13.9 below shall be paid as provided in said paragraph 13.9; and 13.4.3. as otherwise specifically provided in the Con- tract Documents. 13.5. If Laws or Regulations of any public body having jurisdiction require any Work (or part thereof) specifically to be inspected, tested or approved by an employee or other repre- sentative of such public body. CONTRACTOR shall assume full responsibility for arranging and obtaining such inspections, tests or approvals, pay all costs in connection therewith, and furnish ENGINEER the required certificates of inspection, or approval. CONTRACTOR shall also be responsible for arrang- ing and obtaining and shall pay all costs in connection with any inspections, tests or approvals required for OWNER's and ENGINEER's acceptance of materials or equipment to be incorporated in the Work, or of materials, mix designs, or equipment submitted for approval prior to CONTRACIOR's purchase thereof for incorporation in the Work: 13.6. If any Work (or the work of others) that is to be inspected, tested or approved is covered by CONTRACTOR without written concurrence of ENGINEER, it must, if re- quested by ENGINEER, be uncovered for observation. 13.7. Uncovering Work as provided in paragraph 13.6 shall be at CONTRACTOR's expense unless CONTRACTOR has given ENGINEER timely notice of CONTRACTOR's inten- tion to cover the same and ENGINEER has not acted with reasonable promptness in response to such notice. Uncovernna Wart 13.8. If any Work is covered contrary to the written request of ENGINEER, it must, if requested by ENGINEER, be uncovered for ENGINEER's observation and replaced at CONTRACTOR's expense. 13.9. If ENGINEER considers it necessary or advisable that covered Work be observed by ENGINEER or inspected or tested by others, CONTRACTOR, at ENGINEER's re- quest, shall uncover, expose or otherwise make available for observation, inspection or testing as ENGINEER may require, that portion of the Work in question, furnishing all necessary labor, material and equipment. If it is found that such Work is defective, CONTRACTOR shall pay all claims, costs, losses and damages caused by. arising out of or resulting from such uncovering, exposure, observation, inspection and testing and of satisfactory replacement or reconstruction (including but not limited to all costs of repair or replacement of work of others); and OWNER shall be entitled to an appropriate decrease in the Contract Price. and, if the parties are unable to agree as to the amount thereof. may make a claim therefor as provided in Article II.. If. however, such Work is not found to be defective, CONTRACTOR shall be allowed an increase in the Contract Price or an extension of the Contract Times (or Milestones), or both, directly attributable to such uncovering, exposure, ob- servation, inspection, testing, replacement and reconstruction; and. if the parties are unable to agree as to the amount or extent thereof, CONTRACTOR may make a claim therefor as pro- vided in Articles II and 12. OWNER May Stop the Wort' 13.10. If the Work is defective, or CONTRACTOR fails to supply sufficient skilled workers or suitable materials or equip- ment, or fails to furnish or perform the Work in such a way that the completed Work will conform to the Contract Documents, OWNER may order CONTRACTOR to stop the Work; or any portion thereof, until the cause for such order has been eliminated; however, this right of OWNER to stop the Work I I I C I I I I I I n I L L 36 I I I HI I :1 •1 I I I shall not give rise to any duty on the part of OWNER to exercise this right for the benefit of CONTRACTOR or any surety or other party. Coneerion or Removd of Defeem Wart 13.11. if required by ENGINEER. CONTRACTOR shall promptly, as directed. eit ercorrectall defective Work, whether or not fabricated, installed or completed. or, if the Work has been rejected by ENGINEER, remove it from the site and replace it with Work that is not defective. CONTRACTOR shall pay all claims, costs, losses and damages caused by or resulting from such correction or removal (including but not limited to all costs of repair or replacement of work of others). 13.12. Correalon Period 13.12.1. If within one year after the date of Substantial Completion or such longer period of time as may be pre- scribed by Laws or Regulations or by the terms of any applicable special guarantee required by the Contract Doc- uments or by any specific provision of the Contract Docu- ments. any Work is found to be defective. CON TRAC.'IOR shall promptly, without cost to OWNER and in accordance with OWNER's written instructions: (i) correct such defec- tive Work, or, if it has been rejected by OWNER, remove it from the site and replace it with Work that is not defective, and (ii) satisfactorily correct or remove and replace any damage to other Work or the work of others resulting therefrom. If CONTRACTOR does not promptly comply with the terms of such instructions, or in an emergency where delay would cause serious risk of loss or damage, OWNER may have the defective Work corrected or the rejected Work removed and replaced. and all claims, costs. losses and damages caused by or resulting from such re- moval and replacement (including but not limited to all costs of repair or replacement of work of others) will be paid by CONTRACTOR. 13.12.2. In special circumstances wherea particular item of equipment is placed in continuous service before Substan- tial Completion of all the Work, the correction period for that item may start to run from an earlier date if so provided in the Specifications or by Written Amendment. 1 13.12.3. Where defective Work (and damage to other Work resulting therefrom) has been corrected, removed or 1 replaced under this paragraph 13.12. the correction period hereunder with respect to such Work will be extended for an additional period of one year after such correction or re - moval and replacement has been satisfactorily completed. Aeeepmnee of Defective Wort 13.13. If. instead of requiring correction or removal and replacement of defective Work. OWNER (and, prior to ENGI- NEER's recommendation of final payment. also ENGINEER) prefers to accept it. OWNER may do so. CONTRACTOR shall 37 pay all claims, costs, losses and damages attributable to OWNER's evaluation of and determination to accept such defective Work (such costs to be approved by ENGINEER as to reasonableness). If any such acceptance occurs prior to ENGINEER's recommendation of final payment. a Change Order will be issued incorporating the necessary revisions in the Contract Documents with respect to the Work: and OWNER shall be entitled to an appropriate decrease in the Contract Price, and, if the parties are unable to agree as to the amount thereof, OWNER may make a claim therefor as provided in Article II. If the acceptance occurs after such recommenda- tion, an appropriate amount will be paid by CONTRACTOR to OWNER. OWNER May Con a Defective Watt 13.14. If CONTRACTOR fails within a reasonable time after written notice from ENGINEER to correct defective Work or to remove and replace rejected Work as required by ENGINEER in accordance with paragraph 13.11. or if CON- TRACTOR fails to perform the.Nbrk in accordance with the Contract Documents, or if CONTRACTOR fails to comply with any other provision of the Contract Documents. OWNER may. after seven days' written notice to CONTRACTOR, correct and remedy any such deficiency. In exercising the rights and remedies under this paragraph OWNER shall pro- ceed expeditiously. In connection with such corrective and remedial action. OWNER may exclude CONTRACTOR from all or part of the site, take possession of all or part of the Work, and suspend CONTRACTOR's services related thereto, take possession of CONTRACTOR's toolsr appliances. construc- tion equipment and machinery at the site and incorporate in the - Work all materials and equipment stored at the site or for which OWNER has paid CONTRACTOR' but which are stored elsewhere. CONTRACTOR shall allow OWNER. OWNER's representatives. agents and employees. OWNER's other con- tractors and ENGINEER and ENGINEER's Consultants ac- cess to the site to enable OWNER to exercise the rights and remedies under this paragraph. All claims, costs, losses and damages incurred or sustained by OWNER in exercising such rights and remedies will be charged against CONTRACTOR and a Change Order will be issued incorporating the necessary revisions in the Contract Documents with respect to the Work; and OWNER shall be entitled to an appropriate decrease in the Contract Price, and, if the parties am unable to agree as to the amount thereof, OWNER may make a claim therefor as provided in Article 11. Such claims, costs, losses and damages will include but not be limited to all costs of repair or replace. ment of work of others destroyed or damaged by correction, removal or replacement of CONTRACTOR's defective Work. CONTRACTOR shall not be allowed an extension of the Contract Times (or Milestones) because of any delay in the pe rforrnance of the Work attributable to the exercise by OWN ER of OWNER's rights and remedies hereunder. ARTICLE 14 —PAYMENTS TO CONTRACTOR AND COMPLETION Schedule of Vafrrs.' 14.1. The schedule of values established as provided in paragraph 2.9 will serve as the basis for progress payments and I wig be incorporated into a form of Application for Payment acceptable to ENGINEER. Progress payments on account of Unit Price Work will be based on the number of Units corn. pitted. App1eaion for Progrrn Pcy+ere Replacement with SC 14.2 14.2. At least twenty days before the date established for each progress payment (but not more often than once a month). CONTRACTOR shall submit to ENGINEER for review an Application for Payment filled out and signed by CONTRACTOR covering the Work completed as of the date of the Application and accompanied by such supporting documentation as is required by the Contract Documents. If payment is requested on the basis of materials and equip- ment not incorporated in the Work but delivered and suitably. stored at the site or at another location agreed to in writing. the Application for Payment shall also be accompanied by a bill of sale, invoice or other documentation warranting that OWNER has received the materials and equipment free and clear of all Liens and evidence that the materials and equipment are covered by appropriate property insurance and otheranangements to protect OWN ER's interest therein, all of which will be satisfactory to OWNER. The amount of retainage with respect to progress payments willbe as stipulated in the Agreement. CONTRAC7OR's Wmrmrq of Tide: 14.3. CONTRACTOR warrants and guarantees that title to all Work, materials and equipment covered by any Application for Payment. whether incorporated in the Project or not, will pass to OWNER no later than the time of payment free and clear of all Liens. Review of Appilcodons for Pn igneu pbyment: Revision see SC 14.4 14.4. ENGINEER will, within ten days after receipt of each Application for Payment, either indicate in writing a recommendation of payment and present the Application to OWNER, or return the Application to CONTRACTOR indi- cating in writing ENGINEER's reasons for refusing to recom- mend payment. In the latter case; CONTRACTOR may make the necessary corrections and resubmit the Application. Ten days -after presentation of the Application for Payment to OWNER with ENGINEER's recommendation, the amount recommended will (subject to the provisions of the last sen- tence of paragraph 14.7) become due and when due will be paid by OWNER to CONTRACTOR. 14.5. ENGINEER's recommendation of any payment re- quested in an Application for Payment will constitute a repre. sentationby ENGINEER to OWNER, based on ENGINEER's on -site observations of the executed Work as an experienced and qualified design professional and on ENGINEER's review of the Application for Payment and the accompanying data and schedules, that to the best of ENGINEER's knowledge, infor- mation and belief: 14.5.1. the Work has progressed to the point indicated, 14.5.2. the quality of the Work is generally in accor- dance with the Contract Documents (subject to an evalu- ation of the Work as a functioning whole prior to or upon Substantial Completion, to the results of any subsequent tests called for in the Contract Documents, to a final determination of quantities and classifications for Unit Price Work under paragraph 9.10, and to any other quali- fications stated in the recommendation), and 14.5.3. the conditions precedent to C0NTRACIOR's being entitled to such payment appear to have been fulfilled in so far as it is ENGINEER's responsibility to observe the Work. However, by recommending any such payment ENGINEER will not thereby be deemed to have represented that: (i) exhaustive or continuous on -site inspections have been made to check the quality or the quantity of the Work beyond the responsibilities specifically assigned to ENGINEER in the Contract Documents or (ii) that there may not be other matters or issues between the parties that might entitle CONTRAC. TOR to be paid additionally by OWNER or entitle OWNER to withhold payment to CONTRACTOR. 14.6. ENGINEER's recommendation of any payment, in- cluding final payment, shall not mean that ENGINEER is responsible for CONTRACTOR's means, methods, techniques, sequences or procedures of construction, or the safety precau- tions and programs incident thereto, or for any failure of CONTRACTOR to comply with Laws and Regulations appli- cable to the furnishing or performance of Work, or for any failure of CONTRACTOR to perform or furnish Work in accordance with the Contract Documents. 14.7. ENGINEER may refuse to recommend the whole or any part of any payment if, in ENGINEER's opinion, it would be incorrect to make the representations to OWNER referred to in paragraph 14.5. ENGINEER may also refuse to recom- mend any such payment, or, because of subsequently discov- ered evidence or the results of subsequent inspections or tests, nullify any such payment previously recommended, to such extent as may be necessary in ENGINEER's opinion to protect OWNER from loss because: 14.7.1. the Work is defective, or completed Work has been damaged requiring correction or replacement, 14.7.2. the Contract Price has been reduced by Writ- ten Amendment or Change Order, 14.7.3. OWNER has been required to correct defec- live Work or complete Work in accordance with paragraph 13.14, or 14.7.4. ENGINEER has actual knowledge of the oc- currence of any of the events enumerated in paragraphs 15.2.1 through 15.2.4 inclusive. OWNER may refuse to make payment of the full amount recommended by ENGINEER because: 14.7.5. claims have been made against OWNER on account of CONTRACIORs performance or furnishing of the Work. C I .1 II I I I H I I I I I I 38 I I I I II I I I I I I I I I I Ii 14.7.6. Liens have been filed in connection with the Work, except where. CONTRACTOR has delivered a specific Bond satisfactory to OWNER to secure the satisfaction and discharge of such Liens. .14.7.7. there aft: other items entitling OWNER to a set-off against the amount recommended. or 14.7.8. OWNER has actual knowledge of the occur- rence of any of the events enumerated in paragraphs 14.7.1 through 14.7.3 or paragraphs 15.2.1 through 15.2.4 inclusive; but OWNER must give CONTRACTOR immediate written notice (with a copy to ENGINEER) stating the reasons for such action and promptly pay CONTRACTOR the amount so -withheld, or any adjustment thereto agreed to by OWNER and CONTRACTOR, when CONTRACTOR corrects to OWN - ER's satisfaction the reasons for such action. Substrrtlal Comp&dorr: 14.8. When CONTRACTOR considers the entire Work ready for its intended use CONTRACTOR shall notify OWNER and ENGINEER in writing that the entire Work is substantially complete (except for items specifically listed by CONTRAC- TOR as incomplete) and request that ENGINEER issue a certificate of Substantial Completion. Within a reasonable time thereafter, OWNER. CONTRACTOR and ENGINEER shall make an inspection of the Work to determine the status of completion. If ENGINEER does not consider the Work sub- stantially complete. ENGINEER will notify CONTRACTOR in writing giving the reasons therefor. If ENGINEER considers the Work substantially complete. ENGINEER will prepare and deliver to OWNER a tentative certificate of Substantial Com- pletion which shall fix the date of Substantial Completion. There shall be attached to the certificate a tentative list of items to be completed or corrected before final payment. OWNER shall have seven days after receipt of the tentative certificate during which to make written objection to ENGINEER as to any provisions of the certificate or attached list. If. after considering such objections. ENGINEER concludes that the Work is not substantially complete. ENGINEER will within fourteen days after submission of the tentative certificate to OWNER notify CONTRACTOR in writing, stating the reasons therefor. If. after consideration of OWNER's objections. EN- GINEER considers the Work substantially complete. ENGI- NEER will within said fourteen days execute and deliver to OWNER and CONTRACTOR a definitive certificate of Sub- stantial Completion (with a revised tentative list of items to be completed or corrected) reflecting such changes from the tentative certificate as ENGINEER believes justified after consideration of any objections from OWNER. At the time of delivery of the tentative certificate of Substantial Completion ENGINEER will deliver to OWNER and CONTRACTOR a written recommendation as to division of responsibilities pend- ing final payment between OWNER and CONTRACTOR with respect to security, operation. safety. maintenance, heat. utili- ties, insurance and warranties and guarantees. Unless OWNER and CONTRACTOR agree otherwise in writing and so inform ENGINEER in writing prior to ENGINEER's issuing the definitive certificate of Substantial Completion. ENGINEER'S aforesaid recommendation will be binding on OWNER and CONTRACTOR until final payment. 14.9. OWNER shall have the right to exclude CONTRAC- TOR from the Work after the date of Substantial Completion. but OWNER shall allow CONTRACTOR reasonable access to complete or correct items on the tentative list. 14.10. Use by OWNER at OWNER's option of any sub- stantially completed part of the Work which: (i) has specifically been identified in the Contract Documents, or (ii) OWNER. ENGINEER and CONTRACTOR agree constitutes a sepa- rately functioning and usable part of the Work that can be used by OWNER for its intended purpose without significant inter- ference with CONTRACTOR'S performance of the remainder of the Work. may be accomplished prior to Substantial Com- pletion of all the Work subject to the following: 14.10.1. OWNER at any time may request CON- TRACTOR in writing to permit OWNER to use any such part of the Work which OWNER believes to be ready for its intended use and substantially complete. If CON- TRACTOR agrees that such part of the Work is substan- tially complete. CONTRACTOR will certify to OWNER and ENGINEER that such part of -the Work is substan- tially complete and request ENGINEER to issue a renal}= irate of Substantial Completion for that part of the Work. CONTRACTOR at any time may notify OWNER and ENGINEER in writing that CONTRACTOR considers any such part of the Work ready for its intended use and substantially complete and request ENGINEER to issue a certificate of Substantial Completion for that pan of the Work. Within a reasonable time after either such request, OWNER. CONTRACTOR and ENGINEER shall make an inspection of that part of the Work to determine its status of completion. If ENGINEER does not consider that part of the Work to be substantially complete. ENGI- NEER will notify OWNER and CONTRACTOR in writ- ing giving the reasons therefor. If ENGINEER considers that part of the Work to be substantially complete. the provisions of paragraphs 14.8 and 14.9 will apply with respect to certification of Substantial Completion of that part of the Work and the division of responsibility in respect thereof and access thereto. 14.10.2. No occupancy or separate operation of part of the Work will be accomplished prior to compliance with the requirements of paragraph 5.15 in respect of property insurance. Find lnpec&C 14.11. Upon written notice from CONTRACTOR that the entire Work or an agreed portion thereof is complete, ENGI- NEER will make a final inspection with OWNER and CON- TRACTOR and will notify CONTRACTOR in writing of all ,I 39 J particulars in which this inspection reveals that the Work is incomplete or defective. CONTRACTOR shall immediately take such measures as arc -necessary to complete such Work or remedy such deficiencies. Final AAWkadoa for Armen• 14.12. After CONTRACTOR has completed all such cor- rections to the satisfaction of ENGINEER and delivered in accordance with the Contract Documents all maintenance and operating instructions, schedules, guarantees, Bonds. certifi- cates or other evidence of insurance required by paragraph 5.4, certificates of inspection, marked -up record documents (as provided in paragraph 6.19) and other documents, CONTRAC- TOR may make application for final payment following the procedure for progress payments. The final Application for Payment shall be accompanied (except as previously delivered) by: (i) all documentation called for in the Contract Documents. including but not limited to the evidence of insurance required by subparagraph 5.4.13, (ii) consent of the surety, if any, to final payment, and (iii) complete and legally effective releases or waivers (satisfactory to OWNER) of all Liens arising out of or filed in connection with the Work. In lieu of such releases or waivers of Liens and as approved by OWNER. CONTRAC- TOR may furnish receipts or releases in full and an affidavit of CONTRACTOR that: (i) the releases and receipts include all labor, services, material and equipment for which a Lien could be filed, and (ii) all payrolls, material and equipment bills and other indebtedness connected with the Work for which OWNER or OWNER's property might in any way be responsible have been paid or otherwise satisfied. If any Subcontractor or Supplier fails to furnish such a release or receipt in full. CONTRACTOR may -furnish a Bond or other collateral satis- factory to OWNER to indemnify OWNER against any Lien. Final Payment and Acceptance: 14.13. If, on the basis of ENGINEER's observation of the Work during construction and final inspection. and ENGI- NEER's review of the final Application for Payment and accompanying documentation as required by the Contract Documents, ENGINEER is satisfied that the Work has been completed and CONTRACTOR's other obligations under the Contract Documents have been fulfilled. ENGINEER will. within ten days after receipt of the final Application for Payment, indicate in writing ENGINEER'S recommendation of payment and present the Application to OWNER (or pay- ment. At the same time ENGINEER will also give written notice to OWNER and CONTRACTOR that the Work is acceptable subject to the provisions of paragraph 14.15. Oth- erwise. ENGINEER will return the Application to CON- TRACTOR, indicating in writing the reasons for refusing to recommend final payment, in which case CONTRACTOR shall make the necissary corrections and resubmit the Application. Thirty days after the presentation to OWNER of the Applica- tion and accompanying documentation, in appropriate form and substance and with ENGINEER's recommendation and notice of acceptability, the amount recommended by ENGI- NEER will, become due and will be paid by OWNER to CONTRACTOR. 14.14. If, through no fault of CONTRACTOR. final com- pletion of the Work is significantly delayed and if ENGINEER so confirms, OWNER shall, upon receipt of CONTRACTOR's final Application for Payment and recommendation of ENGI- NEER, and without terminating the Agreement. make pay- ment of the balance due for that portion of the Work fully completed and accepted. If the remaining balance to he held by OWNER for Work not fully completed or corrected is less than the retainage stipulated in the Agreement, and if Bonds have been furnished as required in paragraph 5.1. the ssntten con- sent of the surety to the payment of the balance due for that portion of the Work fully completed and accepted shall he submitted by CONTRACTOR to ENGINEER with the Appli- cation for such payment. Such payment shall be made under the terms and conditions governing final payment. except that it shall not constitute a waiver of claims. Waiver of Claims: 14.15. The making and acceptance of final payment will constitute: • 14.15.1. a waiver of all claims by OWNER against CONTRACTOR. except claims arising from unsettled Liens. from defective Work appearing after final inspection pursu- ant to paragraph 14.11. from failure to comply with the Contract Documents or the terms of any special guarantees specified therein, or from CONTRACTOR'S continuing ob- ligations under the Contract Documents: and 14.15.2. a waiver of all claims by CONTRACTOR against OWNER other than those previously made in writing and still unsettled. ARTICLE 15 —SUSPENSION OF WORK AND TERMINATION OWNER May Suspend Wont: 15.1. At any time and without cause. OWNER may sus- pend the Work or any portion thereof for a period of not more than ninety days by notice in writing to CONTRACTOR and ENGINEER which will fix the date on which Work will be resumed. CONTRACTOR shall resume the Work an the date so fixed. CONTRACTOR shall be allowed an adjustment in the Contract Price or an extension of the Contract Times, or both. directly attributable to any such suspension if CONTRACTOR makes an approved claim therefor as provided in Articles II and 12. OWNER May Terminate: 15 2. Upon the occurrence of any one or more of the following events: I 1 I I I E I Ii I I I I I I I 40 .1 I 1 .1 I _1 -,1 .1 :1 .1 1 II I =1 I C (:1 15.2.1. if CONTRACTOR persistently fails to perform the Work in accordance with the Contract Documents (in- cluding, but not limited to, failure to supply sufficient skilled workers or suitable materials or equipment or failure to adhere to the progress schedule established under paragraph 2.9 as adjusted from time to time pursuant to paragraph 6.6); 15.2.2. if CONTRACTOR disregards Laws or Regula- tions of any public body having jurisdiction: 15.2.2. if CONTRACTOR disregards the authority of ENGINEER; or 15.2.4. if CONTRACTOR otherwise violates in any sub- stantial way any provisions of the Contract Documents; OWNER may, after giving CONTRACTOR (and the surety. if any,) seven days' written notice and to the extent permit- ted by Laws and Regulations, terminate the services of CONTRACTOR, exclude CONTRACTOR from the site and take possession of the Work and of all CONTRACTOR's tools, appliances, construction equipment and machinery at the site and use the same to the full extent they could be used by CONTRACTOR (without liability to CONTRACTOR for trespass or conversion), incorporate in the Work all materi- als and equipment stored at the site or for which OWNER has paid CONTRACTOR but which are stored elsewhere. and finish the Work as OWNER may deem expedient. In such case CONTRACTOR shall not be entitled to receive any further payment until the Work is finished. If the unpaid balance of the Contract Price exceeds all claims, costs, losses and damages sustained by OWNER arising out of or resulting from completing the Work such excess will be paid to CONTRACTOR. If such claims, costs, losses and dam- ages exceed such unpaid balance. CONTRACTOR shall pay the difference to OWNER. Such claims, costs. losses and damages incurred by OWNER will be reviewed by ENGI- NEER as to their reasonableness and when so approved by ENGINEER incorporated in a Change Order, provided that when exercising any rights or remedies under this paragraph OWNER shall not be required to obtain the lowest price for the Work performed. 15.3. Where CONTRACTOR's services have been so ter- minated by OWNER, the termination will not affect any rights or remedies of OWNER against CONTRACTOR then existing or which may thereafter accrue. Any retention or payment of moneys due CONTRACTOR by OWNER will not release CONTRACTOR from liability. 15.4. Upon seven days' written notice to CONTRACTOR and ENGINEER. OWNER may, without cause and without prejudice to any other right or remedy of OWNER, elect to terminate the Agreement. In such case. CONTRACTOR shall be paid (without duplication of any items): 15.4.1. for completed and acceptable Work executed in accordance with the Contract Documents prior to the effec- tive date of termination, including fair and reasonable sums for overhead and profit on such Work; 15.4.2. for expenses sustained prior to the effective daze of termination in performing services and furnishing labor. materials or equipment as required by the Contract Docu- ments in connection with uncompleted Work, plus fair and reasonable sums for overhead and profit on such expenses; 15.4.3. for all claims, costs, losses and damages incurred in settlement of terminated contracts with Subcontractors. Suppliers and others; and 15.4.4. for reasonable expenses directly attributable to termination. CONTRACTOR shall not be paid on account of loss of anticipated profits or revenue or other economic loss arising out of or resulting from such termination. CONTRACTOR May Stop Work or Teiminare: 15.5. If, through no act or fault of CONTRACTOR, the Work is suspended for a period of more than ninety days by OWNER or under an order of court or other public author- ity, or ENGINEER fails to act on any Application for Payment within thirty days after it is submitted or OWNER fails for thirty days to pay CONTRACTOR any sum finally determined to be due, then CONTRACTOR may, upon seven days' written notice to OWNER and ENGINEER, and provided.OWNER or ENGINEER do not remedy such suspension or failure within that time, terminate the Agree- ment and recover from OWNER payment on the same terms as provided in paragraph 15.4. In lieu of terminating the Agreement and without prejudice to any other right or remedy, if ENGINEER has failed to act on an Application for Payment within thirty days after it is submitted, or OWNER has failed for thirty days to pay CONTRACTOR any sum finally determined to be due, CONTRACTOR may upon seven day's written notice to OWNER and ENGI- NEER stop the Work until payment of all such amounts due CONTRACTOR, including interest thereon. The provisions of this paragraph 15.5 are not intended to preclude CON- TRACTOR from making claim under Articles II and 12 for an increase in Contract Price or Contract Times or otherwise for expenses or damage directly attributable to CONTRAC- TOR's stopping Work as permitted by this paragraph. ARTICLE 16 —DISPUTE RESOLUTION If and to the extent that OWNER and CONTRACTOR have agreed on the method and procedure for resolving disputes between them that may arise under this Agreement, such dispute resolution method and procedure, if any, shall be as set forth in Exhibit GC -A. "Dispute Resolution Agreement." to be attached hereto and made a part hereof. If no such agreement on the method and procedure for resolving such disputes has been reached, and subject to the provisions of paragraphs 9.10, 9.11, and 9.12, OWNER and CONTRACTOR may exercise ' 41 such rights or remedies as either may otherwise have under the Contract Documents or by Laws or Regulations in respect of any dispute. - ARTICLE 17 —MISCELLANEOUS Giving Noda: 17.1. Whenever any provision of the Contract Documents requires the giving of written notice, it will be deemed to have been validly given if delivered in person to the individual or to a member of the firm or to an officer of the corporation. for whom it is intended, or if delivered at or sent by registered or certified mail, postage prepaid, to the last business address known to the giver of the notice. Compamdon of Tinres: 17.2.1. When any period of time is referred to in the Contract Documents by days, it will be computed to exclude the first and include the last day of such period. If the last day of any such period falls on a Saturday or Sunday or on a day made a legal holiday by the law of the applicable jurisdiction, such day will be omitted from the computation. 17.2.2. A calendar day of twenty-four hours measured from midnight to the next midnight will constitute a day. Notice of Claim. 17.3. Should OWNER or CONTRACTOR suffer injury or damage to person or property because of any error, omission or act of the other party or of any of the other party . employees or agents or others for whose acts•the other pai v is legally liable, claim will be made in writing to the other ply within a reasonable time of the first observance of such. injury or damage. The provisions of this paragraph 17.3 sall not be construed as a substitute for or a waiver of the provisions of any applicable statute of limitations or repose. Cumulative Remedies: 17.4. The duties and obligations imposed by these General Conditions and the rights and remedies available hereunder to the parties hereto, and, in particular but without limitation, the warranties, guarantees and obligations imposed upon CON- TRACTOR by paragraphs 6.12. 6.16, 6.30. 6.31. 6.32, 13.1, 13.12, 13.14, 14.3 and 15.2 and all of the rights and remedies available to OWNER and ENGINEER thereunder, are in addition to, and are not to be construed in any way as a limitation of. any rights and remedies available to any or all of them which are otherwise imposed or available by Laws or Regulations, by special warranty or guarantee or by other provisions of the Contract Documents, and the provisions of this paragraph will be as effective as if repeated specifically in the Contract Documents in connection with each particular duty, obligation, right and remedy to which they apply. Professional Fees and Corot Costs Included: 17.5. Whenever reference is made to "claims.' costs. losses and damages;' it shall include in each case, but not be limited to, all fees and charges of engineers, architects, attorneys and other professionals and all court or arbitration or other dispute resolution costs. (The remainder of this page was left blank intentionally.] I I I I I I 1J I I Il I I H C H I I 42 I. SUPPLEMENT TO THE GENERAL CONDITIONS The following Supplementary Conditions amend or supplement the Standard General Conditions of the Construction Contract (EJCDC No. 1910-8, 1990 Edition) and other provisions of the Contract Documents as indicated below. All provisions which are not so amended or supplemented remain in full force and effect. SC -1 Definitions and Abbreviations: I P. 1 I In addition to the provisions of Article 1, the following supplemental definitions apply: "Owner" shall mean the City of Fayetteville, Arkansas, acting thorough its duly authorized representatives. Address - City of Fayetteville, 113 West Mountain, Fayetteville, AR 72701. "Engineer" shall mean the City of Fayetteville Engineering Division (telephone 501-575-8206). Note "OWNER", "ENGINEER" and "OWNER and ENGINEER" may be used interchangeably. "Resident Project Representative" shall be the authorized representative of the "Engineer". "Surety" or "sureties" shall mean the bondsmen or party or parties who have made the fulfillment of the contract by bonds, and whose signatures are attached to such bonds. "Advertisement" shall mean the all legal publications pertaining to the work of this contract. "Plans" shall mean, collectively, all of the drawings pertaining to the contract and made a part thereof, and also such supplementary drawings as the Engineer may issue from time to time in order to clarify the drawings, or for the purpose of showing changes in the work as authorized under the section "Modifications and Alterations," or for the showing of details which are not shown thereon. "Grade" as used in these specifications shall mean and indicate the established elevations of the paving, flow lines of sewers and other appurtenances as shown on the plans on file in the Engineer's office. Whenever the following abbreviations are used, they shall have the corresponding meaning as shown below: AASHTO - American ACI - American ' AGA - American AHTD Arkansas ASHTD - Arkansas AISC - American ANSI _ American APA American ASA - American ASTM - American ' AWG - American •AWPA American AWS American AWWA - American GSA - General Ii' Association of State Highway Officials Concrete Institute Gas Association Highway and Transportation Department Highway and Transportation Department Institute of Steel Construction National Standards Institute Plywood Association Standards Association Society for Testing Materials Wire Gage Wood Products Association Welding Society Water Works Association iervices Administration, U.S. Government 1 NHBA - National Builders Hardware Association NEC - National Electric Code NEMA - National Electric Manufactures Association NFPA - National Fire Protection Association NPT - National Pipe thread SBC - Standard Building Code (also SSBC) SPA - Southern Products Association UL - Underwriters Laboratories A - Ampere cfm - cubic feet per minute CGMP - corrugated galvanized metal pipe DIP - ductile iron pipe gpm - gallons per minute Hp - horsepower MGD - million gallons per day N.C. - normally closed N.O. - normally open ppm - parts per million psi - pounds per square inch PVC - polyvinyl chloride (pipe) R - motor starter relay RCP - reinforced concrete pipe rpm - revolutions per minute T.D. - time delay TDH - total dynamic head V - volt SC -2 Preliminary Matters Add. the following to immediately follow paragraph 2.2 of the General Conditions SC -2.2 Conies of Documents: Article 2.2 of the General Conditions shall be amended to read that Not less than five (5) bound copies of the proposal, contract, and stipulations shall;. be prepared and submitted to the OWNER for execution, each containing an exact copy of the CONTRACTOR'S proposal as submitted, the Bond or Bonds properly executed and the Contract signed by both parties thereto. However, the CONTRACTOR and -the surety executing the bond shall not date the contract or the bond upon submission or execution by the OWNER. These documents will be dated the date the OWNER executes the contract. OWNER shall furnish to CONTRACTOR up to two (2) copies of the contract documents as are reasonably necessary for the execution of the work. Additional copies will be furnished, upon request, at the cost of reproduction. SC 2.7. Furnishing of Insurance Data. Delete all references to OWNER supplied and OWNER delivered insurance. . SC -5 Bonds and Insurance• SC5.1 Performance. Payment and other bonds: Add the following new paragraphs immediately after paragraph 5.1 of the General Conditions which reads as follows: SC5.1.1 Resident Agent. The CONTRACTOR shall furnish performance and payment bonds as provided for by Article 5 of the General Conditions executed by a resident local agent who is licensed by the Arkansas State Insurance Commissioner to represent the surety company executing said bonds, and filing with such bonds 2 I ,e I 1 I. his power -of -attorney. The mere countersigning of the bonds by a resident agent shall not be sufficient. No employers' liability, public liability or workmen's collective insurance policy shall be written in any casualty company not authorized to do business in the State of Arkansas. These policies shall likewise be issued by a resident local agent licensed by the Insurance Commission of the state of Arkansas. SC5.1.2 Additional information. The Contractor shall provide the bonds as described in these sections within ten (10) days after the receipt of the NOTICE OF AWARD. For contracts in excess of $100,000.00 the bonds shall be issued by a bonding company listed by the A.M. BEST Rating Book as follows: (1) contracts in excess of $100,000.00, but less than $1,000,000.00 - "B+" rating or higher and contract amount may not exceed 2.0% of the policyholder's surplus. (2) contracts in excess of $1,000,000.00 - "A" rating or higher and contracts may not exceed 2.0% of the policyholder's surplus. The expense of all bonds shall be borne by the CONTRACTOR. ' Sc 5.2. Delete paragraph 5.2 of the General Conditions in its entirety and replace with the following new paragraph 5.2: 1 I n SC 5.2. If at any time a surety on any such bond is declared bankrupt or loses its right to do business in the State of Arkansas or is removed from the above list of surety companies, the CONTRACTOR shall within ten (10) days after notice from the bond company that conditions are as described in this sentence and/or after notice from the OWNER to do so, substitute an acceptable bond or bonds in such form and sum and signed by other surety or sureties as may be satisfactory to the OWNER. The premiums on such bonds shall be paid by the CONTRACTOR. No further payment shall be deemed due nor shall be made until the new surety or sureties shall have furnished an acceptable bond to the OWNER. SC -S.3 Licensed Sureties and .Insurers: Certificates of Insurance. SC5.3.1 Add the following new paragraph immediately after paragraph 5.3.1 of the General Conditions which reads as follows: The CONTRACTOR shall furnish performance and payment bonds as provided for by Article 5 of the General Conditions executed by a resident local agent who is licensed by the Arkansas State Insurance Commissioner to represent the surety company executing said bonds, and filing with such bonds his power -of -attorney. No employers' liability, public liability or workmen's collective insurance policy shall be written in any casualty company not authorized to do business in the State of Arkansas. These policies shall likewise be issued by a resident local agent licensed by the Insurance Commission of the State of Arkansas. SC5.3.2 Delete the second sentence of paragraph 5.3.2 ("OWNER shall deliver to Contractor. . .") in its entirety. SCS.4. CONTRACTOR'S Liability Insurance: Add the following paragraphs immediately after .the respective paragraphs 3 I I contained in paragraph 5.4 of the General Conditions: SC5.4.14 _ The limits for liability for the insurance required by paragraph 5.4 of the General Conditions shall provide coverage for not less than the fc llowing amounts or the greater where required by law: Workers Compensation: 1) State: Statutory 2) Applicable Federal: Statutory 3) Employer's Liability: .$100,000.00 each occurrence Comprehensive General Liability: - , $1,000,000.00 Combined Single Limit Policies will include premise/operations, products, completed operations, independent contractors, explosions, collapse, underground hazard, Broad Form contractual, personal injury, with employment exclusion deleted and broad form property damage. Comprehensive Automobile Liability Bodily Injury: $1,000,000.00 Each person $2,000,000.00 Each occurrence Property Damage: $500,000.00 . Each occurrence or a combined single limit of $2,000,000.00. SC5.5 OWNER'S Liability Insurance. Delete paragraph 5.5 of the General Conditions in its entirety and insert the following in its place: 5.5. OWNER'S and ENGINEER'S Contingent Protective Liability Insurance. The CONTRACTOR shall indemnify and hold harmless the OWNER and the ENGINEER and their agents and employees from and against all losses and claims; demands, payments, suits, actions, recoveries, judgements of every nature and description brought or recovered against them by reason of omission or act of the. CONTRACTOR, his agent(s), employees, subcontractor, anyone directly or indirectly employed by any of them or anyone for whose acts any of them may be liable, in the execution of the Work or guarding of it. The CONTRACTOR shall obtain in the name of the OWNER and ENGINEER (either as Co-insured or by endorsement), and shall maintain and pay the premiums for such insurance in an amount not less that $2,000,000.00 for property damage and bodily injury limits, and with such provisions as shall protect the OWNER and ENGINEER from contingent liability under this contract. SC5.6 Property Insurance I. Delete paragraph 5.6.of the General Conditions in6its entirety and insert the ' following in its place: 4 1 I I ' Sc 6 - CONTRACTOR'S RESPONSIBILITIES Sc 6.6 - Procress schedules. - ' Add •a new paragraph 6.6.3. immediately following paragraph 6.6.2 which shall read: An updated schedule, in the format specified in the Technical Specifications, ' shall be required with each submittal for progress payment by the CONTRACTOR. Failure to provide an accurate schedule (and/or updated schedule) shall be reason for OWNER to refuse progress payment to CONTRACTOR. SC 630 CONTRACTOR'S General Warranty and Guarantee. SC 6.30.3 - One Year Warranty. Add a new paragraph 6.30.3 immediately following paragraph 6.30.2 which shall read: ' For a period of one year, or longer if specified by special guarantees or by law, the Contractor shall at the Contractor's expense make all repairs and replacements necessitated by defects in the materials, workmanship or prosecution of the Work supplied under this contract, and pay for any damage to other works ' or property resulting from such defects. The Contractor shall hold the Owner and Engineer harmless from any liability of any kind arising from said defects. The effective date for the beginning of the one year warranty period will be as ' decided by the Engineer and will be either the date of the Engineer's recommendation for Final Payment in accordance with Article 14.13, Final Payment and Acceptance, or the date of Substantial Completion as specified in Article 14.8. ' The Contractor shall make all repairs or replacements promptly upon receipt of written order for the repairs or replacements from the Owner. If the Contractor fails to make the repairs or replacements promptly, the Owner may perform the ' work and the Contractor and the Contractor's surety shall be liable for all costs thereof. ' SC 7 OTHER WORK SC 7.5 Separate CONTRACTOR Claim. Add a new paragraph immediately after paragraph 7.4 of the General Conditions which shall read as follows: SC 7.5. Should CONTRACTOR cause damage to the Work or property of any separate contractor (or separate party) at the site, or should any claim arising out of CONTRACTOR'S performance of the Work at the site be made by any separate ' contractor (or separate party) against CONTRACTOR, OWNER or ENGINEER, or any such person, CONTRACTOR shall promptly attempt to settle with such other separate contractor (or separate party) by agreement or otherwise resolve the dispute by arbitration or at law. CONTRACTOR shall, to the fullest extent permitted by ' Laws and Regulations, indemnify and hold OWNER and ENGINEER harmless from and against all claims, damages, losses and expenses (including, but not limited to, fees and charges of engineers, architects, attorneys and other professionals and court and arbitration costs) arising directly, indirectly or consequentially out of any action, legal or equitable, brought by any separate contractor (or separate party) against OWNER or ENGINEER to the extent based on a claim arising out of CONTRACTOR'S performance of the Work. Should a separate contractor (or separate party) cause damage to the Work or property of CONTRACTOR or should the ' performance of work by any separate contractor (or separate party) at the site give rise to any other claim, CONTRACTOR shall not institute any action, legal I 6 I 5.6 Property Insurance. CONTRACTOR shall purchase and maintain until final payment property insurance upon the Work at the site to the full insurable value thereof (subject to deductible amounts as may be provided in these Supplementary Conditions or required by Laws and Regulations) but not less than an amount equal to the total bid price. This insurance shall include the interest of OWNER, CONTRACTOR, Subcontractors, ENGINEER and ENGINEER'S consultants in the Work (all • of whom shall be listed as insured or additional insured parties), shall insure against the perils of fire and extended coverage, shall include "all-risk"• insurance for physical loss and damage including theft, vandalism and malicious mischief, collapse, flood, and water damage, and such other perils as may be provided in these Supplementary Conditions, and shall include damages, louses and expenses arising out of or resulting from any insured loss or incurred in the repair or replacement of any insured property (including but not limited to the fees and charges of engineers, architects,.attorneys and other professionals). If not covered under the "all-risk" insurance or otherwise provided in these Supplementary Conditions, CONTRACTOR shall purchase and maintain similar property insurance on portions of the Work stored on and off the site or in transit when such portions of the Work are to be included in an application for payment. The • polices of insurance required to be purchased and maintained by the CONTRACTOR in accordance with this paragraph 5.6 will contain a provision or endorsement that the coverage afforded will not be canceled or materially changed or renewal refused until at least 30 days prior written notice has been given to the OWNER by certified mail and will contain wavier provisions in accordance with General Condition paragraph 5.11.2. SC5..7 Delete paragraph 5.7 of the General conditions in�its entirety and insert the following in its place: ' SC5.7 Other Insurance. The CONTRACTOR is to protect the OWNER against all loss during the course of the Contract. If, due to the nature._of the Project, insurance coverage other than that specified is needed by the CONTRACTOR to protect the OWNER against all losses, the CONTRACTOR shall be responsible for the determination of and procurement of any additional insurance needed. SCS.S Delete paragraph 5.8 of the General Conditions in its entirety and insert the following in its place: SC 5.8. Policies shall also specify that insurance provided by CONTRACTOR will be considered primary and not contributory to any other insurance available to the OWNER or the ENGINEER. All polices will provide for 30 days written notice (certified mail shall be required) prior to any cancellation or non -renewal of insurance policies required under the Contract. Any such wording as "will endeavor" or "but failure to mail such notice shall impose no obligation or liability of any kind upon the Company..." shall be deleted from the certificates. • SC5.lO. Delete paragraph 5..10 of the General Conditions in its entirety. SC5.12. Receipt and Application of Proceeds. Delete paragraph.5.12 of the General Conditions in its entirety. SC5.13. Delete paragraph 5.13 of the General Conditions in its entirety. ' I 5 1 :■ or equitable, against OWNER or ENGINEER or permit any action against them to be maintained and continued in CONTRACTOR'S name for benefit in any court or before any arbitrator which seeks to impose liability on, or recover damages from OWNER or ENGINEER on account of such damage or claim. If CONTRACTOR is delayed at any time in performing or furnishing Work by any act or neglect of a separate contractor (or separate party) and OWNER and CONTRACTOR are unable to agree as to the extent of any adjustment in Contract Time attributable thereof, CONTRACTOR may make a claim for an Extension of Time in accordance with Article 12 of the General Conditions. An extension of the Contract Time shall be the CONTRACTOR'S exclusive remedy with respect to OWNER and ENGINEER for any delay, disruption, interference or hindrance caused by any separate contractor (or separate party). This paragraph does not prevent recovery from OWNER or ENGINEER for activities ' that are their respective contractual responsibilities. SC -8 OWNER'S RESPONSIBILITIES ' Sc 8.5 - Delete paragraph 8.5 of the General Conditions in it's entirety. SC 10 CHANGES IN THE WORK Add a new paragraph 10.6 immediately following paragraph 10.5 of the General Conditions to read: 10.6. Limits of Authority. CONTRACTOR shall note and abide by the following OWNER'S and ENGINEER'S limits of authority for changes in the Work which require a change in the Contract Price and Contract time. ' Except in the case of extreme emergency to protect public safety, public welfare or substantial Work, the following limits of Authority to the OWNER and ENGINEER shall apply: ' Engineer's Representative - No authority. Engineer - No authority. Mayor - $20,000.00 (Accumulative). ' All accumulative changes which result in Contract Price changes in excess of $20,000.00 shall require the formal approval of the Fayetteville City Council. Sc 11 CHANGE OF CONTRACT PRICE. SC 11.9. Unit Price Work. Paragraph 11.9.3 of the General Conditions is hereby deleted in its entirety and the following is substituted in its place: 11.9.3 The unit price of an item of Unit Price Work shall be subject to reevaluation and adjustment under the following conditions: -, 11.9.3.1 if the total cost of a particular item of Unit Price Work amounts to 25 percent or more of the Contract Price and the variation of the quantity of that particular item of Unit Price Work performed by CONTRACTOR differs by more than 25 percent from the estimated quantity of such item indicated in the Agreement; and 11.9.3.2. if there is no corresponding adjustment with respect to any other item of Work; and 11.9.3.3 if CONTRACTOR believe that it has incurred additional expense as a ,' result thereof; or 7 I' 1 ' I 11.9.3.4 if OWNER believes that the quantity variation entitles OWNER to an adjustment in unit price; then - - 11.9.3.5 either OWNER or CONTRACTOR make a claim for and adjustment in the Contract Price in accordance with Article 11 of the General Conditions if the parties.are unable to agree as to the effect(s) of any such variations in the quantity of Unit Price Work performed. SC -13 TESTS AND INSPECTIONS; CORRECTION, REMOVAL OR ACCEPTANCE OF DEFECTIVE WORK. SC 13.3 Tests and Inspections. Paragraph 13.3 of the General Conditions is hereby deleted in its entirety and the following is substituted in its place: SC 13.3. CONTRACTOR shall give the ENGINEER proper notification as detailed below and cooperate with the testing and inspection of the Work. SC 13.3.1. All tests require a minimum notice of 24 hours. The 24 hours is a minimum only, the exact time for testing and required inspections shall be determined by the Engineer. Sc 13.3.2. All field tests required for a project shall be witnessed by the City Engineering Division representatives in the presence of the ENGINEER and CONTRACTOR, or their approved representatives. SC 13.4 Paragraph 13.4 of the General Conditions is hereby deleted in its entirety and the following substituted in its place: SC 13.4. CONTRACTOR shall employ and pay for the services of an independent testing laboratory to perform all tests as required by the Contract Documents. CONTRACTOR shall be responsible for the cost of all equipment, materials, labor, testing procedures and lab work for all tests as outlined in these specifications. ENGINEER shall have the right to approve or reject CONTRACTOR'S proposed lab based upon sound Engineering principles. Copies of all testing reports must be forwarded directly to the Engineer by the testing laboratory. OWNER shall provide all inspection services required by the Contract Documents and normally associated with the diligent progress of the Work (Except as detailed in paragraphs 13.4.1,2,3.) Prior to final acceptance by OWNER, the project shall be subject to a final inspection by designated representatives of the OWNER and CONTRACTOR. ARTICLE 14 PAYMENT TO CONTRACTOR AND COMPLETION. , SC 14.2 Application for Progress Payment. Paragraph 14.2 of the General Conditions is hereby deleted in its entirety and the following substituted in its place: SC 14.2.1. Monthly estimates will be prepared to include all work accomplished for the period ending the third Friday of each month; or SC 14.2.2. Progress payments will be prepared at regular intervals, as scheduled by joint consent of the CONTRACTOR and the ENGINEER at the pre -construction conference. SC 14.2.3. The ENGINEER, based upon data gathered during the construction process, will make an estimate of the value of the Work done and materials furnished in place during the previous estimate period. The CONTRACTOR shall I I ' furnish to the ENGINEER such detailed information including invoices from material suppliers as the ENGINEER may request to aid in the preparation of the progress payment estimate. All payment requests are subject to retainage as 1 determined by the ENGINEER. Retainage shall be 10% of said estimate until 50% of the work has been fully completed. At 50% completion, further partial payments shall be made to the contractor in full with no additional retainage unless the ENGINEER determines that the project is not progressing satisfactory, 1 in which case additional retainage may be retained to a maximum of 10%. When the work is substantially completed, any retained amount may be paid to the contractor except the OWNER shall retain an amount sufficient to cover any work not yet completed. The release of retainage will be determined by the ENGINEER. ' If the OWNER or ENGINEER shall at any time fail to make the CONTRACTOR a monthly estimate at the time herein specified, such failure shall not be held to violate or void the Contract. Note, the failure of the Contractor to provide an accurate and current schedule update shall be reason to reject CONTRACTOR'S 1 request for progress payment. Sc 14.4. Review of Applications for Progress Payment. Delete the last sentence of paragraph 14.4 of the General Conditions and replace with the following: After the required internal reviews and processing by the city of Fayetteville, the City will diligently proceed to make payment to the contractor, in accordance ' with the approved payment request, within 30 days. All efforts will be made to make payments within the 30 day period, but the City cannot guarantee the 30 days maximum time. .1 I 11 .1 I I J I I I I', 1 I I I H I [l I I I I I I EXHIBIT GC -A to General Conditions of the Agreement Between OWNER and CONTRACTOR Dated For use with EJCDC No. 191O-8 (199O ed.) DISPUTE RESOLUTION AGREEMENT OWNER and CONTRACTOR hereby agree that Article 16 of the General Conditions to the Agreement between OWNER and CONTRACTOR is amended to include the following agreement of the parties: 16.1 All claims, disputes and other matters in question between OWNER and CONTRACTOR arising out of or relating to the Contract Documents or the breach thereof (except for claims which have been waived by the making or acceptance of final payment as provided by paragraph 14.15) will be decided by arbitration in accordance with the Construction Industry Arbitration Rules of the American Arbitration Association then obtaining, subject to the limitations of this Article 16. This agreement so to arbitrate and any other agreement or consent to arbitrate entered into in accordance herewith as provided in this Article 16 will be specifically enforceable under the prevailing law of any court having jurisdiction. 16.2 No demand for arbitration of any claim, dispute or other matter that is required to be referred to ENGINEER initially for decision in accordance with paragraph 9.11 will be made until the earlier of (a) the date on which ENGINEER has rendered a written decision or (b) the thirty-first day after the parties have presented their evidence to ENGINEER if a written decision has not been rendered by ENGINEER before that date. No demand for arbitration of any such claim, dispute or other matter will be made later than thirty days after the date on which ENGINEER has rendered a written decision in respect thereof in accordance with paragraph 9.11; and the failure to demand arbitration within said thirty days period will result in ENGINEER's decision being final and binding upon OWNER and CONTRACTOR. If ENGINEER renderers a decision after arbitration proceedings have been initiated, such decision may be entered as evidence but will not supersede the arbitration proceedings, except where the decision is acceptable to the parties concerned. No demand for arbitration of any written decision of ENGINEER rendered in accordance with paragraph 9.10 will be made later than ten days after the party making such demand has delivered written notice of intention to appeal as provided in paragraph 9.10. 16.3 Notice of the demand for arbitration will be filed in writing with the other party to the Agreement and with the American Arbitration Association, and a copy will be sent to ENGINEER for information. The demand for arbitration will be made within the thirty -day or ten-day period specified in paragraph 16.2 as applicable, and in all other cases within a reasonable time after the claim, dispute or other matter in question has arisen, and in no event shall any such demand be made after the date when I I CI I I I I I I I I 1 I Ii 1 L I I institution of legal or equitable proceedings based on such claim, dispute or other matter in question would be barred by the applicable statute of limitations. 16.4 Except as provided in paragraph 16.5 below, no arbitration arising out of or relating to the Contract Documents shall include by consolidation, joinder or in any other manner any other person or entity (including ENGINEER, ENGINEER's Consultant and the officers, directors, agents, employees or consultants of any of them) who is not a party to this contract unless: 16.4.1. the inclusion of such other person or entity is necessary if complete relief is to be afforded among those who are already parties to the arbitration, and 16.4.2. such other person or entity is substantially involved in a question of law or fact which is common to those who are already parties to the arbitration and which will arise in such proceedings, and 16.4.3. the written consent of the other person or entity sought to be included and of OWNER and CONTRACTOR has been obtained for such inclusion, which consent shall make specific reference to this paragraph; but no such consent shall constitute consent to the arbitration of any dispute not specifically described in such consent or to arbitration with any party not specifically identified in such consent. 16.5 Notwithstanding paragraph 16.4 if a claim, dispute or other matter in question between OWNER and CONTRACTOR involves the Work of a Subcontractor, either OWNER of CONTRACTOR may join such Subcontractor as a party to the arbitration between OWNER and CONTRACTOR hereunder. CONTRACTOR shall include in all subcontracts required by paragraph 6.11 as a specific provision whereby the Subcontractor consents to being joined in an arbitration between OWNER and CONTRACTOR involving the Work of such Subcontractor. Nothing in this paragraph 16.5 nor in the provision of such subcontract consenting to joinder shall create any claim, right or cause of action in favor of Subcontractor and against OWNER, ENGINEER or ENGINEER's consultants that does not otherwise exist. 16.6 The award rendered by the arbitrators will be final, judgment may be entered upon it in any court having jurisdiction thereof, and it will not be subject to modification or appeal. 16.7 OWNER and CONTRACTOR agree that they shall first submit any and all unsettled claims, counterclaims, disputes and other matters in question between them arising out of or relating to the Contract Documents or the breach thereof ("disputes"), to mediation by the American Arbitration Association under the Construction Industry Mediation Rules of the American Arbitration Association prior to either of them initiating against the other a demand for arbitration pursuant to paragraphs 16.1 through 16.6, unless delay in initiating arbitration would irrevocably prejudice I I one of the parties. The respective thirty and ten day time limits within which to file a demand for arbitration as provided in paragraphs 16.2 and 16.3 above shall be suspended with respect to a dispute submitted to mediation within those same applicable time limits and shall remain suspended until ten days after the termination of the mediation. The mediator of any dispute ' submitted to mediation under this Agreement shall not serve as arbitrator of such dispute unless otherwise agreed. I I I I I I I 1 I I I I I I I ITEM 202 CLEARING AND GRUBBING This item shall consist of clearing and grubbing, including the disposal of materials, for all areas within the limits designated on the plans or as required by the Engineer. Clearing and grubbing shall consist of clearing the surface of the ground of the designated areas of all trees, stumps, down timber, logs, snags, brush, undergrowth, hedges, heavy growth of grass or weeds, fences, structures, debris, and rubbish of any nature, natural obstructions or such material which in the opinion of the Engineer is unsuitable for the foundation of pavements, or other required structures, including the grubbing of stumps, roots, matted roots, foundations, and the disposal from the project of all spoil materials resulting from clearing and grubbing by burning or otherwise. None. ' A. General: I L I As far as practicable, waste concrete and masonry shall be placed on ' slopes of embankments or channels. When placed on slopes or channels, this material shall be placed in accordance with requirements The areas denoted on the plans to be cleared and grubbed under this item shall be staked on the ground by the Engineer unless specified otherwise. The clearing and grubbing shall be done at a satisfactory distance in advance of the grading operations. All spoil materials removed by clearing and grubbing shall be disposed of by burning or by removal to approved disposal areas. Piles for burning shall be placed either in the cleared areas near the center or in adjacent open spaces where no damage to trees, other vegetation or other property will occur. The contractor will be responsible for controlling fires in compliance with all Federal and State laws and regulations relative to building fires at the site. Ashes resulting from burning shall be removed and disposed of when directed by the Engineer. Li TS -202-1 copyright ® 1996 Crafton, Tull & Associates, Inc. I I I I I I for formation of embankments. Any broken concrete or masonry which cannot be used in construction, and all other materials not considered suitable for use elsewhere, shall be disposed of by the Contractor. In no case shall any discarded materials be left in windows or piles adjacent to or within the project limits. The manner and location of the disposal of materials shall be subject to the approval of the Engineer and shall not create an unsightly or objectionable view. When the Contractor is required to locate a disposal area outside the project limits at his own expense, he shall obtain and file with the Engineer, permission in writing from the property owner for the use of private property for this purpose. ' Any blasting necessary shall be done at the Contractor's responsibility, and the utmost care shall be taken not to endanger life or property. I I ri I I I I I I I I The removal of existing structure and utilities required to permit orderly progress of work shall be accomplished by local agencies, unless otherwise shown on the plans. Whenever a telephone or telegraph pole, pipeline, conduit, sewer, roadway, or other utility is encountered and must be removed or relocated the Contractor shall advise the Engineer who will notify the proper local authority or Owner and attempt to secure prompt action. Clearing and Grubbing: The Contractor shall clear and grub the staked or designated areas of all objectionable materials. Trees unavoidably falling outside the specified limits must be cut up, removed, and disposed of in a satisfactory manner. In order to minimize damage to trees that are to be left standing, trees shall be felled toward the center of area being cleared and grubbed. The Contractor shall preserve and protect from injury all trees not to be removed. In the areas indicated to be cleared and grubbed, all stumps, roots, buried logs, brush, grass, and other unsatisfactory materials shall be removed. Tap roots and other projections over 1-1/2 inches in diameter shall be grubbed out to a depth of at least 18 inches. Fences shall be removed and disposed of when directed by the Engineer. Fence wire shall be neatly rolled and the wire and posts stored on the project if they are to be used again, or stored at a designated location if the fence is to remain the property of a local owner or of a civic authority. Any buildings and miscellaneous structures that are shown on the plans to be removed shall be demolished or removed, and all materials therefrom shall be disposed of either by burning or otherwise removed from the site as specified in Item 207, "Common Excavation". TS -202-2 Copyright© 1996 Crafton, lull & Associates, Inc. I All holes remaining after the grubbing operation in embankment areas shall have the sides broken down to flatten out the slopes, and shall be filled with acceptable material, moistened and properly compacted in layers to the density required in Item 207. The same construction procedure shall be applied to all holes remaining after grubbing in excavation areas where the depth of holes exceeds the depth of the proposed excavation. 202-4.1 Tti7iar.■n4 riFlCJflc1t]i1 t'7t1•�tUnlr TS -202-3 Copyright O1996 Crafton, Tull & Associates, Inc. I I ITEM 217 DROP INLETS AND JUNCTION BOXES 217-1.1 DESCRIPTION: This item shall consist of the construction of drop inlets or junction boxes, with rings and covers or grates and frames, in accordance with these specifications, of the type, size and dimensions shown on the plans, and in conformity with the locations, lines and grades shown on the plans, or as directed. 217-2.1 MATERIALS: A. Cement, aggregates and water shall conform to the requirements of DIVISION 3 for Class S concrete. ' B. Reinforcing steel shall conform to the requirements of DIVISION 3. C. Masonry units shall conform to the following requirements: ' 1. Clay Brick - AASHTO M 114, Grade SW. 2. Concrete Brick - ASTM C 55, Grade S. I 3. Concrete Masonry Blocks - ASTM C 139. 4. Concrete Masonry Blocks (Hollow) ASTM C 90, Grade U-11. 5. Structural Tile - ASTM C 34, Grade LBX. D. Steel for welded steel grates and frames shall conform to the ' requirements of ASTM A 36. ' E. Iron castings for rings and covers, grates and frames, and other appurtenances, shall conform to the requirements of ASTM A 48, Class 30A. Bearing surfaces between rings and covers or grates and frames ' shall be cast or machined with such precision that uniform bearing shall be provided throughout the perimeter area of contact. IF. Red lead ready -mixed paint shall conform to the requirements of AASHTO M 72, Type 1. Aluminum paint shall conform to the requirements of AASHTO M 69. 1, TS -217-1 Copyright© 1996 Grafton, Tull & Associates, Inc. Ir� I I I I I I fl I fl I I r1 n I A. LEI C. •R•W•a ..' Drop inlets and junction boxes shall be constructed with reinforced concrete. Non -reinforced poured in place circular drop inlets may be used if approved by the Engineer. Concrete shall be proportioned, mixed, placed, finished and cured in accordance with DIVISION 3 Class S concrete. Concrete shall not be poured until the Engineer has inspected the forms and the placement of reinforcing steel and rings or frames. Walls shall be constructed to form a tight joint with the floor and around the inlet and outlet pipes. Pipes shall be cut flush with the inside surfaces of the wall. Utility lines that are carried through the walls shall be protected in an approved manner to avoid damage. Faces of drop inlets shall be poured as a part of the curb in order to preserve the proper alignment. D. Mortar for masonry units shall be mixed in the proportion of 1 part Portland Cement to 2 parts concrete sand in a water -tight box until the mixture has a uniform color. Water shall then be added as the mixing continues until the mortar has a consistency that can be handled and spread with a trowel. Mortar that is not used within 30 minutes after water has been added shall be discarded. Retempering of mortar will not be permitted. E. Masonry units shall be laid in full courses with full mortar joints not more than 1/2 inch wide. Courses shall be level and adjoining courses shall break joints a near 1/2 unit' as possible. At least one course in every seven shall be composed of headers. No spalls or bats shall be used except for shaping around irregular openings or when unavoidable to finish out a course. The outside face of walls shall be plastered with a 1/2 inch thick mortar coat. F. Metal rings or frames shall be set accurately to the finished elevations so that no subsequent adjustments will be necessary. They shall be set in a full mortar bed with firm bearing on the walls or securely fastened to the forms so no movement will occur when concrete is placed around them. TS -217-2 copyright ® 1996 Grafton, Tull & Associates, Inc. I I G. Welded steel grates and frames shall be welded with 1/4 inch welds completely around the joints. H. Metal rings and covers and grates and frames shall be given one shop ' coat and one field coat of red lead paint and one field coat of aluminum paint, as directed. I. Backfilling around structures shall be with approved material, free from large lumps or clods. The material shall be placed alongside the structure ' in layers not to exceed 4 inches in depth at near optimum moisture content and compacted with mechanical equipment to 95% of maximum density as determined by AASHTO T 99 for the full depth of the structure. J. Structures shall be cleaned of any accumulation of silt, debris or foreign matter of any kind, and shall be reasonably free of such accumulations at ' the time of final inspection. 217-3.2 TESTING AND MATERIAL REQUIREMENTS: ' Test and Short Title Material and Short Title AASHTO T 99 Density Class S Concrete, Division 3 ASTM A 36 Structural Steel ASTM A 48 Gray Iron Castings ' ASTM C 34 Structural Clay Tile Grade LBX ASTM C 55 Concrete Building Block, Brick Grade A ASTM C 90 Hollow Masonry Block Grade U-11 ' ASTM C 139 Concrete Masonry Block AASHTO M 69 Aluminum Paint AASHTO M 72 Red Lead Paint Type 1 ' AASHTO M 114 Clay Brick, Grade SW TS -217-3 Copyright © 1996 Crafton, Tull & Associates, Inc. 1 Ii 225-1.1 DESCRIPTION: ITEM 225 SEEDING This item shall I consist of furnishing and applying fertilizer, seed and water in accordance with these specifications at locations shown on the plans, I I or as directed. The work under this item shall be accomplished as soon as practicable after the grading has been completed in order to deter erosion of the embankment and slopes. 225-2.1 MATERIALS: Fertilizer shall be commercial grade, uniform in composition, free flowing ' and suitable for application with mechanical equipment. Fertilizer shall be delivered to the site in labeled containers which conform to current state fertilizer laws and bear the name, trademark, and warranty of the producer. The seed shall be labeled in accordance with current rules and regulations of the State Plant Board, shall have a minimum of 98% pure seed and 85% germination by weight, and shall contain no more than 1% weed seeds. A combined total of 50 noxious weed seeds shall be the maximum amount allowed per pound of seed with the following exceptions: Johnson grass seed, wild onion seed, wild garlic seed, field bindweed seed or nut grass seed will not be allowed in any amount whatsoever. Seed which has become wet, moldy or otherwise damaged in transit or in storage will not be acceptable. ' Seed shall be an equal mixture of creeping red fescue and Kentucky blue grass applied at the rate of 20 pounds per acre. Fertilizer shall be ' 10-20-10, or the equivalent amount of plant food, and shall be applied at the rate of 500 pounds per acre. ' 225-3.1 CONSTRUCTION METHODS: Areas to be seeded shall be dressed to the shape and section shown in ' the plans. All topsoil shall be replaced prior to any preparations for seeding. The area shall be loose, free of large clods or rocks and excessive moisture. 1 I I TS -225-1 Copyright ® 1996 Grafton, Tull & Associates, Inc. Fertilizer shall be uniformly incorporated into the soil to a depth of at least two inches. 225-4.1 Seed may be broadcast by hand seeders or by approved power equipment. Either method shall result in uniform distribution and no work shall be performed during high winds. The area seeded shall be lightly firmed with a cultipacker immediately after broadcasting. ■ICTIJAr% AC fAVRM=klT. Seeding shall be paid for at the lump sum contract price TS -225-2 Copyright ® 1996 Grafton, Tull & Associates, Inc. 228-1.1 1 I I ITEM 228 RIPRAP This item shall consist of a protective layer of riprap of the type specified, placed in accordance with these specifications,and to the thickness, line grade and location shown on the plans or as directed. 228-2.1 TYPE: The types of riprap recognized by these specifications include the following: ' A. Stone Riprap: E1 Stone riprap shall consist of a course or layer of stones laid to a minimum thickness of one foot, unless otherwise designated on the plans. ' B. Grouted Riprap: Grouted riprap shall consist of stone riprap with grout -filled joints. ' C. Mortared Riprap: I I Mortared riprap shall consist of broad flat stones, laid flat with mortar joints. D. Sacked Sand -Cement Riprap: Sacked sand -cement shall consist of a layer of sacks partially filled with a mixture of sand and cement. IE. Concrete Riprap: Concrete riprap shall consist of cast -in -place concrete slabs. ' F. Foundation Protection Riprap: I Foundation protection riprap shall be similar to stone riprap, except for size of stones and thickness of layer. IG. Dumped Riprap: I TS -228-1 Copyright ® 1996 Grafton, Tull & Associates, Inc. El I 1 I I I H I I I I Dumped riprap shall be similar to stone riprap, except for size of stones and thickness of layer. Stone for riprap and filter blanket shall be obtained from an approved source and shall consist of sandstone, limestone, or other hard and durable stone which will be resistant to the action of air and water. Riprap stone shall consist of field stone or rough unhewn quarry stone, angular with fractured faces. It shall weight not less than 150 pounds per solid cubic foot. Shale, slate and similar materials shall not be used. Material for riprap and filter blanket shall be hard and durable with a percent of wear not greater than 45 by Los Angeles Test (AASHTO T 96). Stone Riprap: Unless otherwise specified, at least 60% by weight of the material furnished shall weight not less than 75 pounds each, with no dimension less than 6 inches at least one dimension not less than 12 inches. 2. Grouted Riprap: Grouted riprap stone shall be of the same size, quality, and weight as for stone riprap. 3. Mortared Riprap: Stone for this purpose shall be of the quality specified for stone riprap and as far as practicable shall be selected as to size and shape in order to secure large, flat -surfaced stones which will lay up with a true and even surface and a minimum of voids. 1 4. Foundation Protection Riprap: I I I I Stone for foundation protection riprap shall be sound and durable stone and shall range in size up to 300 pounds each, unless otherwise specified, and shall be graded from course to fine in such manner as to produce a minimum of voids. 5. Dumped Riprap: TS -228-2 copyright© 1996 Crafton, lull & Associates, Inc. I Dumped riprap shall be reasonably free from overburden spoil and reasonably well graded between the maximum and minimum rock piece sizes specified. Based on any one hauling unit shipment or delivery, the maximum piece size shall be not greater than 18 inches in any dimension and at least 50% of the material by weight shall consist of pieces weighing 35 pounds or more. Dirt or fines less than 1/2 inch in maximum cross section ' accumulated from quarrying or loading operations shall not exceed 5%. IB. Portland Cement: Portland Cement for mortar, or grout, or for Sacked Sand -Cement Riprap, for Concrete Riprap shall conform to AASHTO M 85, Type 1. C. Sand: Sand for Sacked Sand -Cement Riprap, for Concrete Riprap and for ' mortar or grout shall conform to the requirements for fine aggregate for use in concrete as contained in Division 3. D. Coarse Aggregate: Course aggregate for Concrete Riprap shall conform to the requirements for coarse aggregate for use in Class S Concrete as contained in Division 3. E. Water: Water for use in grout, mortar, or concrete shall be clean and free from injurious amounts of oil, salt or other deleterious substances. Water shall be obtained at such a depth, and the intake so -enclosed as to exclude silt, mud, grass or other foreign material. F. Reinforcing: The reinforcing steel for Concrete Riprap, unless dtherwise-specified on the plans or in the special provisions, shall be 6 inch by 6 inch No. 6 Welded Wire Fabric Conforming to the requirements of ASTM A 185. L ' TS -228-3 Copyright ® 1996 Grafton, lull & Associates, Inc. I I I I I I I I Preparatory to placing riprap, the surfaces to be protected shall be shaped as indicated on the plans. Unless otherwise provided, a trench shall be excavated and shaped to the extended fill slope to such depth that the top of the riprap toe when placed will be at least 18 inches below the final ground surface. When rock or hard shale trench excavation is required, the riprap shall be keyed into this material the depth of the riprap. Unless otherwise authorized, riprap protection shall be placed in conjunction with the construction of the embankment and with only sufficient lag in construction of the riprap as may be necessary to prevent mixture of embankment and stone protection materials. The Contractor shall maintain the riprap protection until accepted, and shall replace at his expense any material displaced. The stones shall be laid with close joints and in courses which shall be laid from the bottom of the trench upward, the largest stones being placed in the lower courses. Open joints shall be filled with spalls. ' A. Grouted Riprap: ' When designated on the plans, the joints between riprap stones placed as specified herein, shall be completely filled with grout from bottom to top, and the surface swept with a stiff broom. Care shall be taken during ' the placing of the stones to keep earth or sand from filling the spaces between the stones. Riprap shall not be grouted in freezing weather. In hot, dry weather, the work shall be protected from the sun. Riprap shall be kept continuously ' moist for at least three days after grouting. Grout for grouting riprap shall consist of one part Portland Cement and three parts of sand thoroughly mixed with water to produce a grout having a thick, creamy consistency. ' B. Mortared Riprap: Fifty percent of the mass shall be broad flat stones 2 cubic feet or more in volume laid with the flat surface uppermost and parallel to the slope. These stones shall be placed first and roughly arranged in close contact, the largest stones being placed near the base of the slope. The spaces ' between the larger stones shall be filled with stones of suitable size, leaving the surface smooth, reasonably tight and conforming to the ' TS -228-4 Copyright ® 1996 Grafton, Tull & Associates, Inc. I ITEM 216 PIPE CULVERTS This item shall consist of the construction of pipe culverts and flared end sections for pipe culverts in accordance with these specifications, of the type, size and dimensions called for in the Bid Schedule and shown on the plans, and in conformity with the locations, lines and grades shown on the plans, or as directed. Materials and design requirements for the several types of pipe culverts and flared end sections shall conform to the following: A. Reinforced Concrete Pipe: The pipe may be of either bell and spigot or tongue and groove design ' unless one type is specified on the. plans. The strength test requirements shall be the D -load to produce a 0.01 inch crack and the ultimate load specified for the appropriate type and class of pipe. ' 1. The manufacture and furnishing of circular pipe shall be in accordance with ASTM C 76. I Cl I I I I I I I 2. The manufacture and furnishing of arch shaped pipe shall be in accordance with ASTM C 506. 3. Joints shall be composed of either cement mortar (3 parts concrete sand to 1 part Portland Cement) or cold applied preformed plastic gaskets unless one type is specified on the plans. Cold applied preformed plastic gaskets shall conform to AASHTO N 198, Type B. When a primer is recommended by the manufacturer to be used in connection with the plastic gasket, the material in the primer shall comply with the requirements as specified by the manufacturer. TS -216-1 copyright© 1996 Grafton, Tull & Associates, Inc. I ' B. Corrugated Steel Pipe: The manufacture and furnishing of corrugated steel pipe shall be in accordance with AASHTO M 36, as amended below, and AASHTO M 218. ' AASHTO M 36 is amended as follows: ' Add to section 24: The field inspection will be made by the Engineer. The Contractor shall furnish the Engineer an itemized statement of the ' sizes and lengths of culvert pipe in each shipment. This inspection will include an examination of the culvert pipe for deficiencies in lengths of sheets used, nominal specified diameter, net length of finished culvert ' pipe and any evidence of poor workmanship as outlined above. The inspection may include the taking of samples for chemical analysis and determination of weight of spelter coating. The pipe making up the ' shipment shall meet the requirements of these specifications and if 25% of the pipe in any shipment fails to meet these requirements, the entire shipment may be rejected. ' If the Engineer so elects, he may have the material inspected and sampled in the rolling mill or in the shop where fabricated. He may ' require from the mill the chemical analysis of any heat. The inspection, either in the mill or in the shop, shall be made under the direction of the Engineer. The Engineer will have free access to the mill or shop for inspection and every reasonable facility shall be extended to him for this purpose. The inclusion of any material or pipe which has been previously rejected at the mill or shop will be considered sufficient cause for rejection of the entire lot. The metal will not be accepted until after the sheet manufacturer's 'certified analysis and manufacturer's guarantee have been passed upon by the Engineer and accepted. The identification brands shall be placed on the sheets by the manufacturer of the sheets in such manner that when the sheets are rolled into culverts such identification shall appear on the outside of each section of pipe. Pipe having any sections not so stamped will be rejected. ' The kind of base metal shall be designated independently on the brand or trademark so as to clearly identify the base metal furnished with one of the kinds enumerated in AASHTO M 218. The designation of the kind of ' base metal may be accomplished by placing on the sheets the initials of the exact name of the base metal as follows: TS -216-2 Copyright © 1996 Grafton, Tull & Associates, Inc. I I I 7 I I I CBPI for copper bearing pure iron CS for copper steel C. Corrugated Aluminum Pipe: The manufacture and furnishing of corrugated aluminum pipe shall be in accordance with AASHTO M 196. D. Bituminous Coated Corrugated Metal Pipe: The manufacture and furnishing of bituminous coated corrugated metal pipe shall meet the requirements of (b) above for steel pipe. In addition the pipe shall be completely coated inside and out with an asphalt cement. ' The asphalt shall be 99% soluble in trichloroethylene. The pipe shall be coated uniformly to a minimum thickness of 0.05 inches, measured on the crests of the corrugations. The asphalt shall adhere to the metal, shall ' not chip off in handling and shall protect the pipe from deterioration, as evidenced by successfully meeting the following test requirements: ' 1. Stability Test: The asphalt shall not lose its stability when subjected to the highest summer temperature as indicated by passing the test performed as follows: Parallel lines shall be drawn along the ' valleys of the corrugation of a representative sample of coated pipe and the specimen placed on end in a constant temperature oven, with the parallel lines in a horizontal position. The temperature of ' the specimen shall be maintained within 20F of 150°F for a period of four hours. At the end of this time no part of any line shall have dropped more than 1/4 inch. 2. Imperviousness Test: ' The asphalt coating shall be impervious to liquids as indicated by passing the test performed as follows: A 25% solution of sulphuric acid or of sodium hydroxide, or a saturated salt solution, shall be ' held in the valley of a corrugation for a period of 48 hours during which time no loosening or separation of the bituminous material from the galvanizing shall have taken place. ' TS -216-3 Copyright © 1996 Grafton, Tull & Associates, Inc. 1 I ' E. Bituminous Coated and Paved Corrugated Metal Pipe: ' The manufacture and furnishing of bituminous coated and paved corrugated metal pipe shall meet the requirements of (b) above for steel pipe. ' F. Polyethylene Pipe: The manufacture and furnishing of polyethylene pipe shall be according to AASHTO M 294, Type S. Polyethylene pipe shall have a corrugated outer shell with an essentially smooth wall waterway. Couplings and 'fittings supplied or recommended my the pipe manufacturer shall be used. The flared end section shall be of the same material as the culvert pipe for a given installation except that the metal for steel end sections shall be of the gauge shown on the plans. I216-3.1 CONSTRUCTION METHODS: A. Depth of Excavation: CJ I J Excavation shall be carried to a depth where foundation materials are satisfactory to the Engineer regardless of the elevations shown on the plans and foundations shall be inspected and approved prior to placing any part of the structure. Pipe culverts under the roadbed shall be so placed that the minimum depth of cover at the shoulder for pipe of any diameter or type shall be not less than one foot. ' B. Forming Bed for Pipe: I I I iJ I F Where the pipe is to be laid below the ground line, a trench shall be excavated to the required depth and to the minimum width practicable for working conditions. The bottom of the trench shall be shaped as shown on the plans to conform to the bottom of the pipe and afford a uniformly firm bed. Recesses shall be excavated to receive the bells where bell and spigot pipe is used. Soft or yielding material shall be removed and replaced with gravel or other suitable material which shall be compacted thoroughly into place with mechanical equipment. Where rock is encountered, the trench shall be excavated to a minimum depth as shown on the plans and backfilled with suitable martial, which shall be tamped thoroughly with mechanical equipment. TS -216-4 Copyright © 1996 Grafton, Tull & Associates, Inc. I ' Where pipe is not laid in a trench, a uniformly firm bed shall be made as specified above for the bottom of the pipe. C. Laying Pipe: The pipe laying shall begin at the downstream end and bell or groove ends of concrete pipe and outside circumferential laps of corrugated metal pipe shall be placed facing upstream. Corrugated metal pipe shall ' be placed with longitudinal laps or seams at the sides. Pipe which is not in true alignment or which shows settlement after laying shall be taken up ' and re-layed by the Contractor without extra compensation. D. Joining Pipe: The method of joining pipe sections shall be such that the ends are fully entered and the inner surfaces are reasonably flush and even. ' 1. When Portland Cement mortar is selected by the Contractor to seal concrete pipe joints, the following procedure shall be used: Before ' succeeding sections of pipe are laid, the lower portion of the bell or groove of the preceding pipe shall be plastered on the inside with mortar of sufficient thickness to bring the inner surfaces of the ' abutting pipes flush and even. After the pipe is laid, the remainder of the joint shall be filled with similar material and sufficient additional material shall be used to form a bed around the joints. The inside of the joint shall be wiped and finished smooth. After the initial set, the mortar on the outside of the joint shall be ' protected by means of an approved covering. 2. When cold applied preformed plastic gasket is selected by the Contractor to be used to seal concrete pipe joints, the following procedure shall be used: The pipe joint surface shall be cleaned and the primer (if recommended by the manufacturer) brushed on ' and allowed to dry. The protective wrapping shall be removed from one side of the rope. The rope shall be laid strip side up on the surface of the pipe joint and the strip pressed firmly to the surface ' of the pipe joint end to end continuing around the entire circumference of the joints. The remaining protective wrapping shall be removed and pipe forced into connection until material fills ' the joint space. To insure an even and well filled joint the final joining of the pipe shall be accomplished by either pushing or pulling by mechanical means each joint of the pipe as it is laid in an approved manner. ' TS -216-5 Copyright © 1996 Crafton, Tull & Associates, Inc. 17 In cold weather when directed, the joint material shall be warmed in a hot water bath, or by other approved methods, to the extend required to keep the material pliable for placement without breaking or cracking. 1 E. Field Strutting: Where required by the plans, the vertical diameter of round flexible pipe shall be increased 5% by means of jacks applied after the entire line of pipe has been installed on the bedding but before backfilling. The vertical elongation shall be maintained by means of sills and struts or by horizontal struts as specified. Only horizontal ties shall be used on paved invert pipe. Ties and struts shall be left in place until the embankment is complete and compacted, unless otherwise directed. These construction specifications shall equally apply in the case of relayed conduits. In addition, all conduit salvaged for relaying shall be cleaned of all foreign material prior to reinstallation. F. Backfilling: Backfilling around the pipe shall be with approved material, free from large lumps or clods. The material shall be placed alongside the pipe in layers not to exceed four inches in depth at near optimum moisture content and compacted with mechanical equipment to 95% of the maximum density, as determined by AASHTO T 99, for the full depth of ' the pipe. Special care shall be taken to compact the fill under the haunches of the pipe. The fill shall be brought up evenly in each side for the full length of the pipe to avoid displacement. The berm of thoroughly ' compacted material on each side of the pipe shall be as wide as the outside diameter of the pipe. Pipe damaged during construction operations shall be replaced at the Contractor's expense. 1 ' TS -216-6 Copyright © 1996 Grafton, Tull & Associates, Inc. 216-3.2 TESTING AND MATERIAL REQUIREMENTS: Test and Short Title Material and Short Title AASHTO T 99, Density ASTM C 76, Reinforced Concrete Pipe Culverts ASTM C 506, Reinforced Concrete Ash Pipe Culverts AASHTO M 198, Type B Joints for Concrete Pipe Gaskets AASHTO M 36 Corrugated Steel Pipe C.M.P. AASHTO M 218 Base Metal AASHTO M 196 Corrugated Aluminum Pipe TS -216-7 Copyright ® 1996 Grafton, Tull & Associates, Inc. I I I I I contour required. In general, the stones shall be laid with a degree of care that will insure, for plane surfaces, a maximum variation from a true plane of not more than 1-1/2 inches in 4 feet. Warped and curved surfaces shall have the same general degree of accuracy as specified above for plane surfaces. As each of the larger stones is placed, it shall be surrounded by fresh mortar, and adjacent stones shall be shoved into contact. After the larger stones are in place, all of the spaces or openings between them shall be filled with mortar, and the smaller stones then placed by shoving them into position, forcing excess mortar to the surface and insuring that each stone is carefully and firmly bedded laterally. ' After the work has been completed as described above, excess mortar forced up shall be spread uniformly to completely fill surface voids. Surface joints shall be roughly pointed up either with flush joints or with ' shallow, smooth raked joints. Mortar on the exposed surfaces shall be removed. Mortar for mortared riprap shall consist of one part Portland Cement and three parts sand thoroughly mixed with water to produce mortar having a stiff, plastic consistency. C. Foundation Protection Riprap: The stone shall be carefully dumped to insure a reasonably smooth and continuous surface to such thickness and covering such areas as sown on the plans or as directed. D. Sacked Sand -Cement Riprap: ' Sand and cement for sacked Sand -Cement riprap shall be mixed mechanically in the proportion of 15% cement to sand, measured by ' weight and shall be mixed until the mixture has a uniform color. After the mixing has been completed, the sand and cement shall be put in ' suitable cloth sacks of approximately one cubic foot capacity. The sacks shall be filled in general not over three -fourths full, and shall be securely sewed or stapled, forming approximately a straight edge. Tying of sacks to form a knot will not be permitted. Starting at the tie, the prepared sacks of sand -cement shall be bedded on the surface upon which they are set or placed with the sewed ends all in the same direction as directed by the Engineer. They shall be laid in ri TS -228-5 Copyright O 1996 Grafton, Tull & Associates, Inc. I uI I I 11 horizontal courses and successive courses shall break joints with preceding ones. The sacks shall be rammed and packed against each other and tamped on the surface to secure a uniform surface. Immediately after tamping, the sacked sand -cement shall be thoroughly soaked with water. Water for wetting shall not be applied under extreme pressure. Sacked sand -cement riprap shall have an average thickness of depth, when in final position, of nine inches, unless otherwise specified on the plans. ' E. Concrete Riprap: n I I I I I I General: The concrete -slabs for riprap shall consist of concrete cast in place as specified herein and conform to the details shown on the plans. The slabs shall be of two types, plain concrete or reinforced as designated on the plans. Except as modified herein, construction shall conform to Division 3. 2. Concrete: The concrete shall be Class S conforming to the requirements of Division 3. It shall be of such consistency that it can be placed without the use of top forms. 3. Placing: Excessive cutting, washing or other damage to the original embankment before placing the concrete, shall be carefully restored, using mechanical tampers to obtain compaction. Surfaces of the slopes and toe walls shall be moist when the concrete is placed. ' Splices in wire mesh fabric shall be lapped at least 6 inches. At the edge of the riprap, the wire mesh shall not be less than one inch or more than three inches from the edge of ' the concrete and shall have no wires projecting beyond the last member parallel to the edge of the concrete. I I TS -228-6 Copyright ® 1996 Grafton, lull & Associates, Inc. u ' Reinforcement shall be properly supported throughout the placement to maintain its position equidistant from the top and bottom surface of the slab. Concrete riprap shall be placed in strips of dimensions as shown on the plans. When not designated on the plans the concrete shall be placed in alternate vertical strips with the remaining strips being filled in later. The width of strips shall be 4 feet with 1/4 inch ' transverse dummy grooves on 4 foot centers for the entire length of the strip. The joints shall be normal to the slope and shall be cold joints without filler. One-half premolded joint filler shall be placed immediately adjacent to all fixed construction before placing the concrete. After the concrete has been placed and compacted to the dimensions specified and after it has set sufficiently to avoid ' slumping, the surface shall be finished with a wooden float to a reasonably smooth and uniform surface. Curing shall be in accordance with Division 3. F. Dumped Riprap: ' Stone for dumped riprap shall be placed in such manner as to produce a reasonably well graded mass of rock with the minimum practicable percentage of voids, and shall be constructed to the lines and grades ' shown on the plans or as directed. Material shall be placed to its full course thickness in one operation and in such a manner as to avoid displacing the underlying material. Placing dumped riprap in layers will ' not be permitted. The larger stones shall be well distributed and the entire mass of stones shall have uniform gradation and appearance. The ' finished riprap shall be free from objectionable pockets of small stones and clusters of larger stones. Hand placing to a limited extent may be required but only to the extent necessary to secure the results specified ' immediately above. Placing riprap by dumping into chutes or by similar methods likely to cause segregation of the various sizes will not be permitted. ' 228-4.1 TESTING AND MATERIAL REQUIREMENTS: I I I None AASHTO M 85 AASHTO T 96 Los Angeles Test ASTM A 185 TS -228-7 copyright ® 1996 Grafton, Tull & Associates, Inc. ITEM 240 EXCAVATION AND EMBANKMENT I C I I I I I I I 240-1.1 240-2.1 This item shall consist of excavating, removing, and satisfactorily disposing of all materials within the limits of the work required in accordance with these specifications and in conformity with the dimensions and typical section shown on the plans and with the lines and grades established by the Engineer. All suitable material taken from excavation shall be used in the formation of embankment, subgrade, and backfilling, as indicated on the plans or as directed by the Engineer. When the volume of the excavation exceeds that required to construct the embankments to the grades indicated, the excess shall be used to grade the areas of ultimate development or wasted as directed. When the volume of excavation is not sufficient for constructing the fill to the grade indicated, the deficiency shall be supplied from borrow sources at locations on site or from offsite areas if an item for offsite borrow is listed in the proposal form. Classification: All material excavated shall be defined as "Unclassified Excavation" unless, in the proposal form, prices asked and bids are taken for "Rock Excavation", "Common Excavation". Pavement removed which contains less than 12 inch thick concrete and/or asphalt shall be considered as unclassified excavation. "Rock Excavation", as provided in the proposal shall include all solid rock in ledges, in bedded deposits, in unstratified masses, and conglomerate deposits which are so firmly cemented they present all the characteristics of solid rock which cannot be removed without drilling and blasting. All boulders containing a volume of more than 1/2 cubic yard will be classified as "Rock Excavation". TS -240-1 Copyright ® 1996 Grafton, Tull & Associates, Inc. I 1 I I I I 240-3.1 1 1 1 1 "Embankment", as provided in this specification shall include all material excavated and placed to attain the grades indicated on the plans or as directed by the Engineer. "Compacted Embankment", as provided in this proposal shall include all material compacted after excavation and placing, meeting minimum density requirements as specified, to attain the grades indicated on the plans or as directed by the Engineer. All embankment beneath areas to be paved shall be treated as "Compacted Embankment". "Compacted Subgrade", as provided in this specification, shall include all material on the top of subgrade in areas to be paved. The material shall be compacted to the depth and density specified to meet the grades indicated on the plans or as directed by the Engineer. Frozen condition of any of the different classified materials taken from excavation does not constitute a basis for a claim for higher classification or for extra work on the part of the Contractor. CONSTRUCTION METHODS: i The rough excavation shall be carried to the necessary depth to obtain the specified depth of subgrade densification shown on the plans. Likewise, on embankments, the depth of subgrade densification shall be as shown on the plans. Should the Contractor, through negligence or other fault, excavate below the designated lines, he shall replace the excavation with approved materials, in an approved manner and condition, at his own expense. The Contractor shall have complete control over the excavation, moving, placing, and disposition of all material. All material determined unsuitable shall be disposed of in waste areas or as directed. Topsoil shall not be used in fills or in subgrades but shall be handled and placed as directed. After excavation to subgrade, the embankment and/or subgrade material shall be laboratory tested in accordance with ASTM D 424. After excavation to subgrade, the embankment and/or subgrade material shall be laboratory tested in accordance with ASTM D 424. In sections where soils are encountered which have a Plasticity Index of between 10.0 and 20.0 the crushed stone base shall have a thickness of TS -240-2 Copyright © 1996 Grafton, Tull & Associates, Inc. I eight (8) inches. In sections where the soils have a Plasticity Index of greater than 20.0 the top two (2) feet of the subgrade shall be removed and replaced with upgraded material; or the top six (6) inches of the subgrade shall be treated with lime. ' The Contractor shall inform and satisfy himself as to the character, quantity, and distribution of all material to be excavated. No payment will be made for any excavated material which is used for purposes other than those designated. All spoil areas shall be leveled to a uniform line and section and shall present a neat appearance before project acceptance. Those areas outside of the pavement areas in which the top layer of soil material becomes compacted, due to hauling or to any other activity of the Contractor, shall be scarified and disked to a depth of 4 inches, as directed, to loosen and pulverize the soil, and seeded and mulched if specified. IIf it is necessary to interrupt existing surface drainage, sewers or underdrainage, conduits, utilities, or similar underground structures or parts thereof, the Contractor shall be responsible for and shall take all necessary precautions to protect and preserve or provide temporary services. When such facilities are encountered, the Contractor shall ' notify the Engineer, who shall arrange for their removal, if necessary. The Contractor shall, at his own expense, satisfactorily repair all damage to such facilities or structures which may result from any of his operations during the period of the contract. 240-3.2 EXCAVATION: ' Excavation shall be performed as indicated on the contract plans to the lines, grades, and elevation shown or as directed by the Engineer, and shall be made so that the requirements for formation of embankment can be followed. No excavation or stripping shall be started until the Engineer ' has taken cross-sectional elevations and measurements of the existing ground surface. All material encountered within the limits indicated shall be removed and disposed of as directed. During the process of ' excavation, the grade shall be maintained so that it will be well drained at all times. When directed, temporary drains and drainage ditches shall be installed to intercept or divert surface water which may affect the work. When selective grading is specified or required as indicated on the plans, the excavated material shall be handled to allow the selected material to be properly placed in the embankment and in the capping of pavement I TS -240-3 Copyright O 1996 Grafton, Tull & Associates, Inc. 11 I I I I subgrades as determined from the soil profile and soil characteristics. This material shall be deposited within the designated areas of the project as shown on the plans or as directed by the Engineer. Selective excavation shall be required of Unclassified Excavation to allow for proper placement of materials in the embankments. Rock and rubble with dimensions in any direction greater than 12 inches shall be separated from the grades indicated on the plans or as directed by the Engineer. Those areas outside of the pavement areas in which the top layer of soil ' material becomes compacted, due to hauling or to any other activity of the Contractor, shall be scarified and disked to a depth of 4 inches, as ' directed, to loosen and pulverize the soil, and seeded and mulched if specified. ' If, at the time of excavation, it is not possible to place any material in its proper section of the permanent construction, it shall be stockpiled in approved areas for later use. Rock, shale, hardpan, loose rock, boulders, existing foundations and pavement,or other material unsatisfactory for subgrades, roads, ' shoulders, intermediate areas, or any areas intended for embankment shall be excavated to a minimum depth of 12 inches, or to the depth shown on the plans, or as specified by the Engineer, below the ' contemplated surface of the subgrade or the designated grades. Muck, peat, matted roots, or other yielding material, unsatisfactory for subgrade foundation, shall be removed to the depth specified, to provide a satisfactory foundation. Unsatisfactory materials shall be disposed of at locations shown on the plans or as designated by the Engineer. All material so excavated shall be paid for at the contract unit price per cubic ' yard for "Unclassified Excavation" as provided in the proposal. The portion so excavated shall be refilled with suitable selected material as ' specified, obtained from the grading operations or borrow area and thoroughly compacted by rolling. The necessary refilling shall be considered subsidiary to the excavation time. When rock cuts are made and refilled with selected material, or where trenching out is done to provide for a course of pavement, the depths thus created shall be ditched at frequent intervals to provide adequate drainage. ' The Contractor shall make the distribution as indicated on the plans. Widening or narrowing of the section and raising or lowering of the grade ' to avoid haul will not be permitted. The right is reserved to make minor TS -240-4 Copyright ® 1996 Crafton, Tull & Associates, Inc. I I adjustments or revisions in lines or grades, if found necessary, as the work progresses due to discrepancies in the plans or to obtain satisfactory construction. Overbreak, including slides, is that portion of any material displaced or loosened beyond the finished work as planned or authorized by the Engineer. The Engineer shall determine if the displacement of such material was unavoidable and his decision shall be final. All overbreak shall be removed by the Contractor and disposed of as directed; however payment will not be made for the removal and disposal of overbreak which the Engineer determines to be avoidable. Unavoidable overbreak ' will be classified as "Unclassified Excavation", in which case unavoidable overbreakage from slides will be classified as such. ' The removal of existing utilities required to permit the orderly progress of work will be accomplished by local agencies unless otherwise shown on ' the plans. In cut areas, the subgrade under areas to be paved, herein defined as "Compacted Subgrade," shall be compacted to the depths as shown on the plans or when not otherwise shown to be a minimum depth of 6 inches. Compacted density shall not be less than 95% of the maximum ' density at optimum moisture as determined by the compaction control tests specified in AASHTO T 99. Any unsuitable materials encountered shall be removed and paid for as "Unclassified Excavation." No payment or measurement for payment will be made for "Compacted Subgrade". No payment or measurement for payment will be made on suitable ' materials removed, manipulated, and replaced in order to obtain density. Any removal, manipulation, aeration, replacement, and recompaction of suitable materials necessary to obtain the required density shall be ' considered as incidental to the excavation and embankment operations, and shall be performed by the Contractor at no additional cost to the ' project. Stones or rock fragments larger than 4 inches in their greatest dimension ' will not be permitted in the top 6 inches of the subgrade. In cuts, all loose or protruding rocks on the back slopes shall be barred ' loose or otherwise removed to line or finished grade of slope. All cut -and -fill slopes shall be uniformly dressed to the slope, cross section, and alignment shown on the plans or as directed by the Engineer. ' TS -240-5 Copyright © 1996 Grafton, Tull & Associates, Inc. I Blasting, when necessary, will be permitted only when proper precautions are taken for the protection and safety of all persons, the work, and the property. All damage done to the work or property shall be repaired at the Contractors expense. Any approvals given will not relieve the Contractor of his responsibility in blasting operations. 240-3.3 DITCH EXCAVATIONS: Ditch excavation shall consist of excavating for drainage ditches such as intercepting, inlet or outlet, temporary levee construction, or any other type as designed or as shown on the plans. The work shall be performed in the proper sequence with the other construction. The location of all ditches or levees shall be established on the ground. All satisfactory material shall be placed in fills; unsatisfactory material shall be placed in spoil areas or as directed. Waste or surplus material shall be disposed of as shown on plans or as directed. Intercepting ditches shall be constructed prior to the starting of adjacent excavation operations. All necessary handwork shall be performed to secure a finish true to line, elevation, and cross section, as designated. ' Ditches constructed on the project shall be maintained to the required • cross section and shall be kept free from debris or obstructions until the t project is accepted. Where necessary, sufficient openings shall be provided through spoil banks to permit drainage from adjacent lands. Unless an item is included in the bid proposal form, separate payment will not be made for ditch excavation. 240-3.4 PREPARATION OF EMBANKMENT AREA: ' Embankment areas shall be cleared and grubbed in accordance with the requirements in Item 202. All depressions or holes below the ground ' surface, whether caused by grubbing or otherwise, shall be backfilled with suitable material and compacted to ground surface before the ' construction of the embankment will be permitted to start. Immediately prior to the placing of the fill materials, the entire area upon which the embankment is to be placed, except where limited by rock, shall be scarified and broken by means of a disk, harrow, or plow, or other approved equipment, to a depth of 6 inches. Scarifying shall be done ' approximately parallel to the axis of the fill. All roots, debris, large stones or objectionable material that would cause interference with the compaction of the foundation or fill shall be removed from the area and ' disposed of as directed. A thin layer (approximately 3 inches) of the fill I. TS-240-6 Copyright © 1996 Grafton, Tull & Associates, Inc. L I I I I I I I I I I material shall be spread over the scarified foundation and the whole area compacted as required in the specifications. Where embankments are to be placed on natural slopes steeper than 3 to 1, horizontal benches shall be constructed as shown on the plans or as directed by the Engineer. Suitable excavated material shall be used for embankment at the unit price bid for "Unclassified Excavation." No direct payment shall be made for the work performed under this section. The necessary clearing and grubbing and the yardage removed or used will be paid for under the respective item of work. 2404.5 STRIPPING: All vegetation such as brush, heavy sods, heavy growth of grass, decayed vegetable matter, rubbish, and any other unsuitable material within the area upon which fill material is to be placed shall be stripped or otherwise removed before the embankment is started, and in no case shall such objectionable material be allowed in or under the fill areas. No direct payment will be made for stripping unless a separate item is listed in the proposal for Stripping Complete. • 'iruaziri All material excavated and placed as fill, to attain the grades indicated on the plans or as directed by the Engineer, shall herein be termed "Embankment", with no compaction other than that obtained by distributing equipment movement over the entire fill area, excluding the compaction requirements for "Compacted Embankment". Payment for the placement and compaction of "Embankment" and "Compacted Embankment" shall be inclusive to the cost of "Unclassified Excavation." 240-3.7 FORMATION OF EMBANKMENTS: ' Embankments shall be formed of satisfactory materials placed in successive horizontal layers of not more than 6 inches in loose depth for the full width of the cross section. ' The grading operations shall be conducted, and the various soil strata shall be placed, to produce a soil structure as shown on the typical cross ' section or as directed. All materials entering the embankment shall be I TS -240-7 Copyright O 1996 Grafton, Tull & Associates, Inc. iJ C U I I I I E I I I I I I I reasonably free of organic matter such as leaves, grass, roots, and other objectionable material. Soil, granular material, shale, and other material permitted or used in embankment shall be spread in successive layers as specified. Operations on earthwork shall be suspended at any time when satisfactory results cannot be obtained because of rain, freezing weather, or other unsatisfactory conditions of the field. The Contractor shall drag, blade, or slope the embankment to provide proper surface drainage. In areas designated as "Compacted Embankment" on the plans or by the Engineer, the moisture content of the materials in the horizontal layers shall be maintained at 0% to 3% above optimum moisture content prior to rolling to obtain a compaction of 95% as determined by the Standard Proctor Test. This level of moisture shall be maintained until the next layer is placed. Wetting or drying of the material and manipulation when necessary to secure a uniform moisture content throughout the layer shall be required. Should the material be too wet to permit proper compaction or rolling, all work on all portions of the embankment thus affected shall be delayed until the material has dried to the required moisture content. Sprinkling shall be done with approved equipment that will sufficiently distribute the water. Sufficient equipment to furnish the required water shall be available at all times. Samples of "Compacted Embankment" materials for testing, both before and after placement and compaction, will be taken at frequent intervals. From these tests, correction, adjustments,and modifications of methods, materials, and moisture content will be made to properly construct the embankment. Rubble or rock deposited by the Contractor in areas designated as compacted embankment shall be deposited in loose lifts not to exceed 8 inches in depth. The greatest dimension of any single piece of rubble or rock shall not exceed 18 inches in any direction. The deposited rubble or rock shall be completely choked to eliminate all voids which cohesive or non -cohesive soils and the total compacted to the requirements as cited above. Rolling operations shall be continued until the embankment is compacted to not less than 90% of the maximum density, at optimum moisture, as determined by the AASHTO compaction control tests T 99. In embankment areas, the subgrade under areas to be paved, herein defined as "Compacted subgrade", shall be compacted to the depths as shown on the plans or when not otherwise shown to a minimum depth of 9 inches. Compacted density shall not be less than 95% of the maximum TS -240-8 Copyright m 1996 Grafton, Tull & Associates, Inc. L ' density at optimum moisture as determined by the compaction control tests specified in AASHTO T 99. Any unsuitable materials encountered t shall be removed and paid for as "Unclassified Excavation". No payment for measurement for payment will be made for "Compacted Subgrade." Any areas inaccessible to a roller shall be compacted by mechanical means. On all areas outside of the pavement areas, no compaction will be required on the top 4 inches. During construction of the embankment, the Contractor shall route his equipment at all times, both when loaded and when empty, over the layers as they are placed and shall distribute the travel evenly over the entire width of the embankment. The equipment shall be operated in such a manner that hardpan, cemented gravel, clay, or other chunky soil material will be broken up into small particles and become incorporated ' with the other material in the layer. In the construction of embankments, starting layers shall be placed in the ' deepest portion of the fill; as placement progresses, layers shall be constructed approximately parallel to the finished pavement grade line. ' When rock (or rubble and other embankment material are excavated at approximately the same time, the rock shall be incorporated into the outer portion of the embankment and the other material shall be incorporated ' under the future paved areas. Rock fill shall be brought up in layers as specified or as directed and form a dense, compact mass. Rock or boulder shall not be disposed of outside of the excavation or embankment ' areas, except at places and in the manner designated by the Engineer. Frozen material shall not be placed in the embankment nor shall embankment be placed upon frozen material. ' The Contractor shall be responsible for the stability of all embankments made under the contract and shall replace any portion which, in the opinion of the Engineer, has become displaced due to carelessness or tnegligence on the part of the Contractor. When stockpiling of excavated material and later rehandling of such ' material is directed by the Engineer in order to produce the specified subgrade structure, the material shall be paid for at the contract unit price per cubic yard for "Unclassified Excavation". Any stockpiling must be approved in writing by the Engineer prior to excavation. ' TS -240-9 Copyright ® 1996 Grafton, Tull & Associates, Inc. I I I 240-3.8 EAU No payment will be made separately or directly for haul on any part of the work. All hauling will be considered a necessary and incidental part of ' the work and its cost shall be considered by the Contractor and included in the contract unit price for the pay items of work involved. 240-3.9 EQUIPMENT: ' The Contractor may use any type of earth -moving, compaction and watering equipment he may desire or has at his disposal, provided the equipment is in a satisfactory condition and is of such capacity that the ' construction schedule can be maintained as planned by the Contractor and as approved by the Engineer in accordance with the total calendar days or working days bid for the construction. The Contractor shall furnish, operate, and maintain such equipment as is necessary to control uniform density, layers, section, and smoothness of grade. ' 240-3.10 PREPARATION AND PROTECTION OF THE SELECTED SUBGRADE: On areas to be paved, the specified depth in cut areas and the top of embankment shall be compacted to the density specified. If no depth is specified the depth shall be 12 inches. When completed, the surface shall be true to the lines, grades, and cross section shown on the plans or ' as directed by the Engineer. After all drains, structures, ducts, and other underground appurtenances along the edges or under the pavement have been completed, the subgrade shall be compacted to the depth specified at not less than 95% density as is determined by the compaction control tests specified in AASHTO T 99. Any irregularities or depressions that develop under rolling shall be corrected by loosening the material at these places and adding, removing, or replacing material until the surface is smooth and uniform. Any portion of the area which is not accessible to ' a roller shall be compacted to the required density by approved mechanical tampers. The material shall be placed at 0% to 3% above optimum moisture and maintained at his level until the next layer is ' constructed. All soft and yielding material and material which will not compact readily when rolled or tamped shall be removed as directed by the Engineer and replaced with suitable material. After grading operations are complete, all loose stones larger than 2 inches in their greatest dimension shall be I I TS -240-10 Copyright ® 1996 Grafton, Tull & Associates, Inc. I C I I 1J I I I I I I I I I I removed from the surface of all proposed graded paving areas and disposed of as directed by the Engineer. All times, the top of the subgrade shall be kept in such condition that it will drain readily and effectively. In handling materials, tools, and equipment, the Contractor shall protect the subgrade from damage by laying planks when directed and shall take other precautions as needed. In no case will vehicles be allowed to travel in a single track. If ruts are formed, the subgrade shall be scarified, reshaped and rolled. Storage or stockpiling of materials on the top of the subgrade will not be permitted. Until the subgrade has been checked and approved, no subbase, base, surface course or pavement shall be laid thereon. In areas designated on the plan as having existing utilities to remain in service or to be relocated by others, the Contractor shall be responsible for developing and maintaining sufficient earth overburden to protect these utilities. Any utilities not so protected will be repaired immediately at the Contractor's expense. Utilities relocated to new positions within the work area shall also be so protected. 240-3.12 TOLERANCES: In those areas upon which a subbase or base course is to be placed, the top of the subgrade shall be of such smoothness that, when tested with a 16 foot straightedge applied parallel at right angles to the centerline, it shall not show any deviation in excess of 2 inches from true grade as established by grade hubs or pins. Any deviation in excess of these amounts shall be corrected by loosening, adding, or removing materials, reshaping, and recompacting by sprinkling and rolling. On intermediate and other designated areas, the surface shall be of such smoothness that it will not vary more than 0.06 of a foot from true grade as established by grade hubs. Any deviation in excess of this amount shall be corrected by loosening, adding or removing materials, and reshaping. 240-3.13 TOPSOIL: When topsoil is specified or required, as shown on the plans or under a topsoiling item, it shall be salvaged from stripping or other grading operations. The topsoil shall meet the requirements of the specified item TS -240-11 Copyright ® 1996 Grafton, Tull & Associates, Inc. I I 1 1 I 1 1 240-4.1 I or shall be approved by the Engineer. If, at the time of excavation or stripping, the topsoil cannot be laced in its proper and final section of finished construction, the material shall be stockpiled at approved locations. Stockpiles shall not be placed within pavement areas and shall not be placed on areas which subsequently will require any excavation or embankment. Upon completion of grading operations as specified topsoil shall be handled and placed as directed, or as required in the specified item. The Engineer shall set grade stakes for grading operations in both cut and fill so that the topsoil will be placed at the finished plan elevation unless specified otherwise. No direct payment will be made for topsoil unless a topsoil item is included in the proposal form. The quantity removed and placed or stockpiled shall be paid for at the contract unit price per cubic yard for "Unclassified Excavation." When topsoil is paid for under excavation, no payment shall be made for the same work under a topsoil item. When stockpiling of topsoil and later rehandling of such material is directed by the Engineer to produce the specified soil structure, the material so rehandled shall be paid for at the contract unit price per cubic yard for "Unclassified Excavation". MI AASHTO T 180, Density P.I. of Soils TS -240-12 ASTM D 424-P. L. & Copyright © 1996 Crafton, Tull & Associates, Inc. I I I C I I I I I I I I I I I ITEM 241 LINED PIPE UNDERDRAIN 241-1.1 DESCRIPTION: This item shall consist of constructing geotextile lined underdrains using pipe, geotextile lining, and granular filter material in accordance with these specifications and in reasonably close conformity with the lines and grades shown on the plans or as directed. A. The types of pipes for underdrains shall conform to the following requirements: 1. Corrugated Polyethylene Tubing: The tubing shall be the heavy duty type and shall conform to the requirements of AASHTO M 252, modified as follows: Subsection 5.1.4 of Section 5, Manufacture, is hereby deleted and the following substituted therefor: The water inlet perforations shall be cleanly cut so as not to restrict the inflow of water, and uniformly spaced along the length and circumference. The slots shall be not more than 1/8 inch wide and the length of each slot shall not exceed 10% of the nominal circumference of the tubing except that the maximum slot length or 3 inch tubing shall be 1-1/4 inches. Slots shall be placed in center of the valleys. 2. Acrylonitrile-Butadiene-Styrene Pipe: The pipe shall be extruded from virgin ABS complying with ASTM D 1788 and the classification used shall be ABS 2-2-3 defined therein. Fittings shall be of the same composition and have the same physical properties as the pipe and shall not restrict flow. The pipe shall have a minimum wall thickness of 0.125 inches. Dimensional measurements are to be made in accordance with ASTM D 2122. TS -241-1 Copyright ® 1996 Grafton, Tull & Associates, Inc. I I ' Perforations shall be approximately circular and cleanly cut and shall have nominal diameters not less than 3/16 inch nor more than 3/8 inch and shall be arranged in at least two rows parallel to the axis of the pipe. 3. Corrugated Steel Pipe: The manufacture and furnishing of corrugated steel pipe shall be in accordance with AASHTO M 36, as amended below, and AASHTO M 216. AASHTO M 36 is amended as follows: II I I I I I I I Li I Add to Section 24 - The field inspection will be made by the Engineer. The Contractor shall furnish the Engineer an itemized statement of the sizes and lengths of culvert pipe in each shipment. This inspection will include an examination of the culvert pipe for deficiencies in lengths of sheets used, nominal specified diameter, net length of finished culvert pipe and any evidence of poor workmanship as outlined above. The inspection may include the taking of samples for chemical analysis and determination of weight of spelter coating. The pipe making up the shipment shall meet the requirements of these specifications, and if 25% of pipe in any shipment fails to meet these requirements, the entire shipment may be rejected. If the Engineer so elects, he may have the material inspected and sampled in the rolling mill or in the shop where fabricated. He may require from the mill the chemical analysis of any heat. The inspection, either in the mill or in the shop, shall be made under the direction of the Engineer. The Engineer will have free access to the mill or shop for inspection and every reasonable facility shall be extended to him for this purpose. The inclusion of any material or pipe which has been previously rejected at the mill or shop will be considered sufficient cause for rejection of the entire lot. The identification brands shall be placed on the sheets by the manufacturer of the sheets in such manner that when the sheets are rolled into culverts, such identification shall appear on the outside of each section of pipe. Pipe having any sections not so stamped will be rejected. TS -241-2 Copyright ® 1996 Crafton, lull & Associates, Inc. I I The kind of base metal shall be designated independently on the brand or trademark so as to clearly identify the base metal furnished with one of the kinds enumerated in AASHTO M 218. The designation of the kind of base metal may be accomplished by placing on the sheets the initials of the exact name of the base metal as follows: CBPI for copper bearing pure iron. ' CS for copper steel. B. Granular filter material shall meet the requirements for Course ' Aggregate in Class A concrete as follows: The course aggregate shall consist of crushed stone or gravel. A course aggregate consisting of a combination of crushed stone and gravel shall be used only when specifically approved by the Engineer. Crushed stone shall consist of clean, tough, durable fragments of rock of uniform quality. The stone shall have a percent of wear of not more than 40 (Los Angeles Test) and when subjected to five cycles of the soundest test (Sodium Sulphate) shall have a loss not to exceed 12%. Gravel shall consist of clean, hard, durable, uncoated pebbles, crushed or uncrushed, having a percent of wear of not more than 40 (Los Angeles Test) AASHTO Designation ' When tested by laboratory methods the amount of deleterious ' substances will not exceed the following limits: Maximum Permissable Percentage Of Weight Removed by decantation ................1% ' Coal and lignite...........................0.25% Clay lumps...................................0 25 Soft fragments..................................5% ' Total deleterious substances ..........5% Coarse aggregate size shall be reasonably well graded from coarse to fine and shall conform to the following grading requirements: I I TS -241-3 Copyright © 1996 Grafton, Tull & Associates, Inc. Ji I Class A Total retained on 1-1/4" sieve .........0% Total retained on 3/4" sieve .......25-65% Total retained on 3/8" sieve .......79-90% Total retained on #4 sieve ........95-100% Coarse aggregate from any one source shall not vary as to maximum size and shall be uniform to a reasonable degree in gradation with the representative sample submitted by the ' Contractor, with the further provision that an aggregate furnished from any one source having a variation in fineness modulus greater than 20 points either way from the fineness modulus of the representative sample submitted by the Contractor will not be accepted under the specification. IC. Geotextile fabrics for liners shall be nonwoven fabrics meeting the following requirements as a minimum or maximum as applicable: weight, oz/sq.yd. ASTM D 1910 4.1 min. thickness, mils. ASTM D-1777 40 min. tensile strength, lbs. ASTM D-1682 115 min. elongation, % ASTM D-1682 110 max. ' Mullen Burst strength psi. ASTM D-751 220 min. coefficient of ' permeability, cm/sec. 0.10 min. 241.3.1 CONSTRUCTION METHODS: Trenches shall be excavated to a width equal to the outside diameter of ' the pipe plus one foot, and to a depth of approximately 4 inches below the grade established for the flow line of the ground water, unless otherwise directed. ' Following excavation of the trench the non -woven geotextile liner shall be placed in the trench. The liner shall be of sufficient width to cover the bottom of the trench, up the side and back across the top of the underdrain system with a minimum lap of one (1) foot. The height of the underdrain system shall be as shown on the plans or as stated in the ' method of measurement and basis of payment. ' TS -241-4 Copyright ® 1996 Grafton, Tull & Associates, Inc. 1 LJ iA minimum 3 -inch bedding layer of granular filter material shall be placed and compacted in the bottom of the trench for its full width and length. Pipe of the type selected by the Contractor and of the size specified shall be embedded firmly in the bedding material with perforations down and the pipe sections joined securely with the appropriate coupling fittings or bands, or joint filler. The upgrade end of pipe installations shall be closed with suitable plugs to prevent entry of soil materials. The downgrade end shall be connected to a drop inlet, junction box or other drainage structure to insure positive drainage. After the pipe installation has been inspected and approved, granular backfill material shall be placed to a depth as shown on the plans or specified but in all cases the granular material shall be to a minimum ' height of twelve (12) inches above the top of the pipe. The top four (4) inches of backfill shall be topsoil. ' 241-4.1 TESTING AND MATERIAL REQUIREMENTS: Test and Short Title Material and Short Title None ASTM D 1788 ASTM D 2122 AASHTO M 36 AASHTO M 218 AASHTO T 96 Los Angeles Test ASTM D 1910 ASTM D 1777 ASTM D 1682 ' ASTM D 751 I I I 1J ' TS -241-5 Copyright © 1996 Grafton, Tull & Associates, Inc. I I ' 250-1.1 I I I I I I I I Il I ITEM 250 TEMPORARY EROSION CONTROL A. Based Straw Ditch Checks. This item consists of constructing small dams across swales, draws, or ditches to reduce the velocity of storm water runoff. Ditch checks shall be constructed at the locations shown on the plans or as directed by the Engineer. B. Silt Fence. This item consists of placing and securing a geotextile fabric to an existing support system or constructing a self-supporting geotextile fence where shown on the plans or as directed by the Engineer for the purposes of impeding the flow of water carrying silt toward existing streams and/or across adjacent property; redirecting the flow of silt -laden water to a sediment basin; and/or routing clean water through the construction area. A. Straw for baled straw ditch checks shall consist of bales of rice, oats, barley, wheat, or rye straw, or of available grasses, free of an excessive amount of noxious weeds. Bales shall be a minimum of 750 mm (30") it length. Straw in an advanced state of decomposition will not be acceptable. B. Geotextile fabric for silt fence shall comply with the requirements as shown on the plans. Supports for the fabric shall be of any material of sufficient strength and durability to support the fabric when loaded with silt for the entire time the barrier is needed for service. 250-3.1 ' A. General: The Contractor shall actively maintain the areas or items constructed ' under this subsection from the time of their completion until final stabilization of the area has been accomplished. Additional work and materials required because of loss from erosion or other causes beyond the Contractor's control will be paid for unless they were required due to Contractor's negligence, in which case the maintenance shall be at no cost to the Owner. I TS -250-1 Copyright O1996 Grafton, lull & Associates, Inc. ' Temporary erosion control items and devices shall be removed, or may remain in place as directed by the Engineer, after final stabilization has ' been achieved. After items have been removed, the affected areas shall be graded to conform to the adjacent contours, unless otherwise directed by the Engineer. Following this removal and grading, permanent ' stabilization shall be established in these areas. Disposal, when required, shall be according to the requirements of Section 201. Salvageable materials will become the property of the Contractor. B. Bales for baled straw ditch checks shall be installed so that the bindings are oriented around the sides of the bales and not along the tops and bottoms. The bales shall be keyed into the ground a minimum of 100 mm (4") and securely held in place by staking, wiring, and/or other methods that will prevent floating and/or displacement. No gaps shall be left ' between bales. The number of bales required and the specific arrangement of them will vary with the conditions at each site. Bales that become displaced shall be retrieved and re -installed, if suitable. Bales ' that become unserviceable in their original location shall be removed and replaced. C. Geotextile fabric for silt fence shall be attached to the supporting system in such manner that it will remain attached and fully supported for the entire time the barrier is needed for service, The fabric toe shall be ' buried to secure the base as shown on the plans. Splices shall be securely fastened. ' 250-4.1 BASIS OF PAYMENT: Erosion control devices shall be paid for at the contract lump sum price. I I I I ' TS -250-2 Copyright a 1996 Crafton, Tull & Associates, Inc. I I ITEM 260 MAINTENANCE OF TRAFFIC 260-1.1 Unless otherwise provided, the road, while undergoing improvements, shall be kept open by the Contractor to all traffic. When so provided on the plans, the Contractor may bypass traffic over an approved detour ' route. The Contractor shall keep the portion of the project being used by public traffic, whether it is through or local traffic, in such condition that ' will permit the safe, continuous flow of two-way traffic at all times. When a part of the plans or when approved by the Engineer, areas where the nature of the work restricts or prohibits two-way flow, one-way operation ' may be maintained by using flaggers or timed signalization. The Contractor shall also provide and maintain in a safe condition temporary approaches or crossings and intersections with trails, roads, streets, ' businesses, parking lots, residences, garages, farms, etc. The Contractor shall bear all expense of maintaining traffic over the section of road undergoing improvement, and of construction and maintaining such ' approaches, crossings, intersections, and other features as may be necessary, without direct compensation, unless a pay item for this work is included in the Contract. 1 260-2.1 BASIS OF PAYMENT: IMaintenance of traffic shall be paid for at the contract lump sum price. H H I I P! TS -260-1 Copyright © 1996 Grafton, Tull & Associates, Inc. I I I I I I ITEM 301 PORTLAND CEMENT CONCRETE This item shall consist of concrete in bridges, culverts, and miscellaneous structures, including the concrete portion of steel, timber, stone masonry, precast, prestressed, and composite structures, prepared and constructed in accordance with these Specifications and conforming to lines, grades, dimensions, and designs shown on the Plans. Concrete shall consist of approved portland cement, fine aggregate, coarse aggregate, water, and any approved chemical admixtures mixed in the proportions specified for the various classes of concrete. 301-2.1 MATERIALS: The materials used in concrete shall conform to the requirements specified below. No materials shall be used which contain foreign matter, frost, or lumps or crusts of hardened substances. A. Cement: Portland cement shall conform to the requirements of AASHTO M 85. Unless otherwise specified, Type I shall be furnished. Type 11 cement shall be used for Class B and B(AE) concrete. During the cool season of the year, the Engineer may approve the use of Type I cement in lieu of Type II cement for Class B and B(AE) concrete. Upon approval of the Engineer, Type III cement may be used in the manufacture of prestressed concrete products. ' Cement furnished in sacks shall weigh not less than 94 pounds net per sack. The use of cement salvaged from used or discarded sacks will not be allowed. I I [l I I L The mixing or alternate use of different brands of cement will not be permitted. Cement placed in storage shall be suitably protected. Loss in quality occurring during the storage period will be cause for rejection. If the cement furnished produces erratic results under the field conditions incident to the placing of the concrete, or in regard to the strength of the finished product, or in the time of the initial or final set, the Contractor shall, without notice from the Engineer, cease the use of that brand of cement. TS -301-1 Copyright © 1996 Grafton, Tull & Associates, Inc. I I I I I [I I I I B. Fine Aggregate: The fine aggregate shall consist of clean, hard, durable particles of natural sand or other approved inert material with similar characteristics. When determined necessary by visual observation, the amount of deleterious substances will be tested by laboratory methods and will not exceed the following limits: Maximum Permissible Percent by Weight Coal & lignite (AASHTO T 113) 0.25 Clay lumps (AHTD Test Method 302) 0.5 Removed by decantation (AASHTO T 11) 2 Soft and flaky particles 2 (AHTD Test Method 302) All fine aggregate shall be free from injurious amounts of organic impurities. Aggregates shall be subjected to testing in accordance with AASHTO T 21. Should AASHTO T 21 produce results which indicate that the sand may possibly contain injurious organic compounds, mortar strength test specimens shall be tested in accordance with AHTD Test Method 530. Fine aggregate shall be reasonably well graded from coarse to fine and shall conform to the following grading requirements when tested in accordance with AASHTO T 27: Sieve Percent Passing ' 3/8" 100 #4 95-100 #8 70-95 ' #16 45-80 80 #30 20-60 ' #50 5-30 #100 0-5 Fine aggregate from any one source shall be uniform to a reasonable degree in gradation with the representative sample with the further provision that aggregate supplied from any one source having a ' variation in fineness modulus greater than 20 points either way from the fineness modulus of the representative sample will not be I I TS -301-2 Copyright ® 1996 Grafton, Tull & Associates, Inc. I ' accepted. When approved by the Engineer, the source of fine aggregate may be changed in all work except bridge superstructures, but the mixing ' or alternate use of different sources of fine aggregate will not be permitted. IC. Coarse Aggregate: The coarse aggregate shall consist of crushed stone or gravel. ' Crushed stone shall consist of clean and durable fragments of rock of uniform quality. The stone shall have a percent of wear or not more than 40 by Los Angeles Test (AASHTO T 96), and, when subjected to 5 ' cycles of the Soundness Test (Sodium Sulfate, AASHTO T 104) shall have a loss not to exceed 12%. Gravel shall consist of clean, hard, durable, uncoated aggregate, crushed or uncrushed, having a percent of wear of not more than 40 by Los Angeles Test (AASHTO T 96). 1 When determined necessary by visual observation, the amount of deleterious substances will be tested by laboratory methods and will not exceed the following limits: ' Maximum Permissible Percent by Weight ' Coal & lignite (AASHTO T 113) 0.25 Clay lumps (AASHTO T 112) 0.25 Soft Fragments (AASHTO T 112) 5 Total deleterious substances 5 Removed by decantation (AASHTO T 11) 1 ' The maximum percentage by weight removed by decantation (AASHTO T 11) from crushed stone coarse aggregate may be increased to 1.5% provided the percent loss (AASHTO 11) from the fine aggregate does not exceed 1.0%. Coarse aggregate size shall be reasonably well graded from coarse to fine and shall conform to the following grading requirements when tested in accordance with AASHTO T 27: I L TS -301-3 copyright © 1996 Crafton, lull & Associates, Inc. I Class A. A(AE). S. S(AE). and Seal Concrete: Sieve Percent Passing ' 1-1/4" 100 3/4" 35-75 3/8" 10-30 #4 0-5 ' Class B and B(AE) Concrete: Sieve Percent Passing 1 3" 100 1-1/4" 35-65 3/4" 15-40 #4 0-5 ' Coarse aggregate from any one source shall not vary as to maximum size and shall be uniform to a reasonable degree in gradation with the representative sample, with the further provision that aggregate furnished ' from any one source having a variation in fineness modulus greater than 20 points either way from the fineness modulus of the representative sample will not be accepted. When approved by the Engineer, the source ' of coarse aggregate may be changed in all work except bridge superstructures, but the mixing or alternate use of different sources of coarse aggregate will not be permitted. D. Water: Water used in mixing or curing shall be clean and free from injurious amounts of oil, salts, or other deleterious substances, and shall ' not contain more than 1000 parts per million of chlorides. Water from municipal supplies approved by the State Health Department ' will not require testing but water from other sources shall be sampled and tested before use in concrete. Tests will be made in accordance with AASHTO T 26. 1 Where the source of water is relatively shallow, it shall be maintained at such depth and the intake so enclosed as to exclude silt, mud, grass, or other foreign materials. 1 ' TS -301-4 Copyright© 1996 Grafton, Tull & Associates, Inc. 1 I Li lJ I I I I I I I I I I I 11 I I I General: Admixtures shall be used to improve certain characteristics of the concrete when specified on the Plans or may be used when requested by the Contractor and approval is given by the Engineer. The Contractor's request shall be supported with the Manufacturer's certified formulation of the proposed admixture and with sufficient evidence that the proposed admixture has given satisfactory results on other similar work. Permission to use the admixture may be withdrawn at any time by the Engineer when satisfactory results are not being obtained. Admixtures shall be approved by the Engineer. Admixtures shall be compatible with each other, as advised by the Manufacturer. The admixture dosage rate range as recommended by the Manufacturer shall be used. Should the dosage rate for any admixture not yield desirable characteristics in the concrete, the dosage of admixture used shall be based on test results obtained by trial batches. Admixtures shall be added to the mixing water by means of a mechanical dispenser which will accurately meter the additive throughout the mix water cycle. The dispenser shall be constructed and connected so that the Inspector can make ready determination of the amount of admixture entering the mixing water. 2. Air Entraining Agent: Air -entraining agent, when specified or approved, shall comply with the requirements of AASHTO M 154. The Contractor shall submit evidence based on tests made in a recognized laboratory to show that the air -entraining admixture conforms to the requirements of AASHTO M 154 for 7 and 28 day compressive strengths and resistance to freezing and thawing, except as provided in the following paragraph. Tests for bleeding, bond strength, and volume change will not be required. A recognized laboratory is any State highway, FHWA, or cement concrete laboratory regularly inspected by the Cement and Concrete Reference Laboratory of the National Bureau of Standards. Tests may be made upon samples taken from a quantity submitted by the Contractor for use on the project or upon samples submitted and certified by the Manufacturer as representative of the admixture to be supplied. TS -301-5 Copyright © 1996 Crafton, Tull & Associates, Inc. I L I I I I I I I I I I I u I I I I An exception to the requirements in the preceding paragraph is the case of admixtures which are manufactured by neutralizing Vinsol resin with caustic soda (sodium hydroxide). When the Contractor proposes to use such an admixture he shall submit a certification concerning the admixture in the following form: "This is to certify that the product (trade name) as manufactured and sold by the (comp) is an aqueous solution of Vinsol resin that has been neutralized with sodium hydroxide. The ratio of sodium hydroxide to Vinsol resin is one part of sodium hydroxide to (number) parts of Vinsol resin. The percentage of solids based on the residue dried at 105°C is (number). No other additive or chemical agent is present in this solution." When the Contractor proposes to use an air -entraining admixture which has been previously approved, he shall submit a certification stating that the admixture is the same as that previously approved. If an admixture offered for use is essentially the same (with only minor differences in concentration) as another previously approved material, a certification will be required stating that the product is essentially the same as the approved admixture and that no other admixture or chemical agent is present. 3. Retarding Agent: In order to permit the retarding of the set and extend the finishing time of concrete, a retarding agent shall be used when specified on the Plans or may be used when permission for its use is requested by the Contractor and such permission is given by the Engineer. The retarding agent shall be a Type B or Type D admixture as defined in AASHTO M 194. The Contractor shall support his request with a Manufacturer's certified formulation of the proposed agent and with sufficient evidence that the proposed agent has given satisfactory results on other similar work. Permission to use the agent may be withdrawn at any time by the Engineer when satisfactory results are not being obtained. The agent shall be free of chlorides. When air -entrained concrete is specified, the air -entraining agent and the retarding agent shall be so incorporated that the air content of the concrete shall fall within the percentage range stipulated in the specifications. When air -entrained concrete is not specified, the concrete to which the retarding agent has been added shall have an air content not greater than 3 percent. TS -301-6 Copyright © 1996 Crafton, lull & Associates, Inc. Li I I I I I LI No compensation will be made for furnishing and incorporating the agent in the mix. No additional compensation will be made for furnishing, placing, finishing, and curing the concrete involved. 4. Other Admixtures: The use of other admixtures will be considered by the Engineer on a case basis upon written request from the Contractor. If approved, the admixture used shall be furnished at no additional cost to the State. F. Fly Ash: Fly ash used in concrete shall meet the requirements of ASTM C 618, Class C or F. Mixing of Class C and Class F fly ashes will not be permitted. The use of fly ash will not be permitted unless upon written approval of the Engineer. ' The handling and storage of concrete aggregates shall be such as to prevent segregation and contamination with foreign materials. ' Coarse and fine aggregates shall be separated by bulkheads or stored in separate stockpiles sufficiently removed from each other to prevent the material at the edges of the piles from becoming intermixed. Coarse ' aggregate stockpiles not confined by bulkheads or bins shall be built up in layers not to exceed 4' in height and each layer shall be completely in place before beginning the next. Coning or building up of stockpiles by ' depositing material in one place will not be permitted. In order to control the gradation of the large aggregate for Class B and B(AE) concrete, it may be necessary that the Contractor stockpile the aggregate in two or more gradation ranges, blending by weight as required to obtain the specified gradation. ' There shall be adequate aggregate stockpiled to allow representative sampling sufficiently in advance of any placement to determine its ' acceptability, with the minimum amount being that required to adequately complete the planned placement. I. Cement shall be stored in suitable weather-proof buildings or silos which will protect the cement from dampness. Provision for storage shall be ample and the shipments of cement as received shall be separately ' stored in such a manner as to provide easy access for the identification and inspection of each shipment. Stored cement shall meet the test requirements at any time after storage when a re -test is ordered by the Engineer. TS -301-7 Copyright © 1996 Grafton, Tull & Associates, Inc. I I I I I I I I On small jobs, storage in the open may be permitted by written authorization from the Engineer, in which case a raised platform and ample waterproof covering shall be provided. 301-2.3 CLASSES OF CONCRETE: Seven classes of concrete are provided for in these specifications, 4 classes of non air -entrained concrete and 3 classes of air -entranced concrete. The_appropriate class of concrete shall be used in the part of the structure as specified or where designed by the Engineer, the classes are as follows: Class A Class B Class S Seal Class A(AE) Class B(AE) Class S(AE) The following requirements shall govern unless otherwise shown on the Plans: Class A or A(AE) concrete shall be used in wingwalls and miscellaneous construction. Class B or B(AE) concrete shall be used in mass concrete. Class S or S(AE) concrete shall be used in retaining walls, box culverts, ' footings, piers, bents, columns, abutments, and super -structures, including girders and beams, floor slabs, and concrete railings. Seal concrete shall be used for concrete deposited under water. ' 301-2.4 CLASSIFICATION AND PROPORTIONING: A. Mix Design: 1. The concrete mixture shall be proportioned to insure a workable and durable concrete for the various classes, as specified in Table 301-1. For all classes of concrete except B and B(AE), the concrete materials shall be proportioned as determined by the Engineer I I TS -301-8 Copyright O 1996 Grafton, Tull & Associates, Inc. using the Absolute Volumes method requirements for the Class specified. The Engineer will not perform any pre -bid testing of materials. will be the Contractor's responsibility to locate acceptable mat in the Plans or Special The Contractor will not perform any pre -bid testing of materials. will be the Contractors responsibility to locate acceptable mate sources unless the SOL in the Plans or Special The Contractor shall make available to the engineer all aggregates, cement, and additives which he proposes to use in the mix sufficiently in advance of the first pour to allow for review of the Concrete Mix Design. The Contractor and/or his concrete supplier will establish a mix design which will be suitable for each class of concrete, except B and B(AE), to be supplied for the Project. The mix design for each class of concrete shall be approved by the Engineer and will remain in effect unless modified in writing by the Engineer. Copyright © 1996 Tull & Associates, Inc. TABLE 301-1 CLASS OF CONCRETE CHARACTERISTIC A A(AE) B B(AE) S S(AE) Seal Minimum 2100 2100 3000 3000 3500 4000 2100 Compressive Strength (psi at 28 days) Minimum Cement 5.5 5.5 * * 6.5 6.5 6.0 Factor (bags per cu. yd) Maximum Net 6.5 6.5 5.5 5.5 6.5 Water Content Per Bag (94 Ib) of Cement (Gallons) Slump Range 1-4 1-4 1-4 1-4 1-4 1-4 4-8 (Inches) Air Content — 5±2 -- 5±2 -- 5±2 — Range (%) * As determined by trial batch. Maximum water -cement ratio is 0.49. In addition, Class B and B(ae) shall obtain 3500 psi compressive strength in the trial batch at 90 days. Class S or S(AE) concrete for use in prestressed concrete members shall have a minimum compressive strength of 5000 psi (28 days) or as shown on the Plans. The maximum size of coarse aggregate shall be 1 inch. TS -301-10 Copyright © 1996 Grafton, Tull & Associates, Inc. I ' 2. Class B and B(AE: The Contractor shall develop a trial batch for Class B or B(AE) concrete. The mix design shall produce a ' workable and durable concrete with the strength requirements specified in Table 301-1 and shall have a low heat of hydration when placed in large quantities. the materials shall be proportioned and test specimens submitted to the Engineer for testing and approval. Several mixes may be submitted, and the mix to be used on the job chosen from the results. Approved ' admixtures must be included in the trial batch. Fly ash, if approved in writing by the Engineer, conforming to ASTM C 618 may be substituted for a part of the type II Cement not to exceed 120 ' pounds per cubic yard, and shall be included in the calculation of the water -cement ratio. Ninety -day test specimens will be required for the trial batch. For construction purposes, the sampling and testing will comply with standard procedures for sampling and testing. IB. Trial Batches: Mix designs proposed by the Engineer or the Contractor for all Class S(AE) concrete shall be tested by trial batches using the t specific materials, including admixtures that are intended for use on the job. The Contractor shall prepare a batch of at least 2 cubic yards. This batch shall be sampled and tested by the Engineer for compliance with ' the specifications for slump, air content, and compressive strength. A mix design may be approved with respect to compressive strength when at least two test cylinders show the minimum required strength value at any age between 7 days and 28 days, inclusive. In lieu of the above procedure, the Contractor may prepare trial batches in a laboratory in accordance with AASHTO T 126. These trial batches shall be accomplished by the Contractor under the observation of the ' Engineer. Sampling and testing will be conducted by the Engineer. With the approval of the Engineer, the Contractor may retain an ' independent laboratory or a Registered Professional Engineer to prepare and test trial batches. In this case, trial batch information and laboratory results shall be furnished to the Engineer along with a statement certifying ' that the testing was performed in accordance with the Specifications. All trial batches required by these Specifications or developed at the ' option of the Contractor shall be accomplished by the Contractor and shall be subject to the review and approval of the Engineer. IC. Compressive strengths for all classes of concrete will be determined from test cylinders made in accordance with AASHTO T 23. If the strength ' TS -301-11 Copyright © 1996 Crafton, Tull & Associates, Inc. 1 I required for the class of concrete being produced is not obtained with the minimum cement content specified, additional cement shall be used at no extra cost to the Owner. When air -entrained concrete is specified, the air -entrainment shall be accomplished by adding to the mixing water the proper amount of air -entraining agent in solution. The Contractor shall determine the amount of admixture required to produce an air content within the range ' specified. The amount of air entraining agent shall be adjusted by the Contractor during production as necessary to keep the air content within the range specified. D. Fly Ash: Fly ash may be used, if approved in writing by the Engineer, as a partial replacement not exceeding 25 percent by weight for the cement in all classes of concrete except Class B or B(AE) concrete. Class B or B(AE) concrete shall meet the requirements specified in 401-2.4(B) ' above. Mixtures with fly ash shall meet the same requirements as mixtures without fly ash. Fly ash will not be allowed as a substitute for high early strength or blended cements. Class F fly ash shall not be used ' in bridge deck concrete placed between October 15 and April 1. When fly ash is used, the total weight of both cement and fly ash will be used in design calculations. When the Contractor elects to use fly ash as a partial replacement for the cement in Class S or Class S(AE) concrete, the proposed mix design shall be tested by the preparation and testing of trial batches in accordance with 301-2.4(B) above. Trial batches will not be required for Class A or Class A(AE) concrete. ' 301-2.5 SAMPLING AND TESTING: During the progress of work, concrete test specimens will be made by an approved testing laboratory. Slump will be determined using AASHTO T 119. Air content will be determined using AASHTO T 152. Compressive strength specimens will be made in accordance with AASHTO T 23 and tested in accordance with AASHTO T 22. Specimens for determining when forms may be removed, when a structure may be put in service, or when concrete piling may be driven will be cured, as early as practicable, in the same manner as the concrete in the structure and in accordance with AASHTO T 23. ' TS -301-12 Copyright © 1996 Grafton, Tull & Associates, Inc. I ' Materials will be measured by weighing, except as otherwise specified or where other methods are specifically authorized by the Engineer. Aggregates shall be measured separately and accurately by weight. Measuring devices shall be operated in a manner which will consistently weigh the cement within ±1 % and the individual aggregates within ±2% of the required weight. Measuring devices shall be so designed and plainly 1 marked that the weights can be accurately and conveniently verified for the quantities of each component actually being used. ' Cement in standard packages (sack) need not be weighed, but bulk cement shall be weighed. IThe mixing water shall be measured by weight or by volume. The water measuring device shall be accurate to within 1 %. Scales shall be satisfactory to the Engineer and shall be inspected, adjusted, and certified. ' Where volumetric measurements are authorized by the Engineer for the projects where the amount of concrete is small, the weight proportions ' shall be converted to equivalent volumetric proportions. In such cases, suitable allowance shall be made for variations in the moisture condition of the aggregate, including the bulk effect in the fine aggregate. ' When the aggregates contain more water than the quantity necessary to produce a saturated surface -dry condition, representative samples shall be taken and the moisture content determined for each kind of aggregate. 301-2.7 MIXING CONCRETE: Concrete shall be thoroughly mixed in a mixer of an approved size and type which will insure a uniform distribution of the materials throughout the mass. ' The concrete shall be mixed only in the quantity required for immediate use. Concrete that has developed an initial set shall not be used. Re -tempering concrete will not be permitted. ' Concrete may be proportioned and mixed in a stationary central plant and hauled to the point of delivery in agitator trucks of approved type or in ' non -agitating equipment, when approved by the Engineer; proportioned in a stationary central plant and mixed in approved transit mix trucks enroute ' TS -301-13 Copyright © 1996 Grafton, Tull & Associates, Inc. I I. to the point of delivery; or mixed completely in transit mix trucks at the point of delivery, following the addition of mixing water. The Engineer shall be furnished the Manufacturer's rated capacity of each mixer and agitator, along with the recommended speed of rotation for the various uses of each mixer. Truck mixers and agitators shall be equipped with means by which the number of revolutions of the drum, blades, or paddles may be readily verified. Mixers and agitators shall not be charged in excess of the Manufacturer's rated capacity. Concrete shall be delivered and discharged from the truck mixer or agitator into the forms within 1-1/2 hours after the introduction of the mixing water to the cement. In hot weather, or under other conditions ' contributing to quick setting the cement, the maximum allowable time may be reduced by the Engineer. Each batch shall be accompanied by a time slip issued at the batch plant. Plants and transit mix trucks shall be equipped with adequate water storage and a device for accurately measuring and controlling the amount ' of water used in each batch. When a stationary mixer is used, a mechanical means shall be provided for automatically preventing the discharge of the mixer until the materials have been mixed for a period of not less than one minute. Truck mixers shall be capable of combining the ingredients of the ' concrete into a thoroughly mixed and uniform mass, and of discharging the concrete within the specified range of consistency. The concrete shall be mixed not less than 70 nor more than 100 revolutions of the drum or blades at the rate of rotation specified by the Manufacturer as the mixing speed. The pick-up and throw -over blades in the drum of all mixers shall be maintained in satisfactory condition to assure thoroughly mixed concrete. Agitators shall be capable of maintaining the concrete in a thoroughly mixed and uniform mass of discharging the concrete within the specified range of consistency. t I I When approved in writing by the Engineer, concrete may be transported in approved non -agitating equipment. Bodies of this equipment shall be smooth, watertight, metal containers equipped with gates that will permit control of the discharge of the concrete. Covers shall be provided for protection against the weather. The concrete shall be delivered in a thoroughly mixed and uniform mass and discharged within the specified TS -301-14 Copyright © 1996 Grafton, Tull & Associates, Inc. r I I I I El L There shall be sufficient capacity and transporting equipment to insure ' continuous concrete delivery at the rate required. If the concrete furnished produces erratic results relative to consistency, strength, or time of initial or final set, the Contractor shall cease the use of that concrete until corrections are made to insure work of the specified quality. 301-2.8 HANDLING AND PLACING CONCRETE: 1 A. General: The Contractor shall provide sufficient supervision, manpower, equipment, tools, and materials to assure proper ' production, delivery, placement, and finishing of the concrete for each placement in accordance with the minimum placement rates as specified herein. ' Placement Sizes Minimum Placement Rate Cubic Yards Cubic Yards Per Hour 0-25 15 25-50 20 ' 50-75 25 Over 75 30 range of consistency. Placement in forms shall be completed within 30 minutes after introduction of the mixing water to the cement. Concrete shall be mixed according to the Mixer Manufacturer's Specifications in order to obtain an acceptable mass of concrete. During the period of mixing, the mixer shall operate at the Manufacturer's recommended mixing speed. Additional mixing, if any, shall be at the speed designated by the Manufacturer of the equipment as agitating speed. If additional mixing water is required to maintain the specified slump, and is added with the permission of the Engineer, approximately 20 revolutions of the mixer drum at mixing speed shall be required before discharge of any concrete. The entire contents of the mixer, including wash water, shall be removed from the drum before the addition of materials for a succeeding batch. The interval between batches of concrete shall not exceed 20 minutes. ' TS -301-15 Copyright © 1996 Grafton, Tull & Associates, Inc. I IIf the Contractor fails to meet the minimum placement rate, the Engineer may reject the work. Further placements of a similar 1 nature and size will not be permitted until corrective measures have been taken to assure the Engineer that the minimum placement rate will be met. In preparation for the placing of concrete, construction debris and extraneous matter shall be removed from the interior of forms. ' Struts, stays, and braces, serving temporarily to hold the forms in correct shape and alignment pending the placing of concrete, shall be removed when the concrete placement has reached an elevation rendering their service unnecessary. I1. Conveying: Concrete shall be placed to avoid segregation of the materials and the displacement of the reinforcement. The use of long troughs, chutes, and pipes for conveying ' the concrete to the forms will be permitted only when authorized by the Engineer. In case of inferior quality of concrete is produced by the use of such conveyors, the ' Contractor shall, without notice from the Engineer, cease the use of that conveyor until such corrections in procedure are made to insure work of the quality specified. Open troughs and chutes shall be of metal or metal lined. Where steep slopes are required, the chutes shall be ' equipped with baffles or be in short lengths that reverse the direction of movement. Aluminum chutes, troughs, and pipes shall not be used for depositing concrete. Chutes, troughs, and pipes shall be kept clean and free from coatings of hardened concrete by thoroughly flushing with water after each run. Water used for flushing shall be discharged clear of the structure. When placing operations involve dropping the concrete more than 5', it shall be deposited through approved pipes. ' Walls of 10" thickness or less may be placed without the use of pipes, provided the concrete can be placed without segregation. 2. Placing: Concrete shall be placed in horizontal layers not more than 18" thick except as hereinafter provided. When ' less than a complete layer is placed, it shall be terminated in a vertical bulkhead. Each layer shall be placed and ' TS -301-16 Copyright ® 1996 Crafton, Tull & Associates, Inc. r L I H I T 1 I I r 1 L I I I I I I consolidated before the preceding batch has taken initial set to prevent injury to the green concrete and avoid surfaces of separation between the batches. Each layer shall be consolidated so as to avoid the formation of a construction joint with a preceding layer which has not taken initial set. Concrete in footings shall be placed in the dry unless natural conditions prohibit. In that case, concrete shall be placed in accordance with a dewatered enclosure. Pumping from the interior of any foundation enclosure shall be performed in such a manner as to prevent the movement of water through the fresh concrete. No pumping will be permitted during the placing of concrete unless it is performed from a suitable sump separated from the concrete work. The pumping shall continue until the placement of the concrete is complete. In order to separate water from the concrete, it will be permissible to utilize polyethylene sheeting or tarpaulins to maintain a physical barrier between the water and the concrete. When the placing of concrete is temporarily discontinued, the concrete, after becoming firm enough to retain its form, shall be cleaned of laitance and other objectionable material to a sufficient depth to expose sound concrete. To avoid visible joints as far as possible upon exposed faces, the top surface of the concrete adjacent to the forms shall be smoothed with a trowel. Where a "feather edge" might be produced at a construction joint, an inset form shall be used to produce an edge thickness of not less than 6 inches. Immediately following the discontinuance of placing concrete, accumulations of mortar splashed upon the reinforcing steel and the surfaces of forms should be removed. Dried mortar chips and dust shall not be puddled into the concrete. If the accumulations are not removed prior to the concrete becoming set, care shall be exercised not to damage or break the concrete -steel bond at or near the surface of the concrete while cleaning reinforcing steel. After initial set of the concrete, the forms shall not be jarred and no strain shall be placed on the ends of projecting reinforcing bars. TS -301-17 Copyright m 1996 Grafton, Tull & Associates, Inc. I ' 3. Consolidating: All concrete, except seal concrete, during and immediately after depositing shall be thoroughly consolidated. This shall be accomplished by mechanical vibration subject to the following provisions: ' a. The vibration shall be internal unless special authorization of other methods is given by the Engineer. b. Vibrators shall be of a type and design approved by the Engineer. They shall be capable of transmitting 1 vibration to the concrete at rated frequencies of not less than 4500 impulses per minute. c. The intensity of vibration shall be such as to visibly affect a mass of concrete over a radius of at least 18 ' inches. d. The Contractor shall provide a sufficient number of ' vibrators to properly compact each batch immediately after it is placed in the forms and shall have in reserve at all time sufficient vibratory equipment to ' guard against shutdown of the work because of the failure of equipment in operation. ' e. Vibrators shall be manipulated to thoroughly work the concrete around the reinforcement and embedded fixtures and into the comers and angles of the forms. Vibration shall be applied at the point of deposit and in the area of freshly deposited concrete. The 'vibrators shall be inserted and withdrawn out of the concrete slowly. The vibration shall be of sufficient duration and intensity to thoroughly consolidate the concrete, but shall not be continued so as to cause segregation. Vibration shall not be continued at any I one point to the extent that localized areas of grout are formed. ' Application of vibrators shall be at points uniformly spaced and not farther apart than twice the radius over which the vibration is visibly effective. 1 ' TS -301-18 Copyright © 1996 Grafton, Tull & Associates, Inc. 1 I I I [TI I I I 1 I F I [J I I I I I Vibration shall not be applied directly or through the reinforcement to sections or layers of concrete which have hardened to the degree that the concrete ceases to be plastic under vibration. It shall not be used to make concrete flow in the forms over distances so great as to cause segregation, and vibrators shall not be used to transport concrete in the forms. When epoxy coated reinforcing steel is used. The Contractor shall exercise caution when placing and vibrating concrete to prevent any damage to epoxy coated bars. In order to prevent the vibrator from damaging the coated bars, the head shall be covered with a sheet of rubber or a similar material as approved by the Engineer. g. Vibration shall be supplemented by such spading as is necessary to insure smooth surfaces and dense concrete along form surfaces and in comers and locations impossible to reach with the vibrators. h. These provisions shall apply to precast products except that, if approved by the Engineer, the Manufacturer's methods of vibration may be used. B. Box Culverts: Concrete in walls and top slabs shall not be placed less than 24 hours after the concrete in previous placements has set. Provision shall be made for bonding the walls to the bottom slab or footing and the top slab to the walls by means of roughened longitudinal keys. Before concrete is placed in the walls or top slabs, the bottom slab, footing, or walls shall be thoroughly cleaned of extraneous material and the surface bond prepared in accordance with Subsection 301-2.11. No horizontal construction joints will be allowed in any wall of a box culvert unless provided on the Plans or approved by the Engineer. However, in the construction of box culverts 6' or less in height, the walls and top slab may be constructed as a monolith. C. Bridge Substructures: Concrete in columns shall not be placed less than 24 hours after the concrete in footings has set and shall be placed in one continuous operation, unless otherwise directed. The concrete shall be allowed to set at least 24 hours before the caps are placed. When friction collars or column dowels are used TS -301-19 Copyright © 1996 Crafton, Tull & Associates, Inc. I I I I n Li I 1 I [J I I I I to support cap forms, the concrete for the columns shall have a minimum compressive strength of 3500 psi before the concrete is placed for the cap. Unless otherwise permitted by the Engineer, no concrete shall be placed in the superstructure until the column forms have been stripped sufficiently to determine the character of the concrete in the columns With proper handling to avoid damage to the concrete, and at the option of the Contractor, structural steel may be erected 48 hours after completion of the caps. Depositing of concrete in the deck that will be place dead load on the cap will not be permitted until the cap has been in place at least 7 days and has the minimum specified compressive strength. D. Bridge Superstructures: For concrete in bridge deck slabs, when a longitudinal concrete strike -off is used, the rate of placement and consolidation shall be adequate to assure that no concrete will take its initial set before the entire placement is complete. Sufficient concrete shall be placed ahead of the strike -off to fully load the beam or girder prior to strike -off. When a transverse concrete strike -off is used, the rate of placement and consolidation shall be adequate to assure that no concrete will take its initial set closer than 100' behind the strike -off. This may require the use of a retarding agent. Concrete shall be deposited in a manner which will insure uniform loading of the span. For continuous spans, the concrete placing sequence shall be shown in the Plans. Concrete in slab spans shall be placed in one continuous operation for each span unless otherwise provided. ' Concrete in girders shall be deposited uniformly for the full length of the girder and brought up evenly in horizontal layers. Concrete in girder haunches less than 3' in height shall be placed at the same time as that in the girder stem, and the columns or abutment tops shall be cut back to form seats for the haunches. Whenever any haunch of fillet has a vertical height of 3' or more, the abutment ' or columns, the haunch, and the girder shall be placed in three successive stages; first, up to the lower side of the haunch; second, to the lower side of the girder; and third, to completion. 1 I TS -301-20 Copyright © 1996 Crafton, Tull & Associates, Inc. L L. I I I I IJ For haunched continuous girders, the girder stem (including haunch) shall be placed to the top of stem. Where the size of the member is such that it cannot be made in one placement, vertical construction joints shall preferably be located within the area of contraflexure. Concrete T -beam or deck girder spans may be placed in one continuous operation. Concrete in parapet or barrier walls, curbs, and sidewalls which are not placed monolithically with the deck slab shall not be placed less than 72 hours after the concrete in the deck slab has set. ' E. Concrete Placement Intervals: Use of the minimum time intervals and compressive strengths provided above relative to expediting of subsequent concrete placements shall in no way relieve the ' Contractor of the responsibility for attaining the minimum compressive strengths for the class of concrete specified. 301-2.9 PUMPING: Concrete may be placed by pumping. The equipment for pumping shall ' be arranged and operated so that no vibrations result which might damage freshly placed concrete. The Contractor will be permitted to furnish coarse aggregate for concrete which is to be pumped in a size smaller than that specified for the appropriate class in Subsection 301-2.4 provided that a suitable mix can be produced which will conform to the requirements for the class specified. Where concrete is conveyed and placed by mechanically applied pressure, the equipment shall be adequate in capacity for the work. The ' operation of the pump shall be such that a continuous stream of concrete without air pockets is produced. When pumping is completed, the concrete remaining in the pipe, if it is to be used, shall be ejected in such ' a manner that there will be no contamination of the concrete or separation of the ingredients. ' Concrete for slump and air content requirements shall be obtained at the discharge end of the pipe. I The use of aluminum pipe as a conveyance for the concrete will not be permitted. ' TS -301-21 Copyright© 1996 Crafton, Tull & Associates, Inc. I Concrete shall not be deposited in water except where shown on the Plans or with the approval of the Engineer. Concrete deposited in water shall be Seal Concrete. ' The supply of concrete shall be maintained at the rate necessary to raise the elevation over the entire seal by a minimum of 1' per hour or an ' approved retarder shall be used as necessary for lesser placement rates. For parts of structures under water, seal concrete shall be placed continuously from start to finish. The surface of the concrete shall be kept as nearly horizontal as practicable. The Contractor shall provide equipment and personnel to sound the top of the seal in the presence of the Inspector in order to verify the location of the seal at all times. Previously placed seal concrete shall not have taken its initial set prior to ' the placement of adjacent concrete. Concrete shall be carefully placed by means of a tremie or other ' approved method. Still water shall be maintained at the point of deposit. Concrete shall be deposited in such a manner that the planned horizontal concrete flow shall be no more than 15 feet. This shall be accomplished ' by locating the points of deposit in such a manner as to provide for a maximum flow distance of 15 feet. IA tremie shall consist of a tube having a diameter of not less than 10", constructed in sections having flanged couplings fitted with gaskets and an approved foot valve. The tremie shall be supported so as to permit rapid lowering when necessary to retard or stop the flow of concrete. The discharge end shall be closed at the start of the work so as to prevent water entering the tube and shall be entirely sealed. The tremie tube shall be kept sufficiently full to prevent the loss of the concrete seal. When a batch is dumped into the tube, the flow of concrete shall be ' induced by slightly raising the discharge end, always keeping it in the deposited concrete. If at any time the seal is lost, the tremie shall be raised, the discharge end closed for a new start and then lowered into position with the discharge end in the previously deposited concrete. Aluminum tremies will not be permitted. 'De -watering may proceed when the seal concrete has been allowed to cure for a minimum of 72 hours at a water temperature above 45 degrees F. All laitance or other unsatisfactory materials shall be removed from the exposed surfaces which are to support other structural loads. TS -301-22 Copyright © 1996 Grafton, lull & Associates, Inc. 1 I ' Prior to the placement, the Contractor shall advise the Engineer of his methods for complying with these requirements. 301-2.11 CONSTRUCTION JOINTS: A. General: Construction joints shall be made only where located on Plans or shown in the Placement Schedule, unless otherwise approved by the Engineer. ' Before depositing new concrete on or against concrete which has ' hardened, the forms shall be re -tightened. The placing of concrete shall be carried continuously from joint to joint. The face edges of all joints which are exposed to view shall be carefully finished true to line and elevation. ' If not detailed on the Plans, or in the case ofemergency, construction joints shall be placed as directed by the Engineer. Shear keys or inclined reinforcement shall be used where necessary to transmit shear or bond ' the two sections together. Where shear keys or inclined reinforcement is not provided, the concrete shall be roughened as directed. B. Bow: The surface of the hardened concrete shall be roughened in a manner that will not leave loosened particles of aggregates or damaged concrete at the surface. It shall be thoroughly cleaned of foreign matter and laitance, and saturated with water. 301-2.12 FALSEWORK: Details for each unit of falsework construction for bridge span and overhang support systems, complete with dimensions, design calculations, and kind and condition of materials, shall be submitted to the Engineer prior to construction for informational and record purposes. ' These details shall be prepared and/or approved by a Registered Professional Engineer. Construction of the falsework shall be in accordance with the details submitted to the Engineer for informational ' purposes. The Contractor shall be responsible for the results obtained by the use of the falsework design. ' For designing falsework, a weight of 150 pounds per cubic foot shall be assumed for green concrete. All falsework shall be designed and constructed to provide the necessary rigidity and to support the loads ' without appreciable settlement or deformation. Falsework shall be set to give the finished structure the camber specified. I TS -301-23 Copyright © 1996 Grafton, Tull & Associates, Inc. I ' Falsework which cannot be founded on a satisfactory footing shall be supported on piling which shall be spaced, driven, and removed as specified in the Contractor's falsework details. 301-2.13 FORMS: A. Standard Forms: Forms shall be mortar -tight and of sufficient rigidity to prevent distortion due to the pressure of the concrete and other loads ' incident to the construction operations. Forms shall be constructed and maintained so as to prevent warping and the opening of joints due to ' shrinkage of the lumber. The forms shall be substantial and unyielding and shall be so designed that the finished concrete will conform to the proper dimensions and contours. The design of the forms shall take into account the effect of vibration of concrete as it is placed. ' Forms for exposed surfaces shall be made of dressed lumber or plywood of uniform thickness, steel, or other approved materials which will provide a smooth surface, and shall be mortar -tight. Forms shall have a 3/4" fillet at all sharp corners unless otherwise directed. In the case of projections, such as girders and copings, forms shall be given a bevel or draft to insure easy removal. Metal snap -ties within the forms shall be so constructed as to permit their removal to a depth of at least 1" from the face of the concrete. Fittings for metal snap -ties shall be of such design that, upon removal, the cavities which are left will be of the smallest possible size. Metal inserts or anchorages within the forms shall be so constructed as to permit their removal to a depth of at least 1" from the face of the concrete or be covered by being embedded a minimum of 1" in the concrete. In case ordinary wire ties are permitted, all wires, upon removal of the forms, ' shall be cut back at least 1/4" from the face of the concrete. All cavities shall be filled with cement mortar and the surface left sound, ' smooth, even, and uniform in color. Forms shall be set and maintained true to the line designated until the ' concrete is sufficiently hardened. Before depositing new concrete on or against concrete which has hardened, the forms shall be re -tightened. Forms shall remain in place for the periods specified in Subsection 301-2.14. When forms appear to be unsatisfactory in any way, either TS -301-24 Copyright ® 1996 Grafton, Tull & Associates, Inc. 1 I I I I I I I I I I I I I All material and elements of the permanent steel deck form units shall be ' fabricated from steel conforming to ASTM A 446 (Grades A through E) having a coating class of G 165 according to ASTM A 525. Thickness before or during the placing of concrete, the Engineer shall order the work stopped until the defects have been corrected. The shape, strength, rigidity, watertightness, and surface smoothness of re -used forms shall be maintained at all times. Any warped or bulged lumber must be re -sized before being re -used. For narrow walls and columns, where the bottom of the module is inaccessible, the lower portions of the forms shall be so constructed to facilitate cleaning out of extraneous material immediately before placing the concrete. Forms shall be cleaned before being set to line and grade and shall be oiled prior to placing reinforcing steel in the vicinity of the forms. Materials or methods used in oiling the forms shall not result in the discoloration of the concrete. In lieu of the conventional stationary forms, concrete parapet rail may be constructed by using an extrusion machine or other equipment specifically designed for constructing cast -in -place concrete parapet rail, provided the finished barrier is true to line and grade and the concrete is properly consolidated. B. Permanent Steel Deck Forms: An approved type of galvanized steel form, complying with the requirements shown on the Plans and these Specifications, may be used as an alternate to conventional removable forms for forming the bridge deck between the exterior beams or girders. These forms shall be designed to provide not less than the minimum concrete cover shown on the Plans for all reinforcing bars in the bottom of the slabs. The effective design depth of slab shall be maintained over the entire area of the deck. Provision shall be made to provide encasement of top flanges of beams or girders in compression except where shear connectors are provided. Detailed plans of proposed permanent steel deck forms shall be submitted to and approved by the Engineer before work of forming the bridge deck is started. The approval of the Contractor's Plans shall not be considered as relieving the Contractor of any responsibility for the results obtained by the use of these approved Plans. Construction shall be in accordance with the approved Plans. I TS -301-25 Copyright © 1996 Grafton, Tull & Associates, Inc. I I I I I I I I and grade of form sheets and form supports shall be designated on the Shop Drawings. In no case shall thickness be less than 22 gauge for sheets and 16 gauge for form supports. Permanent steel forms shall be designed on the basis of the dead load of the form, reinforcement, and the plastic concrete plus 50 psf for construction loads. Unit working stresses shall be in accordance with the standard specifications for construction loads and the unit stress in the steel sheet shall be not more than 0.725 of the specified minimum yield strength of the material furnished but not to exceed 36,000 psi. Maximum deflection shall be calculated using the weight of plastic concrete, reinforcement, and forms, or 120 psf, whichever is greater. Maximum deflection shall not exceed 1/180 of the form span or 1/2" whichever is less. The form span for design and deflection shall be the clear distance between supports plus 2", but not less than the clear distance between the flanges of the supporting beams less 4" measured parallel to the form flutes. Physical design properties shall be computed in accordance with requirements of the latest edition of AISI Specifications for the Design of Cold -Formed Steel Structural Members. All reinforcement shall have a minimum concrete cover of 1 inch. Bars in the bottom layer of the main reinforcement shall be approximately centered over the valleys of the forms when necessary to achieve the ' minimum 1" concrete cover. The distance from the top of the slab to the bottom layer of main slab reinforcement shall be not less than that shown on the Plans. I Il I I I J I Permanent steel forms should not be used in panels where longitudinal slab construction joints are located between stringers. All forms shall be installed in accordance with detailed fabrication plans submitted to the Engineer for approval. The fabrication plans shall clearly indicate locations and methods of attachment where the forms are supported by steel beam flanges subject to tensile stresses and without shear connectors. Form sheets shall not be permitted to rest directly on the top of the stringer or floor beam flanges. Sheets shall be securely fastened to form supports and shall have a minimum bearing length of 1" at each end. Form supports shall be placed in direct contact with the flange or stringer or floor beam. All attachments shall be made by welds, bolts, clips, or other approved means. However, welding of form supports to flanges of TS -301-26 Copyright © 1996 Grafton, Tull & Associates, Inc. J ' steels other than ASTM A 36, A 441, A 588, and A 572 of a weldable grade and to those portions of a flange subject to tensile stresses shall ' not be permitted. Welding shall be accomplished by certified welders and in accordance with ANSI/AASHTO/AWS D1.5-88. Except that 1/8" fillet welds will be permitted. ' Provisions shall be made to keep the panels at an acceptable temperature before placement of concrete. Calcium Chloride or any other admixture containing chloride salts shall ' not be used in the concrete placed on permanent steel deck forms. After the deck concrete has been placed for a minimum of 2 days, the following inspection procedure shall be followed: The forms shall be tested for soundness of the concrete and bonding of the forms to the concrete by striking the form a sharp blow with a geologist hammer. As a minimum, the forms shall be struck at 10' intervals parallel to and 6" from the edge of the steel beam, and at 10' intervals along the centerline of each bay between the beams in an X pattern with those along the beams, and at random points on a semicircle or circle, as applicable, with approximately 2' radius from the above points. They shall be struck in other places as directed by the Engineer to define any suspicious or defective area. Areas where efflorescence is evident shall be thoroughly investigated. ' The Contractor shall furnish all facilities such as ladders, scaffolding, etc., that will provide for a thorough inspection of the forms. ' The striking of the forms shall be accomplished in such a manner and at a time that the sound is clearly audible. Properly bonded sheets attached to sound concrete will emit a clear rig when struck a sharp blow with a hammer. Honeycomb concrete and/or unbonded areas will give a ' different sound such as a thud or clatter. The forms shall be removed full width between beams whenever the Engineer suspects that honeycomb or unbonded areas exist so that the Engineer may make a visual A examination of the concrete surface. Any defective concrete shall be repaired to match the adjacent concrete to the satisfaction of the Engineer. ' Where the use of the hammer as a testing device is neither practical nor feasible, the forms may be tested after the deck has been placed a ' minimum of 10 days using a rifle firing 22 caliber short special gallery type ammunition in lieu of the hammer. The angle of incidence between the I. TS -301-27 Copyright © 1996 Grafton, Tull & Associates, Inc. I I plane normal to the forms and the trajectory of the bullet shall be held to a minimum. _ If sheets are properly bonded to sound concrete, a very light dent will be made in the metal and the spelter coating will not be damaged. A plainly visible bright spot will remain around the dent. If a small void or slight honeycomb exists behind the form, a deep dent, with metal cracked in the bottom of dent, will result. ' If honeycomb exists, a clean hole approximately 114" in diameter will result. The actual depth of void can be seen when viewed through a transit or telescopic sights, Where this is the case, the form shall be ' removed full width between beams so that the Engineer may make a visual examination of the concrete surface. Any defective concrete shall be repaired to match the adjacent concrete to the satisfaction of the ' Engineer. The amount of sounding and form removal may be reduced at the I Engineer's discretion, after a substantial amount of slab has been constructed and inspected, if the Contractor's methods of construction and the results of the inspections as outlined above indicate that sound concrete is being obtained throughout. If the Contractor varies his procedures significantly, the initial inspection procedure shall be used to verify that the new conditions are yielding desirable results. Any forms which must be removed because of unsatisfactory test results shall be removed by a metal saw or air -carbon -arc gouging with minimum damage to the concrete. The cut in the forms parallel t the corrugations shall be located in a non -horizontal lap section of the corrugation. The cuts parallel to the beam shall be through the supporting angles taking ' care not to damage the structural steel beams. All concrete which is found defective or is damaged in removing a section ' of the form for inspection shall be repaired to match the adjacent concrete in section and color. All repair work shall be completed to the satisfaction of the Engineer. ' Payment for forms will be made and fully covered under the unit price bid for superstructure concrete. No direct or additional payment of any kind ' will be made because of the use of these forms. Payment will be made for Class S(AE) concrete in place in the bridge decks on the basis of the ' TS -301-28 Copyright © 1996 Grafton, Tull & Associates, Inc. I ' thickness specified on the Plans not including any excess thickness used and not including any concrete in portions of haunches which may be omitted because of the use of these forms. 301-2.14 REMOVAL OF FALSEWORK AND FORMS: ' In the determination of the time for the removal of falsework and forms and the discontinuance of heating, consideration shall be given to the location and character of the structure, the weather and other conditions influencing the setting of the concrete, and the materials used in the mix. Removal of falsework and forms shall be in accordance with the following schedule: ' Minimum Strength Time Requirement ' Bottom Forms for Deck Slabs, 7 days Min. Spec. ' Beams, and Caps Top Slabs of RC Box Culverts 7 days 80% Spec. ' Forms for Columns and 24 hours N/A Vertical Walls ' Side Forms for Footings, 12 hours N/A Beams, and Caps ' Side Forms for Parapets, Median 6 hours N/A Barriers, and Curb Faces ' Forms on surfaces which will require a Class 2 finish in accordance with Subsection 301-2.18 shall be removed at the earliest time permitted under these Specifications in order to begin finishing operations. ' Forms and their supports shall not be removed without the approval of the Engineer. Supports shall be removed in such a manner as to permit the ' concrete to uniformly and gradually take the stresses due to its own weight. Methods of form removal likely to cause overstressing of or damage to the concrete shall not be used. TS -301-29 Copyright © 1996 Grafton, Tull & Associates, Inc. I CONCRETE: When the ambient temperature at the placement site is 85 degrees F. and rising, an approved retarding agent shall be required in all concrete used ' in bridge superstructures. A retarding agent will not be required in concrete used for bridge deck curb, parapet, railing, posts, sidewalks, or median treatment provided they are not placed monolithically with the deck itself. When the internal temperature of the plastic concrete in bridge decks reaches 85 degrees F., the Contractor shall take the necessary precautions to insure that the temperature of succeeding batches does ' not exceed 90 degrees F. Concrete batches with temperatures in excess of 90 degrees F. will be rejected. This method used to control the concrete temperature shall be approved in writing by the Engineer. The ' temperature of the plastic concrete shall be determined immediately prior to its being deposited in the forms by inserting a thermometer to a depth consistent with the capabilities of the thermometer being used to obtain a ' true reading. Prior to beginning placement, the Contractor shall insure that sufficient materials, labor, and equipment are available during placement to implement the previously approved cooling process. The maximum mix temperature for all Class B and B(AE) concrete at time of placing shall be 75 degrees F. This requirement will be strictly adhered Ito and any concrete delivered to the job site which does not meet this provision will be rejected. Methods used to meet this requirement shall be submitted to the Engineer for approval. Methods that may be used to ' meet this provision include using ice in the mixing water, storing cement and aggregates in cool or shaded locations, and/or watering down of coarse aggregates. Cooling by watering of fine aggregates will not be allowed. ' No concrete shall be placed unless the temperature of the concrete is more than 50 degrees F. when placed. If heating of the ingredients is necessary to meet this criterion, it shall be accomplished by a method ' such as dry heat or steam and not by direct flame. Water shall not be heated to more than 180 degrees F., and shall be combined with the aggregate before the addition of cement. Frozen aggregates may not be used. After concrete is placed, it shall be protected by insulated forms, blankets, enclosing and heating, and/or any other method approved by the ' TS -301-30 Copyright © 1996 Grafton, Tull & Associates, Inc. I Engineer which will maintain the temperature adjacent to the concrete at a minimum of 50 degrees F. for at least 5 days. For Class B and B(AE) concrete, forms shall remain in place 4 days after placing any time the temperature is below 40 degrees F. or forecast to drop below 40 degrees F. In addition, exposed top surfaces of the concrete shall be protected with an insulated blanket. The surface of the concrete shall not be saturated when it is exposed to freezing air ' temperatures. The Contractor shall have available and ready for immediate use 'sufficient materials and equipment for maintaining the temperature of the concrete as required above. Concrete that has been frozen or damaged due to weather conditions shall be removed and replaced by the Contractor at no cost to the Owner. ' 301-2.16 CURING CONCRETE FOR STRUCTURES: IA. Materials: Materials used in curing concrete shall conform to one of the following types: 1. Burlap -polyethylene sheeting shall meet the requirements of AASHTO M 171. 2. Polyethylene sheeting shall meet the requirements of AASHTO M 171. ' 3. Copolymer/synthetic blanket shall meet the requirements of AASHTO M 171. Copolymer/synthetic blankets shall be a ' composite of a copolymer membrane material coated over a layer of absorbend nonwoven synethic fabric weighing at least 6 ounches per square yard, uniform in appearance, and free from visible defects. 4. Other approved sheeting materials shall meet the requirements of ' AASHTO M 171. 5. Membrane curing compound shall meet the requirements of AASHTO M 148 of the type approved by the Engineer. B. Application: The exposed concrete, immediately after finishing, shall be ' covered with one of the curing materials listed above and shall be kept continuously and thoroughly wet for a period of not less than 5 days after I TS -301-31 Copyright © 1996 Crafton, Tull & Associates, Inc. L I i 1 1 1 1 1 1 1 1 1 1 I. ' 301-2.17 1 I I A. the concrete is placed. Membrane curing does of require the application of additional moisture, except as required for bridge roadway surfaces. All Class B and B(AE) concrete shall be cured by free moisture. Water curing shall be provided for all exposed surfaces for a period of 14 days. Membrane curing compound shall not be used on surfaces requiring a Class 2 finish. Clear membrane curing compound shall be used as an interim cure for concrete bridge roadway surfaces and shall be applied immediately after final finishing. Final curing of bridge decks shall be by mats or blankets and shall be begun immediately after completing the surface test specified in Subsection 301-2.18, Class 5. The mats or blankets shall be kept continuously and thoroughly wet for a period of 5 days after the concrete is placed. When membrane curing is used, the exposed concrete shall be thoroughly sealed by applying the membrane curing colution immeditely after the free water has left the surface. The concrete inside the forms shall be sealed immediately after the forms are removed and necessary finishing has been done. For uniform application in the field on vertical concrete suraces, the specified rate of application may be achieved by two coats applied at an interval of approximately 1 hour. The Contractor shall provide satisfactory equipment and means to properly control and assure the direct application of the curing solution on the concret surface so as to result in a uniform coverage at the rate of 1 gallon for each 125 square feet of area. If rain falls on the newly coated concrete before the film has dried sufficiently to resist dmage, or if the film is damaged in any other manner, a new coat of the solution shall be applied to the affected portions equal in curing value to that specified above. Joints shall be constructed according to the details shown on the Plans. Joint Materials: Materials for filling and sealing expansion joints shall be as shown on the Plans and shall conform to the following requirements, as applicable: TS -301-32 Copyright © 1996 Grafton, Tull & Associates, Inc. I I a. Type 1 joint filler shall be a uniform mixture of sawdust and asphalt material in the proportion of one part asphalt to four ' parts sawdust, by volume. Asphalt material used shall be either MC -250 or Ss -1 in accordance with Subsection 403.03. When this material is specified, the joint shall be filled to within 1" of the pavement surface. The top 1" shall be sealed with a material complying with the requirements of AASHTO M 173. b. Type 2 joint filler shall be preformed, non -extruding, and ' resilient type, meeting the requirements of AASHTO M 153 Type I (sponge rubber) to type III (self -expanding cork), except that the Type III (self -expanding cork) shall have a minimum expansion of 135% and be within ± 0.1" of the specified plan thickness. ' 2. The material for filling and sealing longitudinal, warping, contraction, and other specified joints shall be as shown on the Plans and shall conform to the following requirements: a. Backer rod filler for Types 3, 4, and 5 joint shall be of ' resilient material approximately 1/8" larger in diameter than the width of the joint to be sealed. The rod shall be compatible with the sealant or any component of the joint ' sealant system. No adverse reaction shall occur between the backup material, sealant, and primer. No bond shall occur between the backup material and the sealant system for Types 3 and 4 joint sealer. b. Type 3 joint sealer shall be a one part silicone formulation which does not require a primer for bond to concrete. The compound shall be compatible with concrete. Acetic acid cure sealants are not acceptable. The material shall be one listed on the Department's Qualified Products List. C. Type 4 joint sealer shall be a one part silicone formulation which does require a primer for bond to concrete. The compound shall be compatible with concrete. Acetic acid cure sealants are not acceptable. The material shall be one listed on the Department's Qualified Products List. Id. Type 5 joint sealer shall be a hot poured elastomeric joint sealant. The material shall meet the requirements of ' TS -301-33 Copyright ® 1996 Crafton, Tull & Associates, Inc. I AASHTO M 282 (ASTM D 3406). The appendix of that specification shall be considered a part of this Specification. ' The material shall be one listed on the Department's Qualified Products List. ' e. Type 6 joint sealer shall be a 2 component cold poured, synthetic polymer, meeting the requirements of ASTM D 1850 with the exception of penetration which shall not exceed 100 and resilience (both original cured sample and oven aged) which shall be a minimum of 70%. The material shall be one listed on the Department's Qualified Products ' List. f. Type 7 joint filler shall be a hot poured elastic type meeting the requirements of AASHTO M 173. ' B. Open Joints: Open joints shall be placed in the locations shown on the Plans and shall be constructed by the insertion and subsequent removal of a wood strip, metal plate, or other approved material. The insertion and removal of the template shall be accomplished without chipping or breaking the corners of the concrete. Reinforcement shall not extend across an open joint unles specified on the Plans. C. Filled Joints: Poured expansion joints shall be constructed similar to open joints. When premolded types are specified, the filler sahll be in the ' correct position when the concrete on the second side of the joint is placed. A joint sealer is required in addition to the joint filler. The cavity for the sealer shall be formed by the insertion and subsequent removal of a wood strip, metal plate, or other approved material. When required, adequate water stops of metal, rubber, or plastic shall be carefully placed ' as shown on the Plans. All faces of the joint to be sealed shall be thoroughly cleaned by sand ' blasting, water blasting, or other approved methods prior to placing the joint seal material. II. Poured joint sealer shall meet the requirements. 2. Preformed expansion joint filler, non -extruding and resilient types, 'shall meet the requirements of AASHTO M 153 tuype I (sponge rubber) or Type III (self -expanding cork), except that the Type III (self -expanding cork) shall be required to have a minimum ' expansion of 125% and be within ±0.1" of the specified plan thickness. TS -301-34 Copyright © 1996 Crafton, Tull & Associates, Inc. El I I I I I I I I I HI I I I 1J I .1 D. Steel Joints: Plates, angles, or other structural shapes shall be accurately shaped, at the shop, to conform to the section of the concrete floor. The fabrication and painting shall coform to the requirements of the Specifications covering those items. When called for on the Plans or in the Special Provisions, the material shall be galvanized in lieu of painting. Care shall be taken to insure that the surface in the finished plane is ture and free of warping. Positive methods shall be employed in placing the joints to keep them in correct position during the placing of the concrete. The opening at expansion joints shall be that designated on the Plans at 60 degrees F., and care shall be taken to avoid impairment of the clearance in any manner. E. Felt Joints: Joint material and bearing pads shall consist of a roofing felt saturated and coated on both sides with asphalt, and coated on one side with, powdered mineral matter such as talc or mica, and shall conform to ASTM D 224. Where Standard Drawings indicate the use of 45# roofing felt, this material shall meet or exceed the requirements for ASTM D 224 Type I. F. Water Stops and Flashing: Water stops and flashing shall be furnished and placed as provided on the Plans. They shall be spliced, welded, soldered, or otherwise joined to form continuous watertight joints and shall conform to the following requirements: Copper water stops and flashing shall conform to ASSHTO M 138, unless otherwise specified on the Plans. Sheet copper shall meet the embrittlement test of Section 10 of AASHTO M 138. 2. Rubber water stops shall be formed from synthetic rubber made exclusively from neoprene, reinforcing carbon black, zinc oxide, polymerization agents, and softeners. This compound shall contain not less than 70% by volume of neoprene. The tensile strength shall not be less than 2750 psi with an elongation at breaking of 600%. The Shore Durometer indication (hardness) shall be between 50 and 60. After 7 days in air at 158 degrees ± 2 degrees F. or after 4 days in oxygen at 158 degrees ± 2 degrees F. and 300 psi pressure, the tensile strength shall be not less than 65% of the original. The water stops shall be formed with an integral cross section in suitable molds so as to produce a uniform section with a permissible variation indimension of 1/32" plus or minus. No splices will be permitted in straight strips. Strips and special TS -301-35 Copyright © 1996 Grafton, Tull & Associates, Inc. I ' connection pieces shall be wel cured in a manner such that any cross section shall be dense, homogeneous, and free from all ' porosity. Junctions in the special connection pieces sahll be full molded. During the vulcanizing period, the joints shall be securely held by suitable clamps. The material at the splices shal be dense and homogeneous throughout the cross section. 3. Polyvinylchloride water stops shall be manufactured by the extrusion process from an elastomeric plsatic compound, the base resin of which sahll be polyvinylchloride (PVC). The compound shall contain any additional resins, plasticizers, stbilizers, or other ' materials needed to insure that, when the material is compounded, it will meet the performance requirements given in this ' Specification. No reclaimed PVC or other material shall be used. The water stops shall be of the size and shape shown on the ' Plans. They shall be dense, homogeneous, and without holes or other defects. I The material shall comply with the following physical requirements when tested under the indicated ASTM test method. Specific Gravity ASTM D 792 1.35 max. Durometer Hardness ASTM D 2240 75±5 Tensile Strength ASTM D 412 1800 psi min. ' Elongation ASTM D 412 350% Cold Brittleness ASTM D 7 -35°F Stiffness in Flexture ASTM D 747 350 psi min. The Manufacturer shall be responsible for the testing, either in his own or a recognized commercial laboratroy, and shall submit three ' certified copies of test results. 301-2.18 FINISHING CONCRETE SURFACES: A. General: Surface finishes shall be classified as follows: Class 1. Ordinary Surface Finish Class 2. Rubbed Finish ' Class 3. Sprayed Finish Class 4. Exposed Aggregate Finish Class 5. Tined Bridge Roadway Surface Finish ' Class 6. Broomed Finish Class 7. Grooved Bridge Roadway Surface finish L I TS -301-36 Copyright ® 1996 Grafton, Tull & Associates, Inc. I I I I I I I At the option of the contractor, a Class 3 finish may be used on all ' surfaces requiring a Class 2 finish provided the same class of finish is used on the entire job. All concrete shall be given a Class 1, Ordinary Surface Finish. In addition, if further finishing is required, such other types of finish will be as specified herein. The following surface shsall be given a Class 2 finish except when a Class 3 finish is specified in the Plans: All Structures. Exposed surfaces of retaining walls, surfaces of concrete rails, rail posts, rail end posts, rail bases, and parapets, including the outside face. Highway Grade Separation Structures and Railroad Underpasses. Surfaces above finished ground of piers, columns, abutments, and retaining walls; the outside vertical surfaces of parapets, slabs, and girders; and the underneath side of the overhang outside the exterior beam. Sidewalks shall be given a Class 6 finish. Curbs shall be given a Class 2 or Class 6 finish. ' Bridge roadway surfaces shall be given a Class 5 finish unless Class 7 finish is specified on the Plans. ' B. The various classes of surface finish are defined as follows: 1. Class 1. Ordinary Surface Finish: Immediately following the removal of forms, fins, and irregular projections shall be removed ' from all surfaces except from those which are not to be exposed or are not to be waterproofed. On all surfaces, the cavities produced by form ties and all other holes, broken comers or edges, and ' other defects shall be thoroughly cleaned, and after having been thoroughly saturated with water, shall be carefully pointed and trued with a mortar of cement and fine aggregate mixed in the ' proportion of 1:2. Mortar used in pointing shall be not more than 1 hour old. The concrete shall then be rubbed or sprayed, if required, and cured as specified under Subsection 301-2.16. Construction and expansion joints in the completed work shall be TS -301-37 Copyright © 1996 Crafton, Tull & Associates, Inc. I ' left carefully tooled and free of mortar and concrete. The joint filler shall be left exposed for its full length with clean and true edges. The resulting surfaces shall be true and uniform. Repaired surfaces, the appearance of which is not satisfactory to the Engineer, shall be rubbed as specified under Class 2 finish. Exposed surfaces not protected by forms shall be struck off with a ' straightedge and finished with a wood float to a true and even surface. The use of additional mortar to provide a plastered or ' grout finish will not be permitted. The tops of caps in the area of the bridge seat shall be finished with a steel trowel or by grinding to a smooth finish and true slope at the proper elevation. 7 2. Class 2, Rubbed Finish: After removal of forms, the rubbing of concrete shall be started as soon as its condition will permit. Immediately before starting this work the concrete shall be thoroughly saturated with water. Sufficient time shall have elapsed ' before the wetting down to allow the mortar used in the pointing of rod holes and defects to thoroughly set. Surfaces to be finished shall be rubed with a medium coarse carborundum stone, using a small amount of mortar on its face. The mortar shall be composed of cement and fine sand mixed in proportions used in the concrete being finished. Rubbing shall be continued until form marks, projections, and irregularities have been removed, voids filled, and a uniform surface has been obtained. The paste produced by this ' rubbing shall be left in place at this time. After concrete above the surface being treated has been cast, the final finish shall be obtained by rubbing with a fine carborundum stone and water. This rubbing shall be continued until the entire surface is of a smooth texture and uniform color. After the final rubbing is completed and the surface has dried, it shall be rubbed with burlap to remove loose powder and sahll be ' left free from all unsound patches, paste, powder, and objectionable marks. 3. Class 3. Sprayed Finish: The material for sprayed finish shall be a Icommercial papint type texturing product produced specifically for ' TS -301-38 Copyright © 1996 Grafton, Tull & Associates, Inc. L L F I I I Il I I L Unless otherwise specified in the Contract, the color of the sprayed ' finish shall be concret gray, equal or close to Shade 36622 of the Federal Color Standard 595A. this purpose, and shall consist of a synthetic non -alkyd resin containing meca, perlite, non -biodegradable fibers, and durable tinting pigments. The material shall meet the requirements of AHTD Test Method 806. Testing and Certification. All testing shall be performed by a qualified commercil testing laboratory acceptable to the Department. Prior to use, certified test results from the commercial independent testing laboratory on accelerated weathering, chemical analysis of formulation, and physical properties listed in AHTD Test Method 806 will be furnished to the Engieer. Testing of the formulation by a commercial independent testing laboratory will be required every five years or whenever the performance is not satisfactory. Complete re -testing will be required when the formulation changes. Infrared spectra of the synthetic resin binder will be provided with the original certification and each re -test. Each shipment of the satisfactorily tested product shall be accompanied by a certificate from the Manufacturer attesting that the commercial product furnished conforms to the same formula as that previously subjected to the specified tests, and approved. Copies of the test reports shall be attached to the Certificate. ' Surfaces to be coated shall be free from efflorescence, flaking, coatings, dirt, oil, and other foreign substances. The sprayed finish shall not be applied over surfaces cured with membrane curing compound until 30 days has elapsed from applciation of the membrane. Prior to appliction of spray finish, the surface shall be ' free of moisture, as determined by sight and touch, and in a condition consistent with the Manfuactuer's published recommendations. The spray finish shall be applied at a rate of 1 gallon per 50 square ' feet with hevy duty spray equipment, such as 4:1 ratio pump or larger, capable of maintaining a constant pressure as necessary for proper application. ' TS -301-39 Copyright © 1996 Grafton, Tull & Associates, Inc. ' The completed finish shall be tightly bonded to the structure and shall present a uniform appearance and texture equal to or better ' than that required for rubbed finish. If necessary, an additional coat or coats shall be applied to produce the desired surface texture and uniformity. Upon failure to adhere positively to the ' structure without chipping or cracking, or to attain the desired surface appearance, the coating shall be removed from the structure and the surface given a rubbed finish, or another approved finish satisfactory to the Engineer. 4. Class 4. Exposed Aggregate Finish: This type of finish shall be ' produced by scrubbing the surface of green concrete with stiff wire or fiber brushes, using a solution of muriatic acid in the proportion of 1 part acid to 4 parts water, or by sand blasting, until the cement 'film or surface is completely removed and the aggregate particles are exposed. The amount of aggregate exposure will be specified Ion the Plans or designated by the Engineer. Any surface treated with muriatic acid shall be thoroughly washed with water to which a small amount of ammonia has been added to remove all traces of ' the acid. The resulting surface shall be an even pebbled texture. 5. Class 5. tined Bridge Roadway Surface Finish: the concrete bridge ' roadway surface shall be given a finish with a burlap drag, followed by tining. The surface shall be finished by dragging a seamless strip of damp ' burlap over the full width of the roadway surface. The burlap drag shall consist of sufficient layers of burlap and have sufficient length in contact with the concrete to slightly groove the surface, and shall ' be moved forward with a minimum bow of the lead edge. The drag shall be kept damp, clean, and free of particles of hardened ' concrete. The tining shall be terminated with a transition in depth 18" from ' the gutter line. 6. Class 6. Broom Finish: After the concrete has been deposited in ' place, it shall be consolidated and the surface shall be struck off by means of a strike board, floated, and broomed. An edging tool shall be used on edges and expansion joints. The surface shall ' not vary more than 1/4" under a 10' straightedge. The surface shall have a granular or matte texture. ' TS -301-40 Copyright © 1996 Grafton, Tull & Associates, Inc. Class 7. Grooved Bridge Roadway Surface Finish: Following straightedging in accordance with Subsection 301-12.19 and after all excess moisture has disappeared, the concrete shall be given a finish with a belt or a burlap drag, prior to the grooved finish. The belted finish shall be accomplished by two applications of a soft, flexible belt of approved composition of from 8" to 12" in width The belt shall be moved forward with a combined transverse and longitudinal motion, the longitudinal advance being very slight for the first belting, but with a sweeping motion for the final belting. Care shall be exercised that the belting operation does not work the crown out of the deck surface. Just before the concrete attains its initial set, the surface shall be given the final belting with the purpose of producing a uniform surface of roughened texture. The burlap drag finish shall be accomplished by dragging a seamless strip of damp burlap over the full width of the surface. The burlap drag shall consist of sufficient layers of burlap and have sufficient length in contact with the concrete to slightly groove the surface and shall be moved forward with a minimum bow of the leading edge. the drag shall be kept damp, particles of hardened concrete. The bridge roadway surface shall be grooved perpendicular to the centerline wth grooves extending across the slab to within 18" of the gutter lines. The grooves shall be cut into the concrete using a mechanical sawing device which will leave grooves 1/8" to 3/16" in depth and spaced on 1/2" to 3/4" centers. Grooving blades shall be 0.75" to 0.125" wide. Sawing shall not be performed before the end of the Residue from the grooving operations shall be removed and the bridge deck thoroughly cleaned. Residue shall not be permitted to enter drainage facilities or streams. Copyright ® 1996 Tull & Associates, Inc. I IITEM 303 CONCRETE STREET CONSTRUCTION A. Description: The work shall consist of a pavement composed of Portland Cement concrete constructed on a prepared subgrade in accordance with these specifications and in reasonably close conformity with the lines, grades, thicknesses, and typical cross sections shown in the plans or established by the Engineer. B. Intent of Contract: The contract is to provide for the construction and completion in every detail of the work described. Bidder is expected to examine carefully the site of the work and all documents pertaining to its construction in order to verify the work conditions and requirements established by the Engineer. The Contractor shall furnish all labor, materials, equipment, tools, transportation, and supplies required to complete the work in accordance with the plans, specifications, and terms of the contract. C. Authority of the Engineer: The Engineer shall decide all questions that may arise as to quality and acceptability of materials furnished, manner of performance and progress of the work, interpretation of specifications or plans relating to the work, and acceptable fulfillment of the contract by the Contractor. Suspension of the work may be ordered by the Engineer if deemed to be in the public interest. D. Barricades and Warning Signs: The Contractor shall provide, erect, and maintain all necessary barricades, suitable and sufficient lights, danger signals, signs, and other traffic control devices. He shall take all necessary precautions to protect the work and to safeguard the public. Streets closed to traffic shall be protected by effective barricades, and obstructions shall be illuminated during hours of darkness. Suitable warning signs shall be provided to control and direct traffic properly. This control shall meet the requirement of the Federal Highway Administration Manual of Uniform Traffic Control Devices. ' TS -303-1 Copyright c 1996 Grafton, lull & Associates, Inc. 1 I E. Protection and Restoration of Property and Landscape: The Contractor shall be responsible for preserving all public and private property. He shall protect from disturbance or damage all ' land monuments and property marks until the Engineer has witnessed or otherwise referenced their location. During the prosecution of the work, the Contractor shall be responsible for all damage or injury to any property that results ' from any act, omission, neglect, or misconduct in his execution of the work. He shall be responsible for all damage or injury due to defective work or materials. Repair or replacement of damaged or ' injured property shall be at the Contractors expense and shall be similar or equal to that existing before such damage or injury occurred. F. Construction Stakes, Lines, and Grades: ' The Engineer shall set construction stakes establishing lines and grades for street work and for structures; he shall stake out the centerline and furnish such bench marks as may be necessary to ' lay out the work correctly. The Contractor shall maintain these lines, grades, and bench marks and use them to lay out the work he is to perform under this contract. The Contractor shall notify the Engineer in writing not less than five days before stakes are required. No claims shall be made 'because of delays if the Contractor fails to give such notice. ' The Contractor shall carefully preserve stakes and bench marks. If such stakes and bench marks become damaged, lost, displaced, or removed by the Contractor, they shall be reset at his expense. G. Equipment: ' Design capacity, and mechanical condition of equipment and tools necessary for handling materials and performing all parts of the work shall be approved by the Engineer. Equipment shall be at the ' jobsite sufficiently ahead of the start of construction operations to be examined thoroughly and approved. Measurement and batching of cement, and fine and coarse aggregates shall be by ' weight. Scales shall be inspected and sealed as often as the Engineer may deem necessary to assure their continued accuracy. TS -303-2 Copyright © 1996 Grafton, Tull & Associates, Inc. I I1 ' The Contractor shall have on hand all equipment necessary to test scales frequently and accurately. 1 H. Special Provisions: ' Any work not covered in these specifications shall be detailed by special provisions or shall be accomplished according to current standards and specifications of the state or provincial highway department. ' 303-2.0 SITE WORK: A. Clearing: All surface objects and all trees, stumps, roots, and other protruding obstructions not designated to remain shall be cleared ' and grubbed as required. Undisturbed stumps and roots and non-perishable solid objects that will be a minimum of 18 inches below subgrade or slope of embankments shall be excepted. ' Topsoil shall be excavated and stockpiled for use in backfilling behind curbs. 1 B. Excavation: Substances encountered within the limits of the project shall be ' excavated to the lines and grades indicated on the drawings. All excavation shall be accomplished in such a manner as to allow adequate drainage. All suitable material removed from the ' excavations shall be used for embankments, backfilling, and such other purposes as directed. If material encountered within the ' limits of the work is considered unsuitable, it shall be excavated and replaced with suitable material. All unsuitable material and any excavated material not required for embankments shall be ' disposed of by the Contractor. C. Embankment: ' Embankments shall be constructed by placing and compacting materials of acceptable quality following the lines, grades, and ' cross sections shown in the plans. Before any embankment is placed, all trees, sod, and topsoil over the entire area shall be cleared. Each layer of embankment material shall not exceed 6 inches in compacted depth. It shall be disked sufficiently to break down oversized clods and thoroughly mix all materials. Each layer ' TS -303-3 Copyright ® 1996 Grafton, Tull & Associates, Inc. I I shall be uniformly compacted at optimum moisture by roller or vibratory equipment suitable for the type of material encountered. D. Borrow: ' Borrow shall consist of approved material required for construction embankments or for other portions of the work, and shall be obtained from approved sources. Unless otherwise designated in ' the contract, the Contractor shall obtain borrow and shall pay all costs involved. 303-3.0 MATERIALS: ' A. Concrete: Concrete shall be composed of Portland Cement, aggregates, and ' water. Air entrainment shall be provided with air -entraining agent. B. Portland Cement: Portland Cement shall conform to the following specifications for the type specified or permitted: ' TYPE SPECIFICATION ' Portland Cement AASHTO M85, ASTM C 150 or CSA AS ' Blended hydraulic ASHTO M 240, ASTM C595 cements (excluding slag cements S and SA) The cement used in the work shall correspond to that on which selection of concrete proportions was based. When Types IV, V, P or PA cements are used, proper recognition ' shall be given to the effects of slower strength gain and lower heat of hydration on concrete proportioning and construction practices. Proper recognition shall be given to changes in the properties of concrete if fly ash or other pozzolans are used as admixtures, resulting in dilution of the Portland Cement component in concrete ' that is made with blended hydraulic cements. I TS -303-4 Copyright ® 1996 Grafton, Tull & Associates, Inc. I El I The Contractor shall provide suitable means for storing and ' protecting the cement against dampness. Cement that for any reason has become partially set or that contains lumps or caked cement shall be rejected. ' C. Aggregates: ' Fine aggregate for concrete shall conform to the requirements of AASHTO M6 or CSA A23.1. Coarse aggregate for concrete shall ' conform to the requirements of AASHTO M 80 or CSA A23.1. D. Water: Water used in mixing or curing shall be reasonably clean and free of oil, salt, acid, alkali, sugar, vegetable matter, or other substance ' injurious to the finished product. Water shall be tested in accordance with, and shall meet the requirements of, AASHTO T 26 or CSA A23.1. Water known to be potable may be used without ' tests. E. Admixtures: No admixtures shall be used in the concrete without prior approval, and all approved admixtures shall conform to applicable AASHTO, ' ASTM, and CSA requirements. Air -entraining agents shall have proven compatibility with all local ' concrete materials, including cement, and shall be capable of providing in the concrete the required air contents and an air -void ' system known to produce durable, scale -resistant concrete. Admixtures other than air -entraining agents shall not be used until ' trial mixes with job materials have shown them to be compatible at job temperatures. Trial mixes must also show that desired properties will be imparted to the fresh concrete without any ' subsequent loss of strength or durability in the hardened concrete. F. Steel: Deformed bars shall conform to the requirements of ASTM A615, A616, or A617; or CSA G30.12, G30.8. Deformed billet steel bars conforming to ASTM A615, Grade 40, or to CSA G30.12, Grade ' TS -303-5 Copyright © 1996 Crafton, lull & Associates, Inc. I I ' 40, shall be used for tiebars that are to be bent and re -straightened during construction. Dowel bars shall be plain round bars conforming to ASTM A615 or ASA G30.12 and shall be free from deformations restricting slippage in the concrete. Before delivery to the worksite, one-half the length of each dowel bar shall be painted with one coat of lead or tar paint. Sleeves for dowel bars to be used in expansion joints shall be metal of an approved design to cover 2 inches, plus or minus 1 ' inch, of the dowel, with a closed end and with a suitable stop to hold the end of the sleeve at least 1 inch from the end of the dowel bar. Sleeves shall be designed so that they do not collapse during ' construction. ' G. Joint Materials: Poured sealer for joints shall conform to the requirements of ' AASHTO M 173 or ASTM D 1190. Other types approved by the Engineer may be used. ' Preformed fillers for joints shall conform to the requirements of AASHTO M 33 or M 213; ASTM D 994 or D 1751 as specified, and shall be punched to admit dowels where called for in the plans. ' The filler for each joint shall be furnished in a single piece for the full depth and width required for the joint unless otherwise authorized by the Engineer. When the use of more than one piece ' is authorized for a joint, the abutting ends shall be fastened securely and held accurately to shape by stapling or other positive ' fastening satisfactory to the Engineer. H. Curing Materials: ' Curing materials shall conform to the following specifications: Hi I I ' TS -303-6 Copyright © 1996 Grafton, Tull & Associates, Inc. E I 1 I I I I I U E I I I Li I I I Burlap cloth made from jute or Kenaf AASHTO M 182 White liquid membrane forming AASHTO M 148, compounds for curing concrete ASTM C 309, CGSB 90 -GP -la Sheet materials for curing AASHTO M 171, concrete ASTM C 171 A. Proportioning: The cement content shall be not less than 564 lb. per cubic yard of concrete and the water -cement ratio by weight shall not exceed 0.53. The slump shall be adjusted to between I and 3 inches. The concrete shall contain the following percentages of entrained air: Maximum Size of coarse aggregate (inches) 1-1/2 3/4, 1 3/8, 1/2 Air Content % by volume After the materials have been accepted, the Engineer shall determine the proportions, including the amount of air -entraining agent, if one is used, necessary to produce concrete of the required plasticity and workability. Any jobsite adjustments that may be necessary shall be ordered by the Engineer. If it becomes impossible to obtain concrete of the desired plasticity and workability with the proportions originally designated, the Engineer shall change aggregate weights as required, maintaining the cement content originally designated. No change in the TS -303-7 Copyright ® 1996 Grafton, Tull & Associates, Inc. .1 I I I I I I I I sources or character of the materials shall be made without due notice to the Engineer. Slumps shall be determined by AASHTO T 119, ASTM C 143, or CSA A23.20; and air content by AASHTO T 152, ASTM C 231, or CSA A23.19 for gravel and stone coarse aggregate and AASHTO T 196, ASTM C 173 or CSA A23.2.18 for slag and other highly porous coarse aggregate. A Chace indicator may be used to determine the approximate air content in accordance with AASHTO T 199 and to indicate the need for checks by one of the above methods. The Contractor shall furnish the concrete necessary for casting test beams and cylinders, if required by Engineer. Test specimens shall be made, cured, and tested in accordance with AASHTO T 22, ASTM C 39, or CSA A23.2.13; and AASHTO T 23, ASTM C 31, or CSA A23.2.14; and AASHTO T 97, ASTM C 78, or CSA A23.2.15. Cement content shall be determined in accordance with AASHTO T 121 and ASTM C 138. B. Mixing Equipment: General: Concrete may be mixed at the site of construction or at a central point or wholly or in part in truck mixers. Each mixer shall be of an approved type and shall have attached ' prominently a manufacturers plate showing the capacity of the drum in terms of volume of mixed concrete and the ' speed of rotation of the mixing drum or blades. 2. Mixers at Site of Construction: ' Mixing shall be done in an approved mixer capable of combining aggregates, cement, and water into a thoroughly ' mixed and uniform mass within the specified mixing period and capable of discharging the mixture without segregation. The mixer shall be equipped with an approved timing device ' that will automatically lock the discharge lever when the drum has been charged and release it at the end of the mixing period. The device shall be equipped with a bell or ' other suitable warning device adjusted to give a clearly audible signal each time the lock is released. If the timing ' TS -303-8 Copyright © 1996 Grafton, Tull & Associates, Inc. I ' device fails, the mixer may be used for the balance of the day while the timer is being repaired provided that each ' batch is mixed 90 seconds. 3. Truck Mixers and Truck Agitators: Truck mixers used for mixing and hauling concrete and truck agitators used for hauling central -mixed concrete shall ' conform to the requirements of AASHTO M 157 or CSA A23.1. ' 4. Non -agitator Trucks: ' Bodies of non -agitating hauling equipment for concrete shall be smooth, mortar tight, metal containers capable of discharging the concrete at a satisfactory controlled rate ' without segregation. Covers shall be provided when needed for protection. ' C. Handling, Measuring, and Batching Materials: Aggregate shall be handled from stockpiles or other sources to the ' batching plant in such manner as to secure a uniform grading of the material. Aggregates that have become segregated or mixed with earth or foreign material shall not be used. Aggregates that ' contain high and nonuniform moisture content shall be stockpiled or binned for draining at least 12 hours before being batched. ' The fine aggregate and each size of coarse aggregate shall be separately weighed in the amounts set by the Engineer in the job ' mix. Cement shall be measured by weight. Batches may be rejected unless mixed within 1-1/2 hours after the cement comes in contact with the aggregates. Batches shall be delivered to the mixer separate and intact, without loss of cement and without spilling of material from one batch into ' another. Batching shall be so conducted as to result in the weights of each material required within a tolerance of 1% for cement and 2% for aggregates. Water may be measured either by volume or by weight. The accuracy of measuring the water shall be within a range of error of 1 not over 1 %. Unless the water is to be weighed, the water -measuring equipment shall include an auxiliary tank from ' TS -303-9 Copyright ® 1996 Crafton, Tull & Associates, Inc. I ' which the measuring tank shall be filled. The measuring tank shall be equipped with an outside tap and valve for checking the setting t unless other means are provided for readily and accurately determining the amount of water in the tank. The volume of the auxiliary tank shall at least equal that of the measuring tank. Methods and equipment for adding an air -entrainment agent or other admixtures to the batch shall be approved by the Engineer. All admixtures shall be measured into the mixer with an accuracy of plus or minus 3%. D. Mixing Concrete: ' Mixing time shall be measured from the time all materials, except water, are in the drum. Ready mixed concrete shall be mixed and delivered in accordance with requirements of AASHTO M 157 or ' CSA A23.1. When mixed at the site of the work or in a central mixing plant, the mixing time shall not be less than 50 nor more than 90 seconds, which includes transfer time in multiple -drum mixers. Mixing time ends when the discharge chute opens. The contents of an ' individual mixer drum shall be removed before a succeeding batch is emptied therein. ' The approved mixer shall be operated at the drum speed on the manufacturer's nameplate. Any concrete mixed less than the specified time shall be discarded and disposed of by the Contractor ' at his expense. The batch shall be so charged into the drum that a portion of the mixing water shall enter in advance of the cement ' and aggregates. The flow of water shall be uniform, and all water shall be in the drum by the end of the first 15 seconds of the mixing period. The throat of the drum shall be kept free of accumulations that may restrict the free flow of materials into the drum. Mixed concrete from a central mixing plant shall be transported in ' truck mixers, truck agitators, or non -agitating trucks having special bodies. When the concrete is hauled in non -agitating trucks, no more than 45 minutes shall elapse from the time water is added to the mix until the concrete is deposited in place at the site of the work. When it is hauled in truck mixers or truck agitators, the limit shall be 90 minutes. Retempering concrete by adding water or by ' other means shall not be permitted. Concrete that is unsuitable for placement as delivered shall be rejected. ' TS -303-10 Copyright © 1996 Crafton, Tull & Associates, Inc. 1 ' 303-4.0 1 1 1 1 Li L d H I 303-4.1 The bottom of the excavation or top of the fill shall be known as the pavement subgrade and shall conform to the lines grade, and cross sections shown in the plans. All soft and yielding material and portions of the subgrade that will not compact readily when rolled or tamped shall be removed and replaced with suitable material. The subgrade shall be brought to a firm and unyielding condition by compacting it to uniform density at or slightly above standard optimum moisture. All utility trenches and structure excavations shall be backfilled to natural or finished grade with soils like those surrounding the trench as soon as conditions permit. All backfill shall be compacted with mechanical tampers in layers of not over 6 inches in compacted thickness. Concrete shall not be placed on a soft, spongy, frozen, or otherwise unsuitable subgrade. The subgrade shall be moist when the concrete is placed. Before placing concrete, the subgrade shall be tested for conformity with the cross section shown in the plans. If necessary, material shall be removed or added to bring all portions of the subgrade to the correct elevation. It shall then be thoroughly compacted and again tested. A. General: Forms shall be of such cross section and strength and so secured as to resist the pressure of the concrete when placed and the impact and vibration of any equipment they support, without springing or settlement. The method of connection between sections shall be such that the joints shall not move in any direction. The maximum deviation of the top surface shall not exceed 1/8 inch in 10 feet or the inside face not more than 1/4 inch in 10 feet from a straight line. Flexible or curved forms of proper radius shall be used for curves of 100 feet radius or less. TS -303-11 Copyright © 1996 Grafton, Tull & Associates, Inc. I I I L I I B. Setting Forms: The subgrade under the forms shall be compacted and cut to grade so that the form when set shall be uniformly supported for its entire length at the specified elevation. All forms shall be cleaned and oiled each time they are used. C. Grade and Alignment: The Contractor shall check and correct alignment and grade elevations of the forms immediately before placing the concrete. When any form has been disturbed or any grade has become unstable, the form shall be reset and rechecked. D. Curbs and Gutters as Forms: In lieu of setting forms the edge of a previously placed concrete gutter section may be used as a form. See "Curbs" under Placing and Finishing. 303.4.2 CONSTRUCTION METHODS: The finished subgrade shall be kept smooth and compacted until the concrete has been placed. Subgrades must also meet the requirements of "Optional Construction Methods" of these specifications if the slipform method of construction is being employed. Construction equipment may operate in the paving lane when conditions of the job will not permit operation from outside the lane. If equipment operating in the paving lane causes rutting or displacement of the subgrade material, lighter trucks or suitable runways shall be provided. Trucks, onsite mixers, transit mix trucks, and other heavy equipment shall not be used on previously paved lanes until the concrete is at least four days old and the field -cured concrete has a flexural strength of 550 psi. All excess concrete and debris shall be removed from the excavation behind the curbline before backfilling. The area between the curb and sidewalk, or property line where no sidewalk exists, shall be graded in a neat, workmanlike manner. 303-4.3 OPTIONAL CONSTRUCTION METHODS SLIPFORM PAVING: Instead of using fixed forms, the Contractor may place concrete with a slipform paver designed to spread, consolidate, screed, and float -finish the freshly placed concrete in one complete pass of the machine. The TS -303-12 Copyright ® 1996 Grafton, Tull & Associates, Inc. L I I I I n FT I Li I I I II slipform paver shall be operated with as nearly a continuous forward movement as possible and all the operations of mixing, delivering, and spreading concrete shall be so coordinated as to provide uniform progress with stopping of the pavr only at the end of the days work. If late concrete delivery causes the paver to stop it shall not be started until the next day. The subgrade and slipform paver track area shall be brought to proper grade and cross section by means of a properly designed and operated machine. Disturbed subgrade shall be properly recompacted. If any traffic is allowed to use the prepared subgrade, the grade shall be checked and corrected immediately ahead of placing the concrete. A. Placing and Finishing: General: The concrete shall be deposited on a moist grade in such manner as to require as little rehandling as possible. Placing shall be continuous between transverse joints without the use of intermediate bulkheads. Necessary hand spreading shall be done with shovels, not rakes, workmen shall not be allowed to walk in the freshly mixed concrete with boots or shoes coated with earth or foreign substances. Concrete shall be thoroughly consolidated against and along the faces of all forms and along the full length and on both sides of all joint assemblies. Vibrators shall not be permitted to come in contact with a joint assembly, the grade, or a side form. The vibrator shall never be operated longer than 15 seconds in any one location. Concrete shall be deposited as near to expansion and contractor joints as possible without disturbing them but shall not be dumped onto a joint assembly. ' 2. Strikeoff, Consolidation and Finishing: The sequence of operations shall be; strikeoff and ' consolidation, floating if necessary, straightedging, and final surface finish. The pavement shall be struck off and consolidated with a mechanical finishing machine, vibrating screed, or by hand -finishing methods when approved by an Engineer. A slipform paver may be used. TS -303-13 Copyright ® 1996 Grafton, Tull & Associates, Inc. I n I In general, adding water to the surface of the concrete to assist in finishing operations shall not be permitted. If it is permitted, it shall be applied as a fog spray with approved spray equipment. ' After the pavement has been struck off and consolidated, it shall be scraped with a straightedge 10 feet long equipped with a handle to permit operation from the edge of the pavement. Any excess water and laitance shall be removed from the surface of the pavement. The straightedge shall be operated parallel to the centerline of the pavement and shall be moved forward one-half its length after each pass. Irregularities shall be corrected by adding or removing concrete. All disturbed places shall be again straightedged. The use of long -handled wood floats shall be confined to a ' minimum; they may be used only in emergencies and in areas not accessible in finishing equipment. Before final finishing is completed and before the concrete has taken its initial set, the edges of the slab and curb shall be carefully finished with an edger of the radius shown in the plans. A burlap drag or broom shall be used for final finishing. The burlap drag shall be at least 3 feet wide and long enough to cover entire pavement width. It shall be kept clean and saturated while in use. It shall be laid on the pavement surface and dragged in the direction in which the pavement is being placed. For a broom finish, stiff bristled broom shall be drawn from the center to the edge of the pavement with adjacent strokes slightly overlapping to produce surface corrugations of uniform appearance and about 1/16 inch in depth. ' 3. Curbs: Curbs shall be required along the edges of all streets where shown in the plans and shall be formed to the cross section in accordance with the plans. Curbs, and curbs and gutters, may be constructed integrally with the pavement using slipform or extrusion equipment or placed immediately after finishing operations by hand forming or using face forms. r I TS -303-14 Copyright ® 1996 Grafton, Tull & Associates, Inc. I I I They may be constructed also as a separate operation before or after pavement construction using forms, slipform, or extrusion equipment. The edge of each gutter of the curb and gutter section built first may be used as a form in lieu of setting forms as required under "Forming". The curbs or curbs and gutters, shall be given a textured finish to match the pavement. ' 4. Pavement Protection: I I I [1] The Contractor shall have always available materials to protect the surface of the plastic concrete against rain. These materials shall consist of burlap, curing paper, or plastic sheeting. When slipform construction is being used, materials such as wood planks or forms to protect the edges of the pavement shall also be required. B. Curing: General: ' Concrete shall be cured by protecting it against loss of moisture, rapid temperature change, and mechanical injury for at least 3 days after placement. Moist curing, waterproof paper, white polyethylene sheeting, white liquid membrane compound, or a combination thereof may be used. After finishing operations have been completed, the entire surface 'of the newly placed concrete shall be covered by whatever curing medium is applicable to local conditions and ' approved by the Engineer. The edges of concrete slabs exposed by the removal of forms shall be protected immediately to provide these surfaces with continuous curing treatment equal to the method selected for curing the slab and curb surface. The Contractor shall have at hand and ready to install before actual placement begins the equipment needed for adequate curing. 2. Moist Curing: ' Moist curing shall be accomplished by a covering of burlap or other approved fabric mat used singly or in combination. ' TS -303-15 Copyright © 1996 Grafton, Tull & Associates, Inc. I U I I I I I I n I I I Li I I 3. 4. 5. Curing mats shall be thoroughly wet when applied and kept continuously wet and in intimate contact with the pavement surface for the duration of the moist -curing period. Burlap or fabric mats shall be long enough to cover the entire width and edges of the pavement lane and lapped at joints to prevent drying between adjacent sheets. Waterproof Paper or White Polyethylene: Waterproof paper or white polyethylene sheets shall be in pieces large enough to cover the entire width and edges of the slab and shall be lapped not less than 18 inches. The paper or polyethylene shall be adequately weighted to prevent displacement or billowing due to wind, and material folded down over the side of the pavement edges shall be secured by a continuous bank of earth. Tears or holes appearing in the paper or polyethylene during the curing period shall be immediately repaired. Membrane: The membrane method of curing shall be applied behind the final finishing operation after all free water has disappeared from the surface. Complete and uniform coverage at the required rate of 150 square feet per gallon shall be required. The compound shall be kept agitated to prevent the pigment from settling, and it shall be applied to the pavement edges immediately after the forms have been removed. Membrane curing will not be permitted in frost -affected areas on paving that will be exposed to de-icing chemicals within 30 days after completion of the curing period. Cold Weather Protection: Except by specific written authorization, concreting shall cease when the descending air temperature in the shade and away from artificial heat falls below 40°F. It shall not be resumed until the ascending air temperature in the shade and away from artificial heat rises to 35°F. When concrete has been placed in cold weather and the temperature may drop below 35°F, straw, hay insulated curing blankets, or other suitable material shall be provided along the line of work. Whenever the air temperature may TS -303-16 Copyright © 1996 Crafton, Tull & Associates, Inc. I ' reach the freezing point during the day or night, the material shall be spread over the concrete deep enough to prevent ' freezing of the concrete. Concrete shall be protected from freezing temperatures until it is at least 10 days old. Concrete injured by frost action shall be removed and replaced at the Contractor's expense. C. Joints: ' 1. General: ' Contraction joints, expansion joints, and all longitudinal joints shall be placed as indicated in the plans. Transverse ' construction joints shall be used as required ("Transverse Construction Joints" section of these specifications). Transverse joints shall extend continuously through the ' pavement curb. 2. Transverse Contraction Joints: Transverse contraction joints shall consist of planes of weakness created by forming or cutting grooves in the ' surface of the pavement. They shall be equal to at least one-fourth of the depth of the slab. ' a. Transverse strip contraction joints shall be formed by installing a parting strip to ' be left in place. ' b. Formed grooves shall be made by depressing an approved tool or device into the plastic ' concrete. The tool or device shall remain in place until the concrete has attained its initial set and shall then be removed without I. disturbing adjacent concrete. c. Sawed contraction joints shall be created by I. sawing grooves int he surface of the pavement with an approved concrete saw. After each joint is sawed, the saw cut and adjacent ' concrete surface shall be thoroughly cleaned. ' TS -303-17 Copyright © 1996 Grafton, Tull & Associates, Inc. I I I C I I I I1 I I I 11 I I I 3. Sawing of the joints shall begin as soon as the concrete has hardened sufficiently to permit sawing without excessive raveling, usually 4 to 24 hours. All joints shall be sawed before uncontrolled shrinkage cracking occurs. If necessary, the sawing operations shall be carried on both day and night, regardless of weather conditions. A standby saw shall be available in the event of a breakdown. All sawing shall be completed within 24 hours of placing the concrete. The sawing of any joint shall be omitted if a crack occurs at or near the joint location before the time of sawing. Sawing shall be discontinued if a crack develops ahead of the saw. In general, all joints shall be sawed in sequence. All contraction joints in lanes adjacent to previously constructed lanes shall be sawed before uncontrolled cracking occurs. If extreme conditions make it impracticable to saw the concrete within 24 hours to prevent erratic cracking, the contraction joint groove shall be formed before initial set of concrete, as provided above. d. Transverse formed contraction joints shall consist of a groove or cleft extending downward from and normal to the surface of the pavement. These joints shall be made while the concrete is plastic by an approved mechanically or manually operated device to the dimensions indicated in the plans. Transverse Construction Joints: Transverse construction joints of the type shown in the plans shall be placed whenever the placing of concrete is suspended for more than 30 minutes. A butt joint with dowels or a thickened -edge joint shall be used if the joint occurs at the location of a contraction joint. Keyed joints with tie -bars shall be used if the joint occurs at any other location. TS -303-18 Copyright © 1996 Craft on, Tull & Associates, Inc. I I I I L I I I I I I I I CI I I I 4. 5. Transverse Expansion Joints: Transverse expansion joints shall consist of a vertical expansion joint filler placed in a butt -type joint with or without dowel bars as shown in the plans. The expansion joint filler shall be continuous from form to form, and shaped to the subgrade, curb section, and to the keyway along the form. Preformed joint filler shall be furnished in lengths equal to the pavement width or equal to the width of one lane. Damaged or repaired joint filler shall not be used unless approved by the Engineer. The expansion joint filler shall be held in a vertical position. An approved installing bar or other device shall be used if necessary to ensure proper grade and alignment during placing and finishing of the concrete. Finished joints shall not deviate in horizontal alignment more than 1/4 inch from a straight line. If joint fillers are assembled in sections, there shall be no offsets between adjacent units. No plugs of concrete shall be permitted anywhere within the expansion space. Longitudinal Joints: Longitudinal joints shall consist of planes or weakness created by forming or cutting grooves in the surface of the pavement. They shall be equal to at least one -quarter the depth of the slab plus 1/2 inch. a. Sawed longitudinal joints shall be sawed grooves made with a concrete saw after the concrete has hardened. The joint may be sawed at any time before use by construction traffic or before opening if construction traffic does not use the pavement. b. Longitudinal groove joints are formed in the same manner as traverse formed groove joints (see 'Transverse Contraction Joints" section of these specifications.) c. Longitudinal strip joints are formed int he same manner as transverse strip joints (see TS -303-1 9 Copyright © 1996 Grafton, Tull & Associates, Inc. I I I I I I LI I I I I I I 'Transverse Contraction Joints" section of these specifications.) d. Longitudinal construction joints shall be of the dimensions shown in the plans. Where a key is required, it shall be constructed by forming when the first lane adjacent to the joint is placed. These joints shall be finished with an edger of the radius shown in the plans. When placing the second slab, concrete must not be left overhanging the lip formed in the first slab by the edging tool. 6. Sealing Joints: Joints to be sealed shall be filled with joint -sealing material before the pavement is opened to traffic and as soon after completion of the curing period as is feasible. Just before sealing, each joint shall be thoroughly cleaned of all foreign material, including membrane curing compound, and joint faces shall be clean and surface -dry when seal is applied. Material for seal applied hot shall be stirred during heating to prevent localized overheating. The sealing material shall be applied to each joint opening in accordance with the details shown in the plans or as directed by the Engineer. The joint filling shall be done without spilling material on the exposed surfaces of the concrete. Any excess material on the surface of the concrete pavement shall be removed immediately and the pavement surface cleaned. The use of sand or similar material to cover the seal shall not be permitted. Joint -sealing material shall not be placed when the air temperature in the shade is less than 50°F, unless approved by the Engineer. Opening to Traffic: The Engineer shall decide when the pavement shall be opened to traffic. It shall not be opened to traffic until the field -cured concrete has attained a flexural strength of 550 psi, or a compressive strength of 3,500 psi. If such tests are not conducted, the pavement shall not be opened to traffic until 14 days after the TS -303-20 Copyright © 1996 Grafton, Tull & Associates, Inc. I ' concrete was placed. Before opening to traffic, the pavement shall be cleaned. ' 303-4.4 ACCEPTANCE OF NON -SPECIFICATION MATERIALS: ' The following provides for corrective actions to be taken and/or provisions for accepting a street when test results indicate non -specification materials or workmanship have been incorporated into the project. Any ' penalties which are assessed shall be paid to the Owner by the Contractor before a street will be accepted by the Owner. A. Concrete Pavement Strength: ' The average 28 day compressive strength of the two (2) cylinders of a set shall be at least 4000 psi. If the average strength is lower, the following penalties shall be assessed. ' 3500 psi to 3999 psi - 3% of the cost of the in place material. 3000 psi to 34999 psi - 7% of the cost of the in place material. 1 2750 psi to 2999 psi - 15% of the cost of the in place material. ' 2500 psi to 2749 psi - 25% of the cost of the in place material. 2250 psi to 2499 psi - 40% of the cost of the in place ' material. Below 2250 psi - Remove and Replace. ' B. Concrete Pavement Depth: I The concrete pavement depths shall be within +/- 1/4 inch of the required depth plus any additional depth required as a result of a deficient subbase depth. The average of all depth measurements ' shall not be less than the required depth, and any depth in excess of + 1/4 inch will not be used in computing the average depth. If the average depth is less, the following penalties shall be assessed. ' TS -303-21 Copyright ® 1996 Grafton, lull & Associates, Inc. 1 I ' Required depth to 1/8 inch - 1% of the cost of the in place material. ' Minus 1/8 to 1/4 inch - 3% of the cost of the in place material. Minus 1/4 to 3/8 inch - 7% of the cost of the in place material. ' Minus 3/8 to 1/2 inch - 15% of the cost of the in place material. ' Minus 1/2 to 5/8 inch - 25% of the cost of the in place ' material. Minus 5/8 to 3/4 inch - 40% of the cost of the in place ' material. More than minus 3/4 inch - Remove and Replace. C. Concrete Pavement Surface: ' The concrete surface shall not show any deviation greater than 1/4 inch when checked with a 10 foot straight -edge. Any deviation greater than this shall be corrected by grinding, removing and replacing, or as directed by the Engineer. I I I I LJ H ' TS -303-22 Copyright © 1996 Oration, Tull & Associates, Inc. 303-5.1 TESTING AND MATERIAL REQUIREMENTS: Test and Short Title Material and Short Title AASHTO M 85, ASTM C 150, CSA A5, ASTM A 615, A 616, or A 617, CSA G 30.12, G 30.8 AASHTO M 173 or ASTM D 1190 AASHTO M 33, M 213, ASTM D 994, D 1751 AASHTO M 182 AASHTO M 148, ASTM C 309, CGSB 90 -GP -la AASHTO M 171, ASTM C 171 AASHTO 191, ASTM C 143, CSA A 23.20 AASHTO T 152, ASTM C 231, CSA A 23.2.19 AASHTO T 199 AASHTO T 22, ASTM C 39, CSAA23.2.13 23.2.13 AASHTO T 23, ASTM C 31, CSA A 23.2.14 AASHTO T 97, ASTM C 78, CSA A 23.2.15 AASHTO T 121, ASTM C 138 AASHTO M 151, CSAA23.1 23.1 AASHTO M 157 TS -303-23 Slump Air Content Chase Air Indicator Curing Cement Content Copyright © 1996 Crafton, Tull & Associates, Inc. Li I ITEM 304 CONCRETE SIDEWALKS 304-1.0 DESCRIPTION: ' This item shall consist of the construction of a concrete sidewalk to the depth and section as shown on the plans, and in conformity with the locations, lines, and grades shown on the plans, or as directed. 304-2.0 MATERIALS: Cement, aggregates, and water shall conform to the requirements of DIVISION 3 - CONCRETE for Class B Concrete. ' 3043.0 CONSTRUCTION METHODS: A. Subgrade Preparation: The bottom of the excavation or the top of the fill shall be known as the pavement subgrade and shall conform to the lines, grade, and cross sections shown in the plans. ' All soft and yielding material and portions of the subgrade that will not compact readily when rolled or tamped shall be removed and replaced with suitable material. The subgrade shall be brought to a firm and unyielding condition by compacting it to uniform density. Soil should be compacted at, or slightly above, standard optimum moisture. ' All utility trenches and structure excavations shall be backfilled to natural or finished grade with granular material as soon as conditions permit. All backfill shall be compacted with mechanical ' tampers in layers not over six inches in compacted thickness to densities similar to that of surrounding soils. ' Concrete shall not be placed on a soft, spongy, frozen, or otherwise unsuitable subgrade. The subgrade shall be moist when concrete is placed. I H I TS -304-1 Copyright ® 1996 Grafton, Tull & Associates, Inc. I B. Concrete Placement: ' Ready -mixed concrete hauled in truck mixers or truck agitators shall be deposited in place within 90 minutes from the time water is added to the mix. ' Before placing concrete, free standing water, snow, ice, or other foreign materials shall be removed from the subgrade. All forms ' shall be thoroughly cleaned, secured in position, and coated with a form -release agent. ' Concrete shall be placed, struck off, consolidated, and finished to plan grade with a mechanical finishing machine, vibrating screed, or by hand -finishing methods when approved. Pavement shall be pitched to area drains or perimeter areas to remove water. ' C. Thickness and Slope: Sidewalks shall be a minimum of four (4) inches thick with four (4) ' inches of compacted SB-2 base underneath. Sidewalks shall slope one-fourth (1/4) inch per foot toward the street unless existing topography requires a slope toward the property line. D. Finishing: ' After concrete has been struck off and consolidated, a bullfloat may be used to remove any high or low spots. Bullfloat use shall be confined to a minimum. A final skid -resistant finish shall be ' made with a burlap drag or broom. E. Curing: Concrete shall be cured by protecting it from loss of moisture, rapid ' temperature change, and mechanical injury for at least three days after placement. After all free water has disappeared from the surface, a liquid membrane -forming compound or other approved ' curing material shall be uniformly sprayed on all exposed surfaces. Rate of application shall be in accordance with manufacturer's recommendations. ' When concrete is being placed in cold weather and the temperature may drop below 35°F, straw, hay, insulated curing ' blankets or other suitable material shall be provided along the line ' TS -3042 Copyright© 1996 Crafton, Tull & Associates, Inc. 1 H ' of work to prevent freezing of concrete. Concrete injured by frost action shall be removed and replaced at the Contractor's expense. F. Joints: Unless shown on the project drawings, a jointing plan shall be prepared by the Contractor and approved before paving begins. Maximum joint spacing shall be the width of the sidewalk installed. Control joints or contraction joints shall be formed by one of the ' following methods: sawing, forming by hand, forming by premolded filler, or using full depth construction joints. Joint depth shall be a minimum of one-fourth the slab thickness. Handformed joints shall ' have a maximum edge radius of 1/4 inch. Sawing of joints shall begin as soon as the concrete has hardened sufficiently to permit sawing without excessive raveling. All joints shall be completed ' before uncontrolled shrinkage cracking occur. All such joints shall be completed within 24 hours of placing the concrete. Joints shall be continuous across the slab. Expansion joints shall be made of three quarter (3/4) inch felt and shall be spaced at maximum one hundred (100) foot intervals. Expansion joints and contraction joints shall be spaced so that they align with the joints in any adjacent concrete curb and gutter. I I I I I I TS -304-3 Copyright ® 1996 Grafton, lull & Associates, Inc. I IITEM 306 CONCRETE BOX CULVERTS This item shall consist of the construction of concrete box culverts, in accordance with these specifications, of the type, size and dimensions shown on the plans, and in conformity with the locations, lines and grades shown on the plans, or as directed. ' 306-2.0 MATERIALS: A. Cement, aggregates and water shall conform to the requirements ' of DIVISION 3 CONCRETE for Class S(AE) Concrete. B. Reinforcing steel shall conform to the requirements of DIVISION 3 ' CONCRETE. C. Steel for welded steel grates and frames shall conform to the ' requirements of ASTM A 36. 306-3.0 CONSTRUCTION METHODS: ' Concrete box culverts shall be constructed with reinforced concrete or precast sections. ' A. Concrete shall be proportioned, mixed, placed, finished and cured in accordance with DIVISION 3 Class S Concrete. ' B. Concrete floors shall be poured at least 24 hours before beginning ' construction of the walls. A longer period of time may be required if weather conditions make it necessary. C. Walls shall be constructed to form a tight joint with the floor. D. Backfilling around structures shall be with approved material, free ' from large lumps or clods. The material shall be placed alongside the structure in layers not to exceed 4 inches in depth at near optimum moisture content and compacted with mechanical equipment to 95% of maximum density as determined by AASHTO T 99 for the full depth of the structure. I TS -306-1 Copyright © 1996 Crafton, Tull & Associates, Inc. I ' E. Structures shall be cleaned of any accumulation of silt, debris or foreign matter of any kind, and shall be reasonably free of such accumulations at the time of final inspection. No backfill shall be placed against any culvert until permission ' shall have been given by the Engineer, but not until the concrete has been in place 14 days, or until test cylinders show the strength specified. 1 I I f] I I I I I I I L I TS -306-2 Copyright © 1996 Grafton, Tull & Associates, Inc. 1 ' ITEM 310 REINFORCING STEEL FOR STRUCTURES 310.01 DESCRIPTION: This item shall consist of reinforcing steel and miscellaneous accessories of the quality, type, size, and quantity designated, which shall be ' furnished and placed in concrete structures in accordance with these Specifications and in conformity with the details shown on the Plans, or as ' directed. 310.02 MATERIALS: ' A. Bar Reinforcement: Bar reinforcement for concrete in sizes up to and including #18 shall conform to the requirements of ASTM A ' 615 orA617. B. Wire and Wire Fabric: Wire shall conform to the requirements for Cold -Drawn Steel Wire for Concrete Reinforcement, of ASTM A 82. Wire fabric, when used as reinforcement in concrete shall conform ' to the requirements of ASTM A 185. The type of wire fabric shall be approved by the Engineer. I I I I I I I Bar mat reinforcement for concrete shall conform to the requirements of ASTM A 184. D. Epoxy Coating: When specified, reinforcing steel bars shall be coated in accordance with ASTM A 775 using a coating material which shall meet the requirements of Annex Al of ASTM A 775. The Contractor shall supply to the Engineer three copies of a written certification that properly identifies the number of each batch of coating material used in the order; and the material, quantity represented, date of manufacture, and name and address of manufacturer; and a statement that the supplied coating material meets the requirements of annex Al of ASTM A 775. TS -31 0-1 Copyright ® 1996 Crafton, lull & Associates, Inc. I I I I I I I I I I Patching material, compatible with coating material and inert in concrete, and meeting the requirements of Annex Al of ASTM A 775, shall be provided by the epoxy coating manufacturer. All reinforcing steel shall be fabricated to conform to the details shown on the Plans. Pins used for bending reinforcing steel shall be equal to or larger than that shown on the Plans. Bar lists and bending diagrams for reinforcing steel and bar supports will not be reviewed or approved by the Engineer. The Contractor shall be responsible for the correctness of the fabricated reinforcing steel. Kilexir •I lSI [']tsJJii 1z4T.i.i Steel reinforcement shall be protected from damage. When placed in the work, it shall be free from dirt, detrimental rust or scale, paint, oil, or other foreign substance. Steel reinforcement shall be stored above the ground on skids, platforms, or other supports. Epoxy coating damaged during fabrication, shipping, or installation shall be patched in accordance with Section 12 of ASTM A 775. Damaged areas less than 0.1 square inch need not be repaired but all areas larger than 0.1 square inch shall be repaired. The maximum amount of damage shall not exceed 2% of the surface area of each bar. All damaged areas shall be patched with the material in accordance with the Manufacturer's instructions. Patching will be required on all sheared or cut ends of bars, end areas left bare during the coating process, and any areas where the entire coating is removed. All repairs shall be completed as soon as practicable and, in the case of bare end areas and sheared ends, before visible oxidation of the surface occurs. Epoxy coated bars shall not be flame cut. The Contractor shall exercise caution when placing and vibrating concrete to prevent any damage to epoxy coated bars. In order to prevent the vibrator from damaging the coated bars, the head shall be ' covered with a sheet of rubber or a similar material as approved by the Engineer. I nI TS -310-2 Copyright ® 1996 Grafton, lull & Associates, Inc. I ' Bar reinforcement shall be bent to the shapes shown on the Plans. Bars shall be bent cold, unless otherwise permitted by the Engineer. No bars partially embedded in concrete shall be field bent, except as shown on the Plans or specifically permitted by the Engineer. Radii for bends shall be as shown on the Plans. When not shown on the ' Plans, radii bends on the inside of bars shall be as specified below Bar Size Minimum Radii Stirrups and Ties 4 bar diameters '• 3, 4, 5, 6, 7, or 8 6 bar diameters 9, 10, or 11 8 bar diameters 14 or 18 10 bar diameters Bar reinforcement shall be shipped in standard bundles, tagged, and marked in accordance with the Code of Standard Practice of the Concrete ' Reinforcement Steel Institute. Epoxy coated bars shall be prepared for shipment by use of excelsior or ' equivalent padded metal bands, or other methods which will prevent damage during shipment. Caution shall be used to avoid dragging or dropping the bundles. If bundled together for shipment, the bundles ' should be small, tightly banded with padded bands, and should be lifted with strong back, multiple supports, or a platform bridge to prevent bar to bar abrasion from sags in the bar bundle, and shall be stored on padded and/or wooden supports. All systems for handling coated bars shall have padded contact areas. If, in the judgement of the Engineer, the coating is ' damaged to the extent that the coating no longer provides the intended protection, the material shall be returned to the coating applicator for repair or replacement. Patching materials or any required repair of the coating, shall be at no coat to the State. The Contractor shall inform the Engineer, in writing, at least 10 days prior to performing any of the cleaning or coating operations. I P I I TS -31 0-3 Copyright ® 1996 Crafton, Tull & Associates, Inc. I ' The Engineer or his representative shall have free access to the shop for inspection, and every facility shall be extended to him for this purpose. ' On a random basis, lengths of coated bars, other than the additional test bars, may be taken by the Engineer from the production run at the point of coating application. ' The Contractor or his representative shall have free access to the shop for inspection, and every facility shall be extended to him for this purpose. On a random basis, lengths of coated bars, other than the additional test bars, may be taken by the Engineer from the production run at the point of tcoating application. The Contractor shall furnish to the Engineer the coating applicator's ' certification in triplicate, certifying that all materials used, the preparation of the bars, coating, and curing were done in accordance with these specifications and that no bars contain more than two holidays per linear foot. The certification shall include or have attached specific results of tests of coating thickness and flexibility of coating. 310.06 PLACING AND FASTENING: Steel reinforcement shall be accurately placed in the positions shown on ' the Plans and firmly held during the placing and setting of concrete. Bars shall be tied at all intersections except where spacing is less than 1in each direction, in which case alternate intersections shall be tied. ' Bundled bars shall be tied together at not more than 6' centers. I I I Li C I Bar positions or clearances from the forms shall be maintained by means of stays, ties, hangers, or other approved devices. Metal bar supports which are in contact with the exterior surface of the concrete shall have protection conforming with the CRSI Specifications, Class 1 for Plastic Protected Bar Supports and Class 2 for Stainless Steel Bar supports, with the further provision that the plastic protection may be applied either by a dipping operation or by the addition of premolded plastic tips to the legs of the supports. Epoxy Coated Bar Supports which are coated in accordance with the provisions of ASTM A 775 using a coating material meeting the requirements of 'annex 1 of ASTM A 775 may be substituted for Plastic Protected Bar Supports or Stainless Steel Bar Supports. All high chairs and bar bolsters shall be metal. Plastic bar supports shall not be used. TS -310-4 Copyright © 1996 Grafton, Tull & Associates, Inc. [] When concrete is to rest on an excavated surface, layers of bars shall be supported above the surface by metal chairs or by precast mortar or concrete blocks. The use of rocks, pieces of stone or brick, pipe, wooden block,s or chunks of concrete will not be permitted as bar supports or spacers. I ' 310.07 1 1 1 Reinforcement shall be placed by the Contractor and then inspected and approved by the Engineer before the placing of concrete begins. concrete placed in violation of this provision may be rejected and removal required. Unless otherwise shown on the Plans, the spacing of supports shall conform to the recommendations of CRSI. If fabric reinforcement is shipped in rolls, it shall be straightened into flat sheets before being placed. Epoxy coated bars shall be placed on plastic coated or epoxy coated metal supports and shall be held in place by use of plastic coated tie wires or molded plastic clips especially fabricated for this purpose. Bar supports for epoxy coated bars shall be fully coated metal supports. Epoxy coated bar supports shall meet the recommendations of CRSI Specifications. In placing epoxy coated bars, care shall be maintained to prevent, as far as is practical, coated bars from being damaged. After the coated bars are secured to bar supports, a final visual inspection shall be made and all uncoated or damaged areas coated or repaired as required by the Engineer. Any bar supports which deform under foot traffic or other construction activities shall not be used. Reinforcing steel shall be furnished in the full lengths specified on the Plans. Bars spliced as a result of unforeseen construction conditions or sequences will require the written approval of the Engineer. Splices shall meet the requirements of the current edition of the AASHTO Standard Specifications for Highway Bridges. Secondary reinforcing used for distribution of loads, such as longitudinal bars in box culverts, retaining walls, and slabs for steel girder spans, may be lapped 32 bar diameters minimum if bars are #6 or smaller. Primary reinforcing for columns and retaining walls, which require splicing as a result of the lowering of footings, shall be spliced at the upper end of the TS -310-5 Copyright© 1996 Grafton, Tull & Associates, Inc. I original bars. Required lengths of splices for primary reinforcing shall be obtained from the Bridge Engineer. ' In lapped splices, the bars shall be placed in contact and fastened together in such a manner as to maintain the minimum distance to the surface of the concrete as shown on the Plans. Welding of reinforcing steel shall be done only if detailed on the Plans or if authorized in writing by the Engineer. 310.08 LAPPING: ' Sheets of wire fabric or bar mat reinforcement shall overlap each other sufficiently to maintain a uniform strength and shall be securely fastened ' at the ends and edges. The lap shall be not less than one space of wire fabric or bar. 310.09 SUBSTITUTIONS: ' Bar size substitutions will be permitted only with specific authorization by the Engineer. The substituted bars shall have an area equivalent to or larger than the design area. 310.10 METHOD OF MEASUREMENT: Steel reinforcement incorporated in the concrete will be measured in pounds based on the total computed weight for the sizes and lengths of bars, wire fabric, or mats shown on the Plans or revised by the Engineer. The quantities shown on the Plans will be considered as the final quantities and no further measurement will be made unless, in the opinion of the Engineer or upon evidence furnished by the Contractor, substantial variations exist between quantities shown on the Plans and actual quantities due to changes in alignment or dimensions or to apparent • errors. Epoxy coated reinforcing steel will be measured by the pound, based on the theoretical number of pounds calculated on the nominal weight before ' application of the epoxy coating materials. No allowance will be made for the epoxy coating material, the coating process, accessories, or the testing required by the Manufacturer or applicator as specified above. The weight of wire fabric will be computed from the theoretical weight of plain wire. If the weight per square foot is given on the Plan, that weight will be used. ' TS -310-6 Copyright @1996 Grafton, Tull & Associates, Inc. Bar No. 3 4 5 6 7 8 Weight .376 .668 1.043 1.502 2.044 2.670 (lbs. per lin. ft.) Bar No. 9 10 11 14 18 Weight 3.400 4.303 5.313 7.65 13.60 (lbs. per lin. ft.) The weight of plain bars will be computed from the theoretical weight of plain round bars of the same nominal size as shown in the following table: Bar Size 1/4" 3/8" 1/2" 5/8" 3/4" 7/8" 1" Weight .167 .376 .668 1.043 1.502 2.044 2.670 (lbs. per lin. ft.) If bars are substituted at the Contractor's request, and as a result, more steel is used than specified, only the amount specified will be measured for payment. When laps are made from splices other than those shown on the Plans, for the convenience of the Contractor, the extra steel will not be measured for payment. TS -31 0-7 Copyright ® 1996 Crafton, lull & Associates, Inc. I 1900.0 1 1900.1 I I n I I I I I I Ti I 1900.2 ITEM 1900 ASPHALT TRAIL This item shall consist of providing an asphalt trail as indicated on the construction plans on a prepared subgrade, in accordance wit these specifications. MATERIALS: Materials for the class 7 base course shall conform to ITEM 1904 - CLASS 7 STONE BASE COURSE, and the materials for the asphaltic concrete hot mix surface course shall conform to ITEM 1912 -ASPHALTIC CONCRETE HOT MIX SURFACE COURSE ON BINDER. CONSTRUCTION METHODS: A. Subgrade: The subgrade preparation shall conform to the subgrade preparation requirements in ITEM 304 -CONCRETE SIDEWALKS. B. Class 7 Base: Class 7 base course placement shall conform to the construction methods section of ITEM 1904 -CLASS 7 STONE BASE COURSE. C. Asphaltic Hot Mix Surface Course: The ACHM surface course shall conform to the requirements of ITEM 1913 - ASPHALT EQUIPMENT AND CONSTRUCTION METHODS. The minimum density shall be 90.0 % of the maximum theoretical density, and the depth shall be within + 1/4 inch of the required depth. TS -1900-1 Copyright (c) 1996 Crafton, Tull & Associates, Inc. Ti C I I I I I I I CJ I C ITEM 1901 CONCRETE CURB AND GUTTER 1901-1.1 DESCRIPTION: This item shall consist of the construction of concrete curb and gutter in accordance with these specifications and in conformity with the locations, lines and grades shown on the plans or as directed. Ii�I�j6afi ►tr I4IZI_«� The cement, aggregates and water shall meet the requirements of Division 3. €.] Eal 1uLfl I •Rll 0 - All curb and gutters shall be six (6) inch by twenty-four (24) inch Portland Cement Concrete with six inch (6") vertical or roller type curb. All curb and gutters shall be 3,000 PSI Class B(AE) Portland Cement Concrete at twenty-eight (28) days. Contraction joints shall be sawn one and one half (1-1/2) inches in depth, shall be spaced at twenty (20) foot maximums and three quarter (3/4) inch felt expension joints shall be spaced at one hundred (100) foot maximums. The expansion joints shall extend through the curb and gutter for the full depth. Contraction joints and expansion joints shall align with the joints in any adjacent sidewalk. All sawn joints shall be completed within twenty-four (24) hours of placing the concrete. Curb and gutters shall be placed on a firm unyielding subgrade to the lines and grades as established by the Engineer. Forms shall be of metal or wood, free from warp and of sufficient strength to resist springing during the process of depositing concrete. The forms shall be securely staked, braced, set and held firmly to the required line and grade. All forms shall be cleaned and oiled before concrete is placed against them. Completed curb and gutters shall be cured with a white pigmented membrane or wet burlap for seventy-two (72) hours. All exposed concrete surfaces shall be covered and cured. TS -1901-1 Copyright© 1996 Crafton, Tull & Associates, Inc. I ' Upon completion of all work on the project, the Contractor shall pick up all debris and refuse caused by his operations. He shall blade the area behind the curbs and sweep the street surface as necessary to leave the project in a neat and presentable condition. All areas outside the street right-of-way disturbed by his operations shall also be bladed smooth. The ' cost of this clean up shall be included with the price paid for curb and gutter. I C I I H I I I H I I I TS -1901-2 Copyright ® 1996 Grafton, Tull & Associates, Inc. 1904-2.1 E I [.j I I L [1 I I ITEM 1904 - CLASS 7 STONE BASE COURSE This item shall consist of a foundation for surface courses or pavement. It shall be constructed on the prepared subgrade in accordance with these specifications, and in substantial conformity with the line grades, compacted thickness and typical cross section shown on the plans. This material shall consist of crusher run stone or a mixture of crushed stone and natural fines uniformly mixed and so proportioned as to meet all the requirements hereinafter specified, with the further provision that a mixture of crushed stone and natural fines shall contain not less than 90% crusher produced material. The stone shall be hard and durable with a percent of wear by the Los Angeles Test (AASHTO T 96) not greater than 45. For the purpose of this specification, shale and slate are not considered to be stone. The material furnished shall not contain more than 5% by weight of shale, slate and other deleterious matter. Base course material shall be crushed stone conforming to the following gradation requirements: Retained Retained Retained Passing Passing on 1-1/ on 3/4" on #4 #40 #200 2" sieve - 0 sieve - 10-50% sieve - 50-75% sieve - 10-30% sieve - 3-10% The fraction passing the No. 200 sieve shall not be greater than two-thirds the fraction passing the No. 40 sieve. The fraction passing the No. 40 sieve shall have a liquid limit not greater than 25 and a plasticity index not greater than 6. When it is necessary to blend two or more materials, each material shall be proportioned separately through mechanical feeders to insure uniform production. Premixing or blending in the pit to avoid separate feeding will not be permitted. The blending of materials on the roadway in order to obtain a mixture that will comply with the above requirements will not be permitted. TS -1 904-1 Copyright© 1996 Grafton, Tull & Associates, Inc. I ' The base course shall only be placed on a subgrade that has been prepared in accordance with preceding specifications. Base course material shall not be placed on a frozen subgrade. I I I I The compacted base course shall be tested for depth and any ' deficiencies corrected by scarifying, placing additional material, mixing, reshaping and recompacting to the specified density, all as directed by the Engineer. I I ' 1904-3.2 I I I The base course shall be compacted by any satisfactory method that will obtain the density herein specified. The crushed stone shall be maintained at optimum moisture during the mixing, spreading and compacting operations, water being added or the material aerated as may be necessary. The specified grade and section shall be maintained by blading throughout the compaction operation. The Class 7 base shall be moistened to optimum water content (verified by laboratory test results) and rolled and compacted to ninety-five (95%) percent modified proctor density as determined by AASHTO T-180 and must have a plasticity index of 6 or less. Density testing shall be done upon installation of the subbase. If the required compacted depth of the base course exceeds 6 inches, the base shall be constructed in two or more layers of approximate equal thickness. The maximum compacted thickness of any one layer shall not exceed 6 inches. When vibrating or other approved types of special compacting equipment are used, the compacted depth of a single layer of the base course may be increased to 8 inches upon approval. The completed base shall have a thickness as shown on the Plans. AASHTO T 180 - Density AASHTO T 96 -Los Angeles Test TS -1904-2 Copyright© 1996 Crafton, Tull & Associates, Inc. I n ' ITEM 1909 ASPHALTIC CONCRETE HOT MIX BINDER COURSE 1909.1 DESCRIPTION: ' This item shall consist of a binder course composed of a compacted mixture of mineral aggregate and asphalt cement and shall be ' constructed on the prepared subgrade; or on a completed and accepted base course; or placed as patches for holes or depressions in the existing base course; or used for widening, building up or shaping the existing base course, in accordance with these specifications and in reasonably close conformity with the lines, grades, compacted thickness and typical cross section shown on the Plans. 1909.2 COMPOSITION: The binder course shall be composed of a mixture of mineral aggregate and asphalt in the following proportions by weight: Mineral Aggregate: Total retained on 1-1/2" sieve Total retained on 1-1/8" sieve Total retained on 1" sieve 0% - 5% ' Total retained on 3/4" sieve 5% - 20% Total retained on 1/2" sieve 20% - 45% Total retained on No. 4 sieve 45% - 65% ' Total retained on No. 10 sieve 65% - 80% Total retained on No. 40 sieve 75% - 85% Total retained on No. 200 sieve 93% - 100% Bitumen 3.7% - 7% ' The general composition limits set forth above are master ranges of tolerance to govern mixtures made from any raw material meeting specification requirements, and are maximum and minimum for all cases. ' The Engineer will specify or approve a job mixture for each project coming within the above limits, which in his judgement will be suitable, and the maximum permissible variations from the job mixture shall be as follows: I TS -1909-1 Copyright © 1996 Crafton, Tull & Associates, Inc. n ITotal retained on 3/4" sieve ±7% Total retained on No. 4 sieve ±5% Total retained on No. 10 sieve ±5% ' Total retained on NO. 40 sieve ±4% Total retained on NO. 200 sieve ±2% Bitumen ±0.4 % '• Temperature of mixture on delivery ±20°F. The Engineer will take as many samples as he considers necessary for checking the uniformity of the mixture. When unsatisfactory results or changed conditions make it necessary, the Engineer may establish a new ' job mix formula. ' Aggregate samples will be tested for gradation in accordance with AASHTO T 11, T 27, and T 30, as applicable. Extraction tests on bituminous mixtures shall be in accordance with AASHTO T 164. Density ' of compacted mixture shall be determined in accordance with AASHTO T 166. 1909.3 MATERIALS: The materials shall conform to the following requirements: A. Material Aggregates: The mineral aggregates for Asphaltic Concrete Hot Mix Binder Course shall consist of combinations of coarse aggregate, fine aggregate and mineral filler proportioned as provided for the ' respective mixes, and with the further provision that the coarse aggregate for use in Asphaltic Concrete Hot Mix Binder Course ' shall be crushed gravel or crushed stone. The coarse aggregate is that fraction retained on the No. 10 sieve ' and shall consist of gravel or crushed stone. Fine aggregate is that fraction passing the No. 10 sieve, and shall ' consist of clean, hard, durable particles of natural sand or stone sand, or combinations of the two. Crushed stone shall consist of hard, tough, durable fragments of rock of uniform quality, free from an excess of soft particles. The stone shall have a percent of wear by the Los Angeles Test (AASHTO T 96) not greater than 40 and when subjected to 5 ' TS -1909-2 Copyright © 1996 Crafton, Tull & Associates, Inc. I cycles of the Sodium Sulfate Soundness Test (AASHTO T 104), ' the loss shall not exceed 12%. Gravel shall consist of hard durable aggregate free from an excess ' of soft particles. The gravel shall have a percent of wear by the Los Angeles Test (AASHTO T 96) not greater than 40. Crushed gravel is that which 100% of the particles have been produced from larger particles by crushing operations. Mineral aggregates shall be uniformly well graded from coarse to ' fine and free from lumps or foreign material. It shall also be free from adherent films of clay that will prevent thorough coating with bituminous material. The infraction passing the No. 40 sieve shall ' have a Plasticity Index not greater than 4. Mineral filler shall comply with the requirements of AASHTO M 17. B. Asphalt Cement: Asphalt cement furnished shall be in accordance with AASHTO M ' 226. Specific physical requirements to be met are those set forth in Table II of AASHTO M 227. The grade to be used will be specified by the Engineer. ' If required, the asphalt cement shall contain a heat stable antistripping additive. The additive shall be one approved by the Engineer and shall be added in the proportion of approximately 0.5% by weight of the asphalt cement. The additive shall be thoroughly and uniformly mixed with the asphalt cement, either at the refinery or in the storage tanks at the hot mix plant. The ' additive will not be paid for directly but will be considered subsidiary to the item Asphaltic Concrete Hot Mix Binder Course. I. C. Prime Coat: A prime coat shall be applied to the base course and allowed to cure before the surface course is applied. ' The materials used for the prime coat shall be MC -30 bituminous material or equivalent as approved by the Engineer. A medium curing I. cut back asphalt will be used for the prime coat. After the surface to be primed has been prepared, the bituminous material for the prime coat shall be sprayed uniformly over the surface by the means of an approved mechanical pressure distributor at the rate of application of 0.3 gallons per square yard. Surplus bituminous material forming in • the surface depressions shall be removed by hand sweeping. Following the application of the prime coat, the road shall be closed to traffic for ' a period of time sufficient to allow the proper curing of the bituminous material. Prime coat shall not be applied when the air temperature is below 50°F., nor shall it be applied to a surface having excess moisture, no when general weather conditions in the opinion of the Engineer, are not suitable. If the primed surface becomes damaged prior to the application of the wearing course, the damaged area shall be cleaned, patched and retraced as directed by the Engineer. ' TS -1909-3 Copyright O1998 Grafton, Tull & Associates, Inc. 1 I I I I I I I I P1 E I I I f1 I I 1909.4 1909.5 1909.6 A. t�� L� •� •L a .�� Equipment and construction methods shall conform to the Asphalt Equipment and Construction Methods Specifications. The following provides for corrective actions to be taken and/or provisions for accepting a street when test results indicate non -specification materials or workmanship have been incorporated into the project. Any penalties which are assessed shall be paid to the Owner by the' Contractor by the Contractor before a street will be accepted by the Owner. Density of ACHM Binder: No individual density shall be lower than 90.0% of maximum theoretical density. Any section with density below that value shall be removed and replaced. The average of all densities for the project shall be not less than 92.0% of maximum theoretical density. If this average is less than 92%, the following penalties shall be assessed: 91.5% to 91.9% 91.0% to 91.4% 90:5% to 90.9% 90.0% to 90.4% Below 90.0% B. Depth of ACHM Binder. 3% of the cost of the in place material 5% of the cost of the in place material 15% of the cost of the in place material 30% of the cost of the in place material Remove and Replace The depth of the binder shall be within ±y,". If the binder is not the required thickness, then the deficient depth will be added to the required depth of the surface course or concrete pavement. Density AASHTO T 11 Gradation ASTM D 2041 AASHTO T 12 Gradation AASHTO T 30 Gradation AASHTO T 96 Los Angeles Test AASHTO T 164 Extraction AASHTO T 104 Sodium Sulfate Soundness TS -1909-4 Li Copyright© 1996 Crafton, lull & Associates, Inc. ITEM 1912 ASPHALTIC CONCRETE HOT MIX SURFACE COURSE ON BINDER 1.0 DESCRIPTION: This item shall consist of an asphaltic concrete wearing surface composed of a compacted mixture of mineral aggregate and asphalt cement, constructed on the completed and accepted binder course in accordance with these Specifications and in close conformity with the lines, grades, compacted thickness and typical cross section shown on the Plans. The wearing surface shall be composed of a mixture of mineral aggregate and asphalt cement in the following proportions by weight: 314- 100 100 — — 12- 85-100 - 85-100 100 100 *7 04 55.80 55-80 6060 95.100 *7 910 35-60 35-60 40-60 75-95 *5 020 22.45 22-45 22-47 45-62 *4 040 15-35 15-35 1540 30-55 *4 080 8-22 8-22 8-24 15-30 *4 Fines to Asphalt Ratio 0.6-1.4 0.6.1.4 Asphalt Content 4.5.7.5 4.5-7.5 No. otBlows: TYPEI 75 TYP€2 50 TYP3 50 TYPE 4 50 Minimum Marshall 1750 1000 1000 750 Stability. lbs. Marshall Flow, 11100 7-16 7-16 7-16 — %AirVoids: 3.0-5.0 2.5-5.0 2.0-5.0 — Minimum%VMA 14 14 15 — Minimum Water 75 70 70 — Sensilirdy Ratio % % Ant -Strip As required for all types TS -1912-1 Copyright O 1996 Crafton, lull & Associates, Inc. I I ' TYPE 1 >YPE2 TYPE 3 TYPE 4 Minimum Marshall 1750 — — — Stability, lbs. Minimum Density, 92.0 92.0 92.0 92.0 %Theoretical I. Manmum Moisture, 0.75 0.75 0.75 0.75 % (Roadway) Gradation and asphalt content tolerances: As shown in design requirements or as specified in job mix. NOTE: Fines to asphalt ratio is defined as the weight of the Aggregate passing the #200 sieve, expressed as a percentage of the total mix weight, divided by the percent asphalt cement content. The Engineer will take as many samples as he considers necessary for checking the uniformity of the mixture. When unsatisfactory results or changed conditions make it necessary, the Engineer may establish a new job mix formula. Aggregate samples will be tested for gradation in accordance with AASHTO T ' 11, T 27, T 30, as applicable. Extraction tests on bituminous mixtures shall be in accordance with AASHTO T ' 164. Density of compacted mixture shall be determined in accordance with AASHTO T 166. ' The materials shall conform to the following requirements: A. Mineral Aggregates: The mineral aggregate for Surface Courses shall consist of a natural or artificial mixture of gravel or crushed stone and stone screenings, sand, and other finely divided mineral matter, so proportioned as to meet all applicable requirements of this Specification; and the fraction retained on the No. 10 sieve shall contain at least 15% of crushed particles. The coarse aggregate is that fraction retained on the No. 10 sieve and shall consist of gravel or crushed stone. 1 ' TS -1912-2 Copyright ® 1996 Grafton, Tull & Associates, Inc. I I L. rI, I I I I I Fine aggregate is that fraction passing the No. 10 sieve, and shall consist of clean, hard, durable particles of natural sand or stone sand, or combination of the two. Crushed stone shall consist of hard, tough, durable fragments of rock of uniform quality, free from an excess of soft particles. The stone shall have a percent of wear by the Los Angeles Test (AASHTO T 96) not greater than 40 and when subjected to 5 cycles of the Sodium Sulfate Soundness Test (AASHTO T 104) the loss shall not exceed 12%. Gravel shall consist of hard durable aggregate free from an excess of soft particles. The gravel shall have a percent of wear by the Los Angeles Test (AASHTO T 96( not greater than 40. Crushed gravel is that which 100% of the particles have been produced from larger particles by crushing operations. Mineral aggregates shall be uniformly well graded from coarse to fine, and free from lumps of foreign material. They shall also be free from adherent films of clay that will prevent thorough coating with bituminous material. The fraction passing the No. 40 sieve shall have a plasticity index not greater than 4. Mineral filler shall comply with the requirements of AASHTO M 17. C. Tack Coat: A tack coat shall be installed one each lift or course of asphalt base or binder at the rate of 0.03 to 0.10 gallons per square yard. The humidity, temperature, and other conditions prevailing at the time of application shall determine the exact rate of application and time allowed to cure before the surface course is applied. RC -800 asphalt or an emulsified asphalt shall be used for tack coats. 3.0 EQUIPMENT AND CONSTRUCTION METHODS: I Equipment and construction methods shall conform to the Asphalt Equipment and Construction Methods Specification. 3.1 ACCEPTANCE OF NON -SPECIFICATION MATERIALS: The following provides for corrective actions to be taken and/or provisions for I accepting a street when test results indicate non -specification materials or workmanship have been incorporated into the project. Any penalties which are I TS -1912-3 Copyright ® 1996 Grafton, lull & Associates, Inc. I I ' assessed shall be paid to the Owner by the Contractor before a street will be accepted by the Owner. A. Density of ACHM Surface: ' No individual density shall be lower than 90.0% of maximum theoretical density. Any section with a density below that value shall be removed and replaced. The average of all densities for the project shall be not ' less than 92.0% of maximum theoretical density. If this average is less than 92%, the following penalties shall be assessed. ' 91.5 to 91.9% 3% of the cost of the in -place material. 91.0% to 91.4% 5% of the cost of the in -place material. 90.5% to 90.9% 15% of the cost of the in -place material. 90.0% to 90.4% 30% of the cost of the in -place material. Below 90.0% Remove and Replace B. Depth of ACHM Surface: 1 The depth of the asphalt hot mix surface course shall be within ± 1/4 inch of the required depth plus any additional depth(s) required due to deficient depths in the base and binder courses. The average of all depth measurements shall not be less than the required depth, and any depth in excess of + 114 inch will not be used in computing the average depth. If the average depth is less, it will be corrected by overlaying with additional ACHM surface, or as directed by the Engineer. C. Surface Tolerance of ACHM Surface: If the surface deviation is greater than ±1/4" inch when checked with a 10 ' foot straight edge, the surface smoothness shall be corrected by overlaying or replacing the entire surface at the Contractor's expense. 11 I I TS -1912-4 Copyright ® 1996 Grafton, Tull & Associates, Inc. 4.0 TESTING AND MATERIAL REQUIREMENTS: Test Short Title and Material and Density AASHTO T Short Title 11 Gradation ASTM D 2041 AASHTO T 27 Gradation AASHTO T 30 Gradation AASHTO T 96 Los Angeles Test AASHTO T 104 Sodium Sulfate Soundness AASHTO T 164 Extraction AASHTO T 226 Viscosity TS -1912-5 Copyright O1996 Crafton, lull & Associates, Inc. 7 I I I I I I I I I I I I ITEM 1913 ASPHALT - EQUIPMENT AND CONSTRUCTION METHODS 1913-1.1 DESCRIPTION: This specification shall cover equipment and construction methods for use in asphalt construction. 1913-2.1 EQUIPMENT: A. Mixing Plants: Only plants approved by the Engineer shall be acceptable for the manufacture of the various asphalt pavement mixes. B. Rollers: Compaction of bituminous base, binder and surface courses shall be obtained by self-propelled rollers. No roller will be permitted on the work which is not in good mechanical condition, free from backlash, loose link motion, faulty steering mechanism or worn king bolts, and which cannot be reversed smoothly. Steel wheel rollers shall be equipped with adjustable spring scrapers on each roll which will scrape in both directions. Rollers shall have a system for moistening the full width of each roll. Each roller shall be operated by a competent and experienced roller operator. The roller shall be kept in continuous operation as,nearly as practicable. ' Trench rollers shall be equipped with a leveling mechanism to maintain the axis of the compacting roll in a horizontal plane while compacting surfaces below the edge of the old pavement. The ' compacting rolls shall have not less than 15 inches width of tread. The weight applied by any compacting roll shall be not less than 200 pounds per inch width of tread. C. Mechanical Spreading and Finishing Equipment: Mechanical spreading and finishing equipment shall consist of a self -powered paver, capable of spreading and finishing the mixture true to line, grade and cross section without the use of side forms or side supports. The paver shall be capable of laying the mixture ITS -1913-1 Copyright© 1996 Crafton, Tull & Associates, Inc. I ' to a width of at least 12 feet and shall be adjustable to lay the mixture in strips of more than 8 feet in 6 inch increments. The paver shall be equipped with mechanical devices such as equalizing runners, straightedge runners, more even arms or other ' compensating devices to adjust the grade and confine the edges of the mixture to true lines without the use of stationary side forms. The paver shall be equipped with hoppers and distributing screws of the reversing type adequate to place the mixture evenly ahead of the screed. ' The term "screed" shall include any strike -off device operated by cutting, crowding or other practical action which effectively places ' and spreads the mixture without tearing, shoving or gouging. The finished surface shall be smooth and of even texture. Screeds shall be adjustable to crown and grade and shall have an indicating level attached thereto. The paver shall be equipped with blending or joint leveling devices ' for smoothing and adjusting all longitudinal joints between adjacent strips. Suitable and adequate heating equipment shall be provided to pre -heat the screed as required. ' The paver shall be equipped with an automatic screed control system for the control of grade and slope. The sensor or grade control may be operated from a reference string line, from a ski -type grade reference system, from a sensor shoe siding over an adjacent mat, or any other appropriate method approved by the Engineer which will produce the desired results. ' Final approval of spreading and finishing equipment will be based upon satisfactory performance during actual construction. If equipment previously approved becomes unsatisfactory, it shall be ' replaced before proceeding with the work. D. Pressure Distributors: ' Each pressure distributor used for applying asphaltic material shall be equipped with the following listed appliances or devices: ' 1. Tachometer devices registering speed in feet per minute and indicating gallons per minute passing through the ' nozzles. TS -1913-2 Copyright ® 1996 Crafton, lull & Associates, Inc. I 2. Pressure gauge. 3. Thermometer well and accurate thermometer to indicate the temperature of the bituminous material in the distributor. 4. Adjustable length spray bars mounted a proper distance above the ground to insure a fifty percent lap of the sprays from adjacent nozzles. 5. Power unit and pump distributing system capable of operating under and maintaining a pressure of not less than thirty pounds nor more than seventy pounds per square ' inch. 6. Calibrated metal measuring stick. ' 7. Easily removable dome cover ' 8. Wind guards on ends of spray bar. Each distributor will be calibrated by the Engineer before being ' used on the work. Distributors previously calibrated and certified in writing thereto, will be accepted. Distributors will be kept free from sludge or other residue and at such time as there is evidence of inaccuracy, they will be subject to re -calibration. The Contractor shall be responsible for furnishing the required calibration and shall, at his own expense provide all necessary equipment, materials, and assistance for such calibration. I I I I ' TS -1913-3 Copyright © 1996 Crafton, Tull & Associates, Inc. I •Z. .: •� a .*] A. General: The methods employed in performing the work and equipment, ' tools, and plant machinery used in executing the work shall be subject to the approval of the Engineer before the work is started. When they are found unsatisfactory they shall be changed and ' improved as required. Equipment, tools, and plant machinery must be maintained in a satisfactory working condition. The plant and equipment used shall comply with the requirements as specified ' above. ' B. Preparation of Asphalt Cement: The asphalt cement shall be heated at the paving plant to a temperature not exceeding 325°F. C. Preparation of Mineral Aggregate: The coarse and fine aggregates shall be fed into the drier through the cold aggregate bins in such a manner that a uniform and constant flow of materials in the required proportions will be maintained. The aggregate shall be dried and heated to the temperature necessary to produce a mixture having the desired temperature within the range specified. In no case shall the temperature of the heated aggregate exceed 425°F. upon discharge from the drier. Immediately after heating, the aggregate shall be screened into three or more approximately equal fractions and conveyed into separate bins ready for batching and mixing ' with asphalt cement. The burners on the drier shall be adjusted so that fuel is completely burned. Screens shall never be loaded to such an extent that they will not separate the aggregate efficiently. D. Preparation of Mixture: ' Each size of hot aggregate, mineral filler and the asphalt cement shall be measured separately and accurately in the proportions in which they ar to be mixed. In batch mixing the hot aggregate and mineral filler shall be mixed in the pugmill for at least 10 seconds before application of the asphalt cement. The dry mixing requirement may be waived for binder or hot mix stabilized base ' course when clean uncoated aggregate is used. The asphalt ' TS -1913-4 Copyright ® 1996 Grafton, Tull & Associates, Inc. 1 I ' cement shall be introduced in such manner as to spread evenly over the mixture. The time required to add the asphalt cement ' shall not exceed 15 seconds. The time required for adding asphalt and completing the wet mixing shall not be less than 30 seconds. In continuous mixing, the mixing period shall not be less than 30 seconds, as determined by the following formula: Mixing time in seconds = Pugmill dead capacity in lbs Pugmill output in lbs per sec. The mixing time may be increased above the minimum specified if necessary to produce a homogenous mixture with a uniform distribution of the asphalt cement throughout the aggregate and ' complete coating of the aggregate particles. The temperature of the mixture when discharged from the mixer of ' a batch or continuous type plant shall not be more than 325°F. The temperature of the mixture when discharged from a dryer -drum mixer shall not be more than 300°F. E. Preparation of Subgrade: Unless the course is to be placed on an existing base or pavement, the subgrade shall be prepared in conformity with the provisions of the subgrade preparation specification, and shall conform to the ' typical cross section as shown on the plans, and primed if specified. Additional material obtained from preparing the subgrade shall be bladed to the shoulders and evenly spread, with excess material being distributed evenly on the slopes. F. Preparation of Existing Base or Surface: Newly constructed base courses shall be prepared as set forth in ' the specification item covering such base courses. Prior to placing bituminous base or surface courses all required ' corrections of the existing pavement or old base such as filling pot holes, sags and depressions or alterations of the existing pavement crown shall be made. Such corrections shall be accomplished by placing bituminous binder or surface course mixtures at the location and in a manner as directed by the Engineer. Bituminous material used for wedging or leveling ' courses, or for filling holes, may be placed by hand, blade grader, TS -1913-5 Copyright O 1996 Grafton, Tull & Associates, Inc. r or mechanical spreader methods. The mixture shall be featheredged to a smooth and even surface around the edges of ' these areas. Prior to placing bituminous material, the base or existing surface shall be covered with a prime coat or tack coat. ' Unstable areas in existing pavement or bases shall be corrected by the removal of the pavement or base to the necessary depths and the repairs made as directed by the Engineer. No direct payment ' will be made for the removal of unstable material except as provided in the plans but payment will be made for bituminous mixture used in repairs at the bid prices per square yard for the 'number of layers to fill the excavation. ' Joint or crack filler on existing pavement surface shall be removed as specified by the Engineer. No direct payment will be made for cleaning the surface of existing pavement unless provided for in ' the plans. Prior to arrival of the mixture on the work, the prepared surface, ' primed or tack coated as specified, shall be cleaned of all loose and foreign materials. The mixture shall not be placed on a surface which shows evidence of moisture. Contact surfaces of curbings, gutters, manholes and other structures shall be pained with a thin coating of rapid curing ' cut -back asphalt or emulsified asphalt. No direct compensation will be made for this work. ' When an asphaltic course previously laid becomes coated with dirt or foreign material, or when the time lapse between courses is of �_ such length as to prevent proper adhesion or bond of a later course, the earlier course shall be cleaned and given a tack coat prior to placing the succeeding course. ' G. Transporting: The mixture shall be transported from the paving plant to work in tight vehicles previously cleaned of foreign materials. Each load shall be covered with canvas or other suitable material of sufficient ' size to retard loss of heat and to protect it from the weather conditions. The cover shall extend at least 12 inches over the sides and ends of the truck bed and shall be securely fastened. When the mixture is being hauled more than fifteen miles or when ' TS -1913-6 Copyright ® 1996 Grafton, Tull & Associates, Inc. 1 1 C C C I I I L I I I H I I L C the pavement is being placed between November first and April first, the beds of the vehicles shall be suitably insulated to retard loss of heat. The insulating material shall be at least 3/4 inch thick and shall cover ends, sides, and bottom of the truck bed. No loads shall be sent out so late in the day as to interfere with spreading and compacting the mixture during daylight hours unless artificial light, satisfactory to the Engineer, is provided. The mixture produced in a batch or continuous type plant shall be delivered at a minimum temperature of 265°F. for Surface Courses, 250°F. for Binder Courses,and 2250F. for Base Courses. When Sand Asphalt Hot Mix is specified, the mixture shall not be less than 2000F. The mixture from a dryer -drum plant shall be delivered at a temperature of not less than 200°F. The mix shall be placed only upon a base which shows no evidence of free moisture, and only when weather conditions are suitable. The Engineer may, however, permit work of this character to continue when overtaken by sudden rains to utilize materials which may be transit from plant at the time, provided the mixture is within the temperature limits specified and provided the finished pavement otherwise meets specification requirements. H. Spreading and Finishing: The mixture shall be laid upon an approved surface, spread and struck off to the grade and elevation established. Bituminous pavers shall be used to distribute the mixture either over the entire width or over such partial width as may be practicable. The longitudinal joint in one layer shall offset that in the layer immediately below by approximately 6 inches; however, the joint in the top layer shall be at the center line of the pavement if the roadway comprises two lanes of width, or at lane lines if the roadway is more than 2 lanes in width. Hand spreading will be permitted only on small turnouts or other small areas inaccessible to the spreader. On normal two-lane roads the mixture shall be spread and finished in one-half widths. Unless two machines are employed, the spreader shall alternate between the two half widths with such frequency that the second half width shall be laid the next day after the first half width is laid. TS -1913-7 Copyright ® 1996 Crafton, Tull & Associates, Inc. I Li Li I I I I I I I I I LJ I I El I The finishing machine shall be kept in good mechanical condition and adjustment. All worn or defective parts shall be replaced immediately when indicated by improper finish of the surface. Bituminous pavers shall be self-contained, power -propelled units, provided with an activated screed or strike -off assembly, heated if necessary, and capable of spreading and finishing courses of bituminous plant mix material in lane widths applicable to the specified typical section and thicknesses shown on the plans. Pavers used for shoulders and similar construction shall be capable of spreading and finishing courses of bituminous plant mix material in widths shown on the plans. The paver shall be equipped with a receiving hopper having sufficient capacity for a uniform spreading operation. The hopper shall be equipped with a distribution system to place the mixture uniformly in front of the screed. The screed or strike -off assembly shall effectively produce a finished surface of the required evenness and texture without tearing, shoving or gouging the mixture. When laying mixtures, the paver shall be capable of being operated at forward speeds consistent with satisfactory laying of the mixture. The edge of the binder course shall be established by a string or chalk like for a distance of not less than five hundred feet ahead of the spreading operation. When more than one course is called for on the plans, the succeeding course shall follow not later than 72 hours unless the preceding course is given a tack coat. If proper bond is not obtained between the two courses, a tack coat shall be used even though the lapsed time has been less than 72 hours. Rolling and Density Requirements: The mixture, after being spread, shall be thoroughly compacted by rolling as soon as it will bear the weight of the rollers without undue displacement. The number, weight, type of rollers and sequences of rolling operations shall be such that the required density and surface are T8-1913-8 Copyright ® 1996 Crafton, Tull & Associates, Inc. I J I I I I I I I I H C I U I I I consistently attained while the mixture is in a workable condition. Final approval of rollers and rolling sequences will be based upon satisfactory performance and the ability to compact the asphaltic mixtures to the specified density and surface requirements. Rollers which produce excessive crushing of aggregate particles will not be permitted. When using vibratory rollers, the Contractor shall exercise due caution to prevent any deterioration of the material caused by excessive rolling or vibration. Rolling shall start longitudinally at the sides and proceed toward the center of the roadway, overlapping on successive trips by at least one-half of the width of the roller. When paving in echelon or abutting a previously placed lane, the longitudinal joint shall be rolled first followed by the regular rolling procedure. Alternate trips of the roller shall be terminated at least three feet distance from any preceding stop. Rolling on super -elevated curves shall progress from the low side. The speed of the rollers shall be slow enough to avoid displacement of the hot mixture. Any displacement occurring as a result of reversing the direction of the roller, or from any other cause, shall be corrected at once by the use of rakes and the addition of fresh mixture as required. Rolling shall proceed continuously until all roller marks are eliminated and the required density attained. To prevent adhesion of bituminous mixture, the rollers shall be kept moist for the full width of the rollers, but an excess of water will not be permitted. The finished bituminous courses shall be compacted to the following densities: Asphaltic Concrete Hot Not less than 92% of Mix Surface Course theoretical density. Asphaltic Concrete Hot Not less than 90% of Mix Binder Course theoretical density. Dense Graded Hot Mix Not less than 90% of Binder Course theoretical density. Hot Mix Asphalt Not less than 95% of TS -1913-9 Copyright © 1996 Grafton, Tull & Associates, Inc. Li ' Stabilized Base Course the density obtained in the laboratory. On the day following placement of asphaltic materials samples for the determination of density shall be taken by sawing or coring from the finished pavement by the Contractor, at his expense, at locations and in the manner directed by the Engineer. Samples taken shall be furnished by the Engineer for testing. The cuts ' made in taking such samples shall be repaired by the Contractor at no expense to the Owner. ' J. Joints: ' Placing of the bituminous paving shall be as continuous as possible. Rollers shall not pass over the unprotected end of a freshly laid mixture unless authorized by the Engineer. Transverse ' joints shall be formed by cutting back on the previous run to expose the full depth of the course. When directed by the Engineer, a brush coat of bituminous material shall be used on ' contact surfaces of transverse joints just before additional mixture is placed against the previously rolled material. K. Surface Tests: The finished surface when checked with a ten foot straight edge placed parallel to the centerline, shall show no variation more than 1/2 inch for base and intermediate courses and not more than 1/4 inch for surface courses. ' The Contractor and Engineer will test the finished surface with a rolling straight edge immediately following the final rolling as conditions permit. All testing will be made in a longitudinal direction and at least one pass shall be made for the full length of ' each lane. Immediately prior to testing, the rolling straight edge shall be calibrated. Surface deviations for base and intermediate courses may be ' corrected by skin patching, feather edging or other methods which would provide the required smoothness and maintain quality material. I TS -1913-10 Copyright ® 1996 Grafton, Tull & Associates, Inc. I ' Surface deviations for surface courses shall be corrected in such a manner as to maintain a quality pavement having the same uniform texture and appearance as the adjoining surface. Skin patching and feather edging will not be permitted, except at beginning and end of job. ' All corrective work shall be at the expense of the Contractor. L. Widening Operations: When asphaltic hot mix material is to be placed in a trench for widening an existing pavement, and the trench is inaccessible to normal rolling operations, compaction both of the subgrade and of the bituminous material shall be accomplished by means of a trench roller or by other approved methods. ' M. Temperature Limitations: Hot mix bituminous material shall not be mixed or placed when the ' air temperature in the shade is below 40°F., or when there is frost in the base or subgrade, or at any other time when weather conditions are unsuitable for the type of material being placed. ' When approved by the Engineer, bituminous material may be placed when the lifts are in excess of 2-1/2 inches compacted thickness and the air temperature in the shade is 35°F., or higher. I [J I C I TS -1913-11 Copyright© 1996 Crafton, Tull & Associates, Inc. §1926.606 29 CFR Ch. XVII (7-1-92 Edition) I U (6) Obstructions shall not be laid on or across the gangway. (7) The means of access shall be ade- quately illuminated for its full length. (8) Unless the structure makes it im possible, the means .of access shall : be so located that the load will not pass over employees. (c) Working surfaces of barges. (1) Employees shall not be permitted to walk along the sides of covered light- ers or barges with coamings more than 5 feet high, unless there is a 3 -foot clear walkway, or a grab rail, or a taut handline is provided. (2) Decks and other working sur- faces shall be maintained in a safe condition. (3) Employees shall not be permitted to pass fore and aft, over, or around deckloads, unless there is a safe pas- sage. (4) Employees shall not be permitted to walk over deckloads from rail to coaming unless there is a safe passage. If It is necessary to stand at the out- board or inboard edge of the deckload where less than 24 inches of bulwark, rail, coaming, or other protection exists, all employees shall be provided with a suitable means of protection against falling from the deckload. (d) First -aid and lifesaving equip- ment- (1) Provisions for rendering first aid and medical assistance shall be in accordance with Subpart D of this part. (2) The employer shall ensure that there is in the vicinity of each barge in use at least one U.S. Coast Guard -ap- proved 30 -inch lifering with not less than 90 feet of line attached, and at least one portable or permanent ladder which will reach the top of the apron to the surface of the water. If the above equipment is not available at the pier, the employer shall furnish it during the time that he is working the barge. (3) Employees walking or working on the unguarded decks of barges shall be protected with U.S. Coast Guard -ap- proved work vests or buoyant vests. (e) Commercial diving operations. Commercial diving operations shall be subject to subpart T of part 1910, § § 1910.401-1910.441, of this chapter. [39 FR 22801, June 24, 1974, as amended at 42 FR 37674, July 22, 1977] § 1926.606 Definitions applicable to this subpart. (a) Apron —The area along the wa- terfront edge of the pier or wharf. (b) Bulwark —The side of a ship above the upper deck. (c) Coaming—The ' raised frame, as around a hatchway in the deck, to keep out water. (d) Jacob's. ladder —A marine ladder of rope or chain with wooden or metal rungs. _ (e) Rail, for the purpose of 1926.605, means a light structure serving as a guard at the outer edge of a ship's deck. _ Subpart P=Excavations Avraoiuxr: Sec. 107, Contract Worker Hours and Safety Standards Act (Construc- tion Safety Act) (40 U.S.C. 333); Secs. 4. 6, 8, Occupational Safety and Health Act of 1970 (29 U.S.C. 653, 655, 657); Secretary of Labor's Order No. 12-71 (36 FR 8754). 8-76 (41 FR 25059), or 9-83 (48 FR 35736), as ap- plicable, and 29 CFR part 1911. Sovact 54 FR 45959, Oct. 31, 1989, unless otherwise noted. § 1926.650 Scope, application, and defini- tions applicable to this subpart. (a) Scope and application. This sub- part applies to all open excavations made in the earth's surface. Excava- tions are defined to include trenches. (b) Definitions applicable to this subpart - Accepted engineering practices means those requirements which are compatible with standards of practice required by a. registered professional engineer. Aluminum Hydraulic Shoring means a pre-engineered shoring system com- prised of aluminum hydraulic cylin- ders (crossbraces) used in conjunction with vertical rails (uprights) or hori- zontal rails (walers). Such system Is designed, specifically to support the sidewalls of an excavation and prevent cave-ins. Bell-bottom pier hole means a type of shaft or footing excavation, the bottom of which is made larger than the cross section above to form a belled shape. 218 Occupational Safety and Health Admin., Labor § 1926.650 Benching (Benching system) means a method of protecting employees from cave-ins by excavating the sides of an excavation to form one or a series of horizontal levels or steps, usually with vertical or near -vertical surfaces between levels. Cave-in means the separation of a mass of soil or rock material -from the side of an excavation, or the loss of soil from under a trench shield or sup- port system, and its sudden movement into the excavation, either by falling or sliding, in sufficient quantity so that it could entrap, bury, or other- wise injure and immobilize a person. Competent person means one who is capable of identifying existing and predictable hazards in the surround- ings, or working conditions which are unsanitary, hazardous, or dangerous to employees, and who has authoriza- tion to take prompt corrective meas- ures to eliminate them. Cross braces mean the horizontal members of a shoring system installed perpendicular to the sides of the exca- vation, the ends of which bear against either uprights or wales. Excavation means any man-made cut, cavity, trench, or depression in an earth surface, formed by earth remov- al. Faces or sides means the vertical or inclined earth surfaces formed as a result of excavation work. Failure means the breakage, dis- placement, or permanent deformation of a structural member or connection so as to reduce its structural integrity and its supportive capabilities. - Hazardous atmosphere means an at- mosphere which by reason of being ex- plosive, flammable, poisonous, corro- sive, oxidizing, irritating, oxygen defi- cient, toxic, or otherwise harmf_ ul, may cause death, illness, or injury. Kickout means the accidental re- lease or failure of a cross brace. Protective system means a method of protecting employees from cave-ins, from material that could fall or roll from an excavation face or into an ex- cavation, or from the collapse of adja- cent structures. Protective systems in- clude support: systems; sloping and benching systems, shield systems, and other systems that provide the neces- sary protection Ramp means an inclined walking or working surface that is used to gain access to one point from another, and is constructed from earth or from structural materials such as steel or, wood. Registered Professional Engineer means a person who is registered as a professional engineer in the state where the work is to be performed. However, a professional engineer, reg- istered in any state is deemed to be a "registered professional engineer" within the meaning of this standard when approving designs for "manufac- tured protective systems" or "tabulat- ed data" to be used in interstate com- merce. • Sheeting means the members of a shoring system that retain the earth in position and in turn are supported by other members of the shoring system. Shield (Shield system) means a structure that is able to withstand the forces imposed on it by a cave-in and thereby protect employees within the structure. Shields can be permanent structures or can be designed to be portable and moved along as work pro- gresses. Additionally, shields can be either premanufactured or job -built in accordance with § 1926.652 (c)(3) or (c)(4). Shields used in trenches are usually referred to as "trench boxes" or "trench shields." Shoring (Shoring system) means a structure such as a metal hydraulic, mechanical or timber shoring system that supports the sides of an excava- tion and which is designed to prevent cave-ins. Sides. See "Faces." Sloping (Sloping system) means a method of protecting employees from cave-ins by excavating to form sides of an excavation that are inclined away from the excavation so as to prevent cave-ins. The angle of incline required to prevent a cave-in varies with differ- ences in such factors as the soil type, environmental conditions of exposure, and application of surcharge loads. Stable rock means natural solid min- eral material that can be excavated with vertical sides and will remain intact while exposed. Unstable rock is considered to be stable when the rock material on the side or sides of the ex - I CSI I C I I I I C I L I I 219 "5 § 1926.651 29 CFR Ch. XVII (7-1-92 Edition) Ii I Hi 1 1 I n! I cavation is secured against caving -in or movement by rock bolts or by another protective system that has been de- signed by a registered professional en- gineer. - Structural ramp means a ramp built of steel or wood, usually used for vehi- cle access. Ramps made of soil or rock are not considered structural ramps. Support system means a structure such as underpinning, bracing, or shoring, which provides support to an adjacent structure,. underground in- stallation, or the sides of an excava- tion. Tabulated data means tables and charts approved'by a registered profes- sional engineer and used to design and construct a protective system. Trench (Trench excavation) means a narrow excavation (in relation to its length) made below the surface of the ground. in general, the depth is great- er than the width, but the width of a trench (measured at the bottom) is not greater than 15 feet (4.6 m). If forms or other structures are installed or constructed in an excavation so as to reduce the dimension measured from the forms or structure to the side of the excavation to 15 feet (4.6 m) or less (measured at the bottom of the excavation), the excavation is also con- sidered to be a trench. Trench box. See "Shield." Trench shield. See "Shield." Uprights means the vertical mem- bers of a trench shoring system placed in contact with the earth and usually positioned so that individual members do not contact each other. Uprights placed so that individual members are closely spaced, in contact with or interconnected to each other, are often called "sheeting." Wales means horizontal members of a shoring system placed parallel to the excavation face whose sides bear against the vertical members of the shoring system or earth. 91926.651 General requirements. (a) Surface encumbrances. All sur- face encumbrances that are located so as to create a hazard to employees shall be removed or supported, as nec- essary, to safeguard employees. (b) Underground installations. (1) The estimated location of utility in - stallations, such as sewer, telephone, fuel, electric, water lines, or any other underground installations that reason- ably may be expected to be encoun- tered dUring excavation work, shall be determined prior to. opening an exca- vation. (2) Utility companies or owners shall be contacted within established or cus- tomary local response times, advised of the proposed work, and asked to es- tablish the location of the utility un- derground installations prior to the start of actual excavation. When utili- ty companies or owners cannot re- spond to a request to locate under- ground utility installations within 24 hours (unless a longer period is re- quired by state or local law), or cannot establish the exact location of these installations, the employer may pro- ceed, provided the employer does so with caution, and provided detection equipment or other acceptable means to locate utility installations are used. (3) When excavation operations ap- proach the estimated location of un- derground installations, the exact lo- cation of the installations shall be de- termined by safe and acceptable means. (4) While the excavation is open, un- derground installations shall be pro- tected, supported or removed as neces- sary to safeguard employees. (c) Access and egress —(1) Structural ramps. (i) Structural ramps that are used solely by employees as a means of access or egress from excavations shall be designed by a competent person. Structural ramps used for access or egress of equipment shall be designed by a competent person qualified in structural design, and shall be con- structed in accordance with the design. (ii) Ramps and runways constructed of two or more structural members shall have the structural members connected together to prevent dis- placement, (iii). Structural members used for ramps and runways shall be of uni- form thickness. (iv) Cleats or other appropriate means used to connect runway struc- tural members shall be attached to the bottom of the runway or shall be at - 220 Occupational Safety and Health Admin., Labor § 1926.651 tached in a manner to prevent trip- ping. (v) Structural ramps used in lieu of steps shall be provided with cleats or other surface treatments on the top surface to prevent slipping. (2) Means of egress from trench exca- vations. A stairway, ladder, ramp or other safe means of egress shall be lo- cated in trench excavations that are 4 feet (1.22 m) or more in depth so as to require no more than 25 feet (7.62 m) of lateral travel for employees. (d) Exposure to vehicular traffic. Employees exposed to public vehicular traffic shall be . provided with, and shall wear, warning vests or other suit- able garments marked with or made of reflectorized or high -visibility materi- al. (e) Exposure to falling loads. No em- ployee shall be permitted underneath loads handled by lifting or digging equipment. Employees shall be re- quired to stand away from any vehicle being loaded or unloaded to avoid being struck by any spillage or falling materials. Operators may remain in the cabs of vehicles being loaded or unloaded when the vehicles are equipped, in accordance with § 1926.601(b)(6), to provide adequate protection for the operator during loading and unloading operations. (f) Warning system for mobile equip- ment. When mobile equipment is oper- ated adjacent to an excavation,, or when such equipment is required to approach the edge of an excavation, and the operator does not have a clear and direct view of the edge of the ex- cavation, a warning system shall be utilized such as barricades, hand or mechanical signals, or stop logs. If pos- sible, the grade should be away from the excavation. (g) Hazardous atmospheres -(1) Testing and controls. In addition to the requirements set forth in subparts D and E of this part (29 CPR 1926.50- 1926.107) to prevent exposure to harmful levels of atmospheric con- taminants and to assure acceptable at- mospheric conditions, the following re- quirements shall apply: (i) Where oxygen deficiency (atmos. pheres containing less than 19.5 per- cent oxygen) or a hazardous atmos- phere exists or could reasonably be ex- pected to exist, such as in. excavations in landfill areas or excavationsin areas where hazardous substances are stored nearby, the atmospheres in the excavation shall be tested before em- ployees enter excavations greater than 4 feet (1.22 m) in depth. (ii) Adequate precautions shall be taken to prevent employee exposure to atmospheres containing less than 19.5 percent oxygen and other hazardous atmospheres. These precautions in- clude providing proper respiratory protection or ventilation in accordance with subparts D and E of this part re- spectively, (iii) Adequate precaution shall be taken such as providing ventilation, to prevent employee exposure to an at- mosphere containing, a concentration of a flammable gas in excess of 20 per- cent of the lower flammable limit of the gas. (iv) When controls are used that are intended to reduce the level of atmos- pheric contaminants to acceptable levels, testing shall be conducted as often as necessary to ensure that the atmosphere remains safe. (2) Emergency rescue equipment. (1) Emergency rescue equipment, such as breathing apparatus, a safety harness and line, or a basket stretcher, shall be readily available where hazardous at- mospheric conditions exist or may rea- sonably be expected to develop during work in an excavation. This equipment shall be attended when in use. (ii) Employees entering bell-bottom pier holes,- or other similar deep and confined footing excavations, shall wear a harness with a life -line securely attached to it. The lifeline shall be separate from any line used to handle materials, and shall be individually at- tended at all times while the employee wearing the lifeline is in the excava- tion. (h) Protection from hazards associ- ated with water accumulation. Cl) Em- ployees shall not work in excavations in which there is accumulated water, or in excavations in which water is ac- cumulating, unless adequate precau- tions have been taken to protect em- ployees against the hazards posed by water accumulation. The precautions necessary to protect employees ade- quately vary with each situation, but I L I I I L LI I I Ti I I I I I I 221 § 1926.651 29 CFR Ch. XVII (7-1-92 Edition) L I I •1 I I L I I I I I II could include special support or shield systems to . protect from cave-ins, water removal to control the level of accumulating. water, or use.of a safety harness and lifeline. ., (2) If water is controlled or prevent- ed from accumulating by• the use of water removal equipment, the water removal equipment and operations shall be monitored by a competent person to ensure proper operation. (3) If excavation work interrupts the natural drainage of surface water (such as streams), diversion ditches, dikes, or other suitable means shall be used to prevent surface water from en- tering the excavation and to provide adequate drainage of the area adja- cent to the excavation. Excavations subject to runoff from heavy rains will require an inspection by a competent person and compliance with para= graphs (h)(1) and (h)(2) of this sec- tion. (I) Stability of adjacent structures.: (1) Where the stability of adjoining buildings, walls, or other structures is endangered by excavation operations, support systems such as shoring, brac- ing, or underpinning shall be provided to ensure the stability of such struc- tures for the protection of employees. (2) Excavation below the level of the base or footing of any foundation or retaining wall that could be reason- ably expected to pose a hazard to em- ployees shall not be permitted except when: (1) A support system, such as under- pinning, is provided to ensure the safety of employees and the stability of the structure; or (ii) The excavation is in stable rock; or (iii) A registered .professional engi- neer has approved the determination that the structure is sufficently re- _ moved from the excavation so as to be unaffected by the excavation activity; or (iv) A registered: professional engi- neer has approved the determination that such excavation work will not pose a hazard to employees.• (3) Sidewalks, pavements, and appur- tenant structure shall not be under- mined unless a support system or an- other method of protection is provided • to protect employees from the possible collapse of such structures. (j) Protection of employees from loose rock or soiL (1) Adequate protec- tion shall be provided to protect em- ployees from loose rock or soil that could pose a hazard by falling or roll- ing from an excavation face. Such pro- tection shall consist of scaling to remove loose material; installation of • protective barricades at intervals as necessary on the face to stop and con- tain falling material; or -other means that provide equivalent protection. (2): Employees shall be protected from excavated or other materials or equipment that could pose a hazard by falling or rolling into excavations. Pro- tection shall be provided by placing and keeping such materials or equip- ment at least 2 feet (.61 m) from the edge of excavations, or by the use of retaining devices that aresufficient to prevent materials or equipment from falling or rolling Into excavations, or by a combination of both if necessary. (k) Inspections. (1) Daily inspections of excavations, the adjacent areas, and protective systems shall be made by a competent person for evidence of a sit- uation that could result in possible cave-ins, indications of failure of pro- tective systems, hazardous atmos- pheres, or other hazardous conditions. An inspection shall be conducted by the competent person prior to the start of work and as needed through- out the shift. Inspections shall also be made after every rainstorm or other hazard increasing occurrence. These inspections are only required when employee exposure can be reasonably. anticipated. (2) Where the competent person finds evidence of a situation that could result in a possible cave-in, indications of failure of protective systems, haz- ardous atmospheres, or other hazard- ous conditions, exposed employees. shall be removed from the hazardous area until the necessary precautions have been taken .to ensure their safety. (1) Fall protection. (1) Where em- ployees or equipment are required or permitted to cross over excavations, walkways or bridges with standard guardrails shall be provided. 222 Occupational Safety and Health Admin., Labor § 1926.652 (2) Adequate barrier physical protec- tion shall be provided at all remotely located excavations. All wells, pits, shafts, etc., shall be barricaded or cov- ered. Upon completion of exploration and similar operations, - temporary wells, pits, shafts, etc., shall be back - filled. § 1926.652 Requirements for ` protective systems. (a) Protection of employees. in, exca- vations. (1) Each employee in an exca- vation shall be protected from cave-ins by an adequate protective system de- signed in accordance with paragraph (b) or (c) of this section except when: U) Excavations are made entirely in stable rock; or (ii) Excavations are less than 5 feet (1.52m) in depth and examination of the ground by a competent person provides no indication of a potential cave-in. (2) Protective systems shall have the capacity to resist without failure all loads that are intended or could rea- sonably be expected to be applied or transmitted to the system. (b) Design of sloping and benching systems. The slopes and configurations of sloping and benching systems shall be selected and constructed by the em- ployer or his designee and shall be in accordance with the requirements of Paragraph (b)(1); or, in the alterna- tive; paragraph (b)(2); or, in the alter- native, paragraph (b)(3), or, in the al- ternative, paragraph (b)(4), as follows: (1) Option (1) Allowable configura- tions and slopes. (i) Excavations shall be sloped at an angle not steeper than one and one-half horizontal to one vertical (34 degrees measured from the horizontal), unless the employer uses one of the other options listed below. (ii) Slopes specified in Paragraph (b)(1)(i) of this section, shall be exca- vated to form configurations that are in accordance with the slopes shown for Type C soil in Appendix B to this subpart. (2) Option (2)—Deter7nination of slopes and configurations using Ap- pendices A and B. Maximum. allowable slopes, and allowable configurations for sloping and benching systems,. shall be determined in accordance with the conditions and requirements :tiw:s set forth in appendices A and B to this subpart. (3) Option (3) —Designs using other tabulated data. (1) Designs of sloping or benching systems shall be selected from and be in accordance with tabu- lated data, such as tables and charts. . (ii) The tabulated data shall be in written form and shall. include all of the following. (A) Identification of the parameters that affect the selection of a sloping or benching system drawn from such data; (B) Identification of the limits of use of the data, to include the magnitude and configuration of slopes deter- mined to be safe; (C) Explanatory information as may be necessary to aid the user in making a correct- selection of a protective system from the data. (iii) At least one copy of the tabulat- ed data which identifies the registered professional engineer who approved the data, shall be maintained at the jobsite during construction of the pro- tective system. After that time the data may be stored off the jobsite, but a copy of the data shall be made avail- able to the Secretary upon request. (4) Option (4) —Design by a regis- tered professional engineer. (1) Sloping and benching systems not utilizing Option (1) or Option (2) or Option (3) under paragraph (b) of this section shall be approved by a registered pro- fessional engineer. (ii) Designs shall be in written form and shall include at least the follow- ing: (A) The magnitude of the slopes that were determined to be safe for the particular project; (B) The configurations that were de- termined to be safe for the particular project; and (C) The identity of the registered professional engineer approving the design. (iii) At least one copy of the design shall be maintained at the jobsite while the slope is being constructed. After that time the design need not be at the jobsite, but a copy shall be made available to the Secretary upon request. (c) Design of support systems, shield systems, and other protective systems. L G I I I I El I 11 I El I I I El I 223 It .§ tT926AS2 '29-CFR-Ch. XVH- 7-1-92 tIon) H I L I .1 H I II I I .1 I I Designs 1ofsupportystenicsh1�ld sys- tems, . and other protective systems shall be. selected -and-constructed by the -employeror his designee: and shall be in .:accordance with the require- ments .of:,piragraph (c)(1); or, in 4the alternative,'paragraph tc)(2); or, in'tthe alternative. paragraph (c)(3); or, in the alternative; -paragraph (c)(4) . as fol- lows: (1) Option (1) —Designs using'appen- dices A, C and D. Designs for timber shoring in trenches shall be deter- mined in accordance with the condi- tions and requirements set forth in ap- pendices A and C to this subpart. De- signs for aluminum hydraulic shoring shall be in accordance with paragraph (c)(2) of this section, but if manufac- turer's tabulated data cannot be uti- lized, designs shall be in accordance with appendix D. (2) Option (2) —Designs Using Manu- facturer's Tabulated Data (i) Design of support systems, shield systems, or other protective systems that are drawn from manufacturer's tabulated data shall be in accordance with all specifications, recommendations, and limitations issued or made by the man- ufacturer. (ii) Deviation from the specifica- tions, recommendations, and limita- tions issued or made by the manufac- turer shall only be allowed after the manufacturer issues specific written approval. (iii) Manufacturer's specifications, recommendations, and limitations, and manufacturer's approval to deviate - from the specifications, recommenda- tions, and limitations shall be in writ- ten form at the jobsite during con- struction of the protective system. After that time this data may be stored off the jobsite, but a copy shall be made available, to the Secretary upon request. (3) Option (3) —Designs using other tabulated data. (i) Designs of support systems, shield systems, or other pro- tective systems shall be selected from and be in accordance with tabulated data, such as tables and charts. (ii) The tabulated data shall be in written form and include all of the fol. lowing: (A) Identification of .the parameters that affect the selection of a protec- tive system drawn from such data; (B) Identification -of the limits .of use of the data; (C) Explanatory information as may be•necessary to aid.the user in -making. -a cbrtect selection of a protective system from. the data. • (iii) At least one copy of :the tabuiat- �ed data, which identifies the regis- tered professional engineer who ap- proved the data, shall be msintained at the jobsite during construction -of- the protective system. After that time the data may be stored off the jobsite, but a copy of the data shall be made available to the Secretary upon re- quest. - (4) Option (4) —Design by a regis- tered professional engineer. (i) Sup- port systems, shield systems, and other protective systems not utilizing Option 1, Option 2 or Option 3, above, shall be approved by a registered pro- fessional engineer. (ii) Designs shall be in written form and shall include the following: (A) A plan indicating the sizes, types, and configurations of the mate- rials to be used in the protective system; and (B) The identity of the registered professional engineer approving the design. (iii) At least one copy of the design shall be maintained at the jobsite during construction of the protective system. After that time, the design may be stored off the jobsite, but a copy of the design shall be made avail- able to the Secretary upon request. (d) Materials and equipment. (1) Ma- terials and equipment used for protec- tive systems shall be free from damage or defects that might impair their proper function. • (2) Manufactured materials and equipment used for protective systems shall be used and maintained in a manner that is consistent with the rec- ommendations of the manufacturer, and in a manner that will prevent em- ployee exposure to hazards. (3) When material or equipment that is used for protective systems is damaged, a competent person shall ex- amine the material or'equipment=and evaluate its suitability for continued Occupational Safety and Health Admin., Labor Subpt. P, App. A use. If the competent person cannot assure the material or equipment is able to support the intended loads or is otherwise suitable for safe use, then such material or equipment shall be removed from service, and shall be evaluated and approved by a regis- tered professional engineer before being returned to service. (e)•Installation. and removal of sup- port —(1) General. (i) Members of sup- port systems shall be securely connect- ed together to prevent sliding, falling, kickouts, or other predictable failure. (II) Support systems shall be in- stalled and removed in a manner that protects employees from cave-ins, structural collapses, or from being struck by members of the support system. (iii) Individual members of support systems shall not be subjected to loads exceeding those which those members were designed to withstand. (iv) Before temporary removal of in- dividual members begins, additional precautions shall be taken to ensure the safety of employees, such as in- stalling other structural members to carry the loads imposed on the sup- port system. (v) Removal shall begin at, and progress from, the bottom of the exca- vation. Members shall be released slowly so as to note any indication of possible failure of the remaining mem- bers of the structure or possible cave- in of the sides of the excavation. (vi) Backfilling shall progress to- gether with the removal of support systems from excavations. - (2) Additional requirements for sup- port systems for trench excavations. (i) Excavation of material to a level no greater than 2 feet (.61 m) below the bottom of the members of a support system shall be permitted, but only if the system is designed to resist the forces calculated for the full depth of the trench, and there are no indica- tions while the trench is open of a pos- sible loss of soil from behind or below the bottom of the support system. (ii) Installation of a support system shall be closely coordinated with the excavation of trenches. (f) Sloping and benching systems. Employees shall not be permitted to work on the faces of sloped or benched excavations at levels above other em. ployees except when employees at the lower levels are adequately protected from the hazard of falling, rolling, or sliding material or equipment. (g) Shield systems -(1) General. (i) Shield systems shall not be subjected to loads exceeding those which the system was designed to withstand. (ii) Shields shall be installed in a manner to restrict lateral or other hazardous movement of the shield in the event: of the application of sudden lateral loads. (iii) Employees -shall be protected from the hazard of cave-ins when en- tering or exiting the areas protected by shields. (iv) Employees shall not be allowed in shields when shields are being in- stalled, removed, or moved vertically. (2) Additional requirement for shield systems used in trench excavations. Excavations of earth material to a level not greater than 2 feet (.61 m) below the bottom of a shield shall be permitted, but only if the shield is de- signed to resist the forces calculated for the full depth of the trench, and there are no indications while the trench is open of a possible loss of soil from behind or below the bottom of the shield. APPENDIx A TO SUBPART P -SOIL CLASSIFICATION (a) Scope and application —(1) Scope. This appendix describes a method of classifying soil and rock deposits based on site and envi- ronmental conditions, and on the structure and composition of the earth deposits. The appendix contains definitions, sets forth re- quirements, and describes acceptable visual and manual tests for use in classifying sons. (2) Application. This appendix applies when a • sloping or benching system is de- signed in accordance with the requirements set forth in t 1926.652(b)(2) as a method of protection for employees from cave-ins. This appendix also applies when timber shoring for excavations is designed as a method of protection from cave-ins in ac- cordance with appendix C to subpart P of part 1926, and when aluminum hydraulic shoring. is designed in accordance with ap- pendix D. This Appendix also applies if other protective systems are designed and selected for use from data prepared in ac- cordance with the requirements set forth in t 1926.652(c), and the use of the data is I I I L I I I I I I I I I 225 H Subpt. P, App. A l 29 CFR Ch. XVII (7-1-92 Edition) Li I H C I 1l I I .1 predicated on the use of the soil classifica- tion system set forth in this appendix. (b) Definitions. The definitions and exam- ples given below are based on, in whole or in part, the, following: American Society for Testing Materials (ASTM) Standards D653- 85 and D2488; The Unified Soils Classifica- tion System. The U.S. Department of Agri- culture (USDA) Textural Classification Scheme; and The National Bureau of Stand- ards Report BSS -121. Cemented soil means a soil In which the particles are held together by a chemical agent, such as calcium carbonate, such that a hand -size sample cannot be crushed into powder or individual soil particles by finger pressure. Cohesive soil means clay (fine grained soil), or soil with a high clay content, which has cohesive strength. Cohesive soil does not crumble, can be excavated with vertical sideslopes, and is plastic when moist. Cohe- sive soil is hard to break up when dry, and exhibits significant cohesion when sub- merged. Cohesive soils include clayey silt, sandy clay, silty clay, clay and organic clay. Dry soil means soil that does not exhibit visible signs of moisture content. Fissured means a soil material that has a tendency to break along definite planes of fracture with little resistance, or a material that exhibits open cracks, such as tension cracks, in an exposed surface. Granular soil means gravel, sand or silt, (coarse grained soil) with little or no clay content. Granular soil has no cohesive strength. Some moist granular soils exhibit apparent cohesion. Granular soil cannot be molded when moist and crumbles easily when dry. Layered system means two or more dis- tinctly different soil or rock types arranged in layers. Micaceous seams or weakened planes in rock or shale are considered lay- ered. Moist soil means a condition in which a soil looks and feels damp. Moist cohesive. soil can easily be shaped into a ball and rolled into small diameter threads before crumbling. Moist granular soil that contains some cohesive material will exhibit signs of cohesion between particles. Plastic means a property of a soil which allows the soil to be deformed or molded without cracking, or appreciable volume change. Saturated soil means a soil in which the voids are filled with water. Saturation does not require flow. Saturation, or near satura- tion, is necessary for the proper use of in- struments such as a pocket penetrometer or sheer vane. Soil classification system means, for the purpose of this subpart, a method of catego- ruing soil and rock deposits in a hierarchy of Stable Rock, Type A. Type B, and Type C, in decreasing order of stability. The cate- gories are determined based on an analysis of the properties and performance charac- teristics of the deposits and the environ- mental conditions of exposure. Stable rock means natural solid mineral matter that can be excavated with vertical sides and remain intact while exposed. Submerged soil means soil which is under- water or is free seeping. Type A means cohesive soils with an un- confined compressive strength 01 1.5 ton per square foot (tsf) (144 kPa) or greater. Exam- ples of cohesive soils are: clay, silty clay, sandy clay, clay loam and, in some cases, silty . clay loam and sandy clay loam. Ce- mented soils such as caliche and hardpan are also consideredType A. However, no soil is Type A if: (1) The soil is fissured; or (ii) The soil is subject to vibration from heavy traffic, pile driving, or similar effects; or (iii) The soil has been previously dis- turbed; or (iv) The soil is part of a sloped. layered system where the layers dip into the excava- tion on a slope of four horizontal to one ver- tical (4H:lV) or greater, or (v) The material Is subject to other factors that would require it to be classified as a less stable material. Type B means: (i) Cohesive soil with an unconfined com- pressive strength greater than 0.5 tsf (48 kPa) but less than 1.5 tsf (144 kPa); or (ii) Granular cohesionless soils including: angular gravel (similar to crushed rock), silt, silt loam, sandy loam and, in some cases, silty clay loam and sandy clay loam. (iii) Previously disturbed soils except those which would otherwise be classed as Type C soiL (iv) Soil that meets the unconfined com- pressive strength or cementation require- ments for Type A, but is fissured or subject to vibration; or (v) Dry rock that is not stable; or (vi) Material that Is part of a sloped, lay- ered system where the layers dip into the excavation on a slope less steep than four horizontal to one vertical (4H:1V), but only if the material would otherwise be classified as Type B. Type C means: (1) Cohesive soil with an unconfined com- pressive strength of 0.5 tsf (48 kPa) or less; or (U) Granular soils including gravel, sand, and loamy sand; or (iii) Submerged soil or soil from which water is freely seeping; or (iv) Submerged rock that is not stable, or (v) Material in a sloped, layered system where the layers dip into the excavation or a slope of four horizontal to one vertical (4H:1V) or steeper. 226 I Occupational Safety and Health Admin., Labor Subpt. P, App. A Unconfined compressive strength means the load per unit area at which a soil will fail in compression. It can be determined by laboratory testing, or estimated in the field using a pocket penetrometer, by thumb pen- etration tests, and other methods. Wet soil means soil that contains signifI- cantly more moisture than moist soil, but In such a range of values that cohesive materi- al will slump, or begin to flow when vibrated. Granular material that would exhibit cohe- sive properties when moist will lose those cohesive properties when wet. (c) . Requirements —(1) Classification of soil and rock deposits. Each soil and rock deposit shall be classified by a competent person as Stable Rock, Type A, Type B. or Type C in accordance with the definitions set forth in paragraph (b) of this appendix. (2) Basis of classification. The classifica- tion of the deposits shall be made based on the results of at least one visual and at least. one manual analysis. Such analyses shall be conducted by a competent person using tests described in paragraph (d) below, or in other recognized methods of soil 'classifica- tion and testing such as those adopted by the America Society for Testing Materials, or the U.S. Department of Agriculture tex- tural classification system (3) Visual and manual analyses. The visual and manual analyses, such as those noted as being acceptable in paragraph (d) of this appendix, shall be designed and con. ducted to provide sufficient quantitative and qualitative information as may be nec- essary to identify properly the properties, factors, and conditions affecting the classifi- cation of the deposits. (4) Layered systems. In a layered system, the system shall be classified in accordance with its weakest layer. However, each layer may be classified individually where a more stable layer lies under a less stable layer. (5) Reclassification. If, after classifying a deposit, the properties, factors, or condi- tions affecting its classification -change in any way, the changes shall be evaluated by a competent person. The deposit shall be re- classified as necessary to reflect the changed circumstances. (d) Acceptable visual and manual tests. — (1) Visual tests. Visual analysis is conducted to determine qualitative information regard- ing the excavation site in general, the soil adjacent to the excavation, the soil forming the sides of the open excavation, and the soil taken as samples from excavated mate. rial (I) Observe samples ofsoilthat arc exca- vated and soil in the sides of the excavation. Estimate the range of particle sizes and the relative amounts of the particle sizes. Soil that is primarily composed of fine-grained material is cohesive material. Sol, composed primarily of coarse -grained sand or gravel is granular material (ii) Observe soil as it is excavated. Soil that remains in clumps when excavated' is cohesive. Soil that breaks up easily and does not stay in clumps is granular. (iii) Observe the side of the opened exca- vation and the surface area adjacent to the excavation. Crack -like openings such as ten- sion cracks could indicate fissured material. If chunks of soil spall off a vertical side, the soil could be fissured. Small spells are evi- dence of moving ground and are indications of potentially hazardous situations. (iv) Observe the area adjacent to the exca- vation and the excavation itself for evidence of existing utility and other underground structures; and to identify previously dis- turbed soil. ` (v) Observe the opened side of the excava- tion to identify layered systems. Examine layered systems to identify if the layers slope toward the excavation. Estimate the degree of slope of the layers. (vi) Observe the area adjacent to the exca- vation and the sides of the opened excava- tion for evidence of surface water, water seeping from the sides of the excavation, or the location of the level, of the water table. (vii) Observe the area adjacent to the ex- cavation and the area within the excavation for sources of vibration that may affect the stability of the excavation face. (2) Manual tests. Manual analysis of soil samples is conducted to determine quantita- tive as well as qualitative properties of soil and to provide more information in order to classify soil properly. (I) Plasticity. Mold a moist or wet sample of soil into a ball and attempt to roll it into threads as thin as %-inch in diameter. Cohe- sive material can be successfully rolled into threads without crumbling. For example, if at least a two-inch (50 mm) length of %-inch thread can be held on one end without tear- ing, the soil is cohesive. (ii) Dry strength. If the soil is dry and crumbles on its own or with moderate pres- sure into individual grains or fine powder, it is granular (any combination of gravel, sand, or silt). If the soil is dry and falls into clumps which break up into smaller clumps, but the smaller clumps can only be broken up. with difficulty,_ it may be clay in any combination with gravel, sand or silt. If the dry soil breaks into clumps which do not• break up into small clumps and which can only be broken with difficulty, and there Is no visual indication the soil is fissured, the soil may be considered unfissured. (iii) Thumb penetration. The thumb pene- tration test can be used to estimate the un- confined compressive strength of cohesive soils. (This test is based on the thumb pene- tration test described in American Society for Testing and Materials (ASTM) Standard designation D2488 —"Standard Recommend- ed Practice for Description of Solis (Visual. I L I I C I I J I J J I I 227 Subpt. P. App. B 29 CFR Ch. XVII (7-1-92 Edition) I I C C I I H I I Il I I Li I I I I Manual Procedure).") Type A soils with an unconfined compressive strength of 1.5 tsf can be readily Indented by the thumb: how- ever, they can be penetrated by the thumb only with very great effort. Type C soils with an unconfined compressive strength of 0.5 tsf can be easily penetrated several inches by the thumb, and can be molded by light finger pressure. This test should be conducted on an undisturbed soil sample, such as a large clump of spoil, as soon as practicable after excavation to keep to a mi- minum the effects of exposure to drying in- fluences. If the excavation Is later exposed to wetting influences (rain, flooding), the classification of the soil must be changed ac- cordingly. (iv) Other strength tests. Estimates of un- confined compressive strength of soils can also be obtained by use of a pocket pene- trometer or by using a hand -operated shear - vane. (v) Drying test The basic purpose of the drying test is to differentiate between cohe- sive material with fissures, unfissured cohe- sive material, and granular materiaL The procedure for the drying test involves drying a sample of sou that is approximate- ly one inch thick (2.54 cm) and six inches (15.24 cm) in diameter until it is thoroughly dry: (A) If the sample develops cracks as it dries, significant fissures are indicated. (B) Samples that dry without cracking are to be broken by hand. If considerable force is necessary to break a sample, the soil has significant cohesive material content. The soil can be classified as a unfissured cohe- sive material and the unconfined compres- sive strength should be determined. (C) If a sample breaks easily by hand, it is either a fissured cohesive material or a granular material. To distinguish between the two, pulverize the dried clumps of the sample by hand or by stepping on them. If the clumps do not pulverize easily, the ma- terial is cohesive with fissures. If they pul- verize easily into very small fragments, the material is granular. APPENDIx B TO SUBPART P -SLOPING AND BENCHING (a) Scope and application. This appendix contains specifications for sloping and benching when used as methods of protect- ing employees working in excavations from cave-ins. The requirements of this appendix apply when the design of sloping and bench - ing protective systems is to be performed in accordance with the requirements set forth in 11926.652(b)(2). (b) Definitions. Actual slope means the slope to which an excavation face is excavated Distress means that the soil is in a condi- tion where a cave-in is imminent or is likely to occur. Distress is evidenced by such phe- nomena as the development of fissures in the face of or adjacent to an open excava- tion; the subsidence of the edge of an exca- vation; the slumping of material from the face or the bulging or heaving of material from the bottom of an excavation; the spall- ing of material from the face of an excava- tion; and ravelling, i.e.. small amounts of material such as pebbles or little clumps of material suddenly separating from the face of an excavation and trickling or rolling down into the excavation. Maximum allowable .slope means the steepest incline of an excavation face that is acceptable for the most favorable site condi- tions as protection against cave-ins, and is expressed as the ratio of horizontal distance to vertical rise (H:V). Short term exposure means a period of time less than or equal to 24 hours that an excavation is open. (c) Requirements —(l) Soil classification. Soil and rock deposits shall be classified in accordance with appendix A to subpart P of part 1926. (2) Maximum allowable slope. The maxi- mum allowable slope for a soil or rock de- posit shall be determined from Table B-1 of this appendix. (3) Actual slope. (I) The actual slope shall not be steeper than the maximum allowable slope. (II) The actual slope shall be less steep than the maximum allowable slope, when there are signs of distress. If that situation occurs, the slope shall be cut back to an actual slope which is at least 'h horizontal to one vertical (%MIV) less steep than the maximum allowable slope. (iii) When surcharge loads from stored material or equipment, operating equip- ment, or traffic are present, a competent person shall determine the degree to which the actual slope must be reduced below the maximum allowable slope, and shall assure that such reduction is achieved. Surcharge loads from adjacent structures shall be eval- uated in accordance with 1 1926.651(1). (4) Configurations. Configurations of slop- ing and benching systems shall be in accord- ance with Figure B-1. • 228 Occupational Safety and Health Admin., Labor Subpt. P, App. B TABLE 8-1 MAXIMUM ALLOWABLE SLOPES SOIL OR ROCK TYPE STABLE ROCK- TYPE A [2] TYPE B TYPE C 14A7IMUM ALLOWABLE SLOPES(H:V)[11 FOR EXCAVATIONS LESS THAN 20 FEET VERTICAL (90°) 3/4:1 (51 1:1 lei 1 -(34') NOTES: 1. Numbers shbwn in parentheses next to -maximum allowable slopes are angles expressed in degrees from the horizontal. Angles have been rounded off. 2. A short-term maximum allowable slope of 1/2H:1V (63') is allowed in excavations in Type A soil that'.are 12 feet (3.67 m) or less in depth. Short-term maximum allowable slopes for excavations greater than 12 feet (3.67 m) in depth shall be 3/4H:1V (53'). 3. Sloping or benching for excavations greater than 20 feet deep shall be designed by a registered professional engineer. Figure B-1 Slope Configurations (All slopes stated below are in the horizontal to vertical ratio) B-1.1 Excavations made in Type A soiL 1. All simple slope excavation 20 feet or less In depth shall have a maximum allowable slope of %:1. E Subpf. P, App. B 20' Max. 29 CFR Ch. XVII (7-1-92 Edition) SIDLE SLOPE —GENERAL Exception: Simple slope excavations which are open 24 hours or less (short term) and which are 12 feet or less in depth shall have a maximum allowable slope of i:1. 12' Max. SID LE SLOPE -SHORT TnRm 2. All benched excavations 20 feet or less in depth shall have a maximum allowable slope of % to 1 and maximum bench dimensions as follows: 230 Occupational Safety and Health Admin., Labor SrnnLE BENCH Subpt. P, App: B R I 20' Max. ' A 1 Ll Max3/4 ' Max. I MULTIPLE BENCH 3. All excavations 8 feet or less in .depth which have unsupported vertically sided lower portions shall have a maximum vertical tide of 334 feet. !� 1 8' Max. 3/4 3½' Max. UNSUPPORTED VERTICALLY SIDED LOWER PORTION -MAXIMUM 8 FEET IN DEPTH All excavations more than 8 feet but not more than 12 feet in depth which unsupported vertically sided lower portions shall have a maximum allowable slope of 1:1 and a maximum vertical side of 334 feet. 23i Subpt. P, App. B . 29 CFR Ch. XVII (7-1-92 Edition) fl li I I li i r I I I UNSurPORTED VERTICALLY SIDED LOWER PORTION— MAXIMUM 12 FEET IN DEPTH All excavations 20 feet or less in depth which have vertically sided lower portions that are supported or shielded shall have a maximum allowable slope of %:1. The support or shield system must extend at least 18 inches above the top of the vertical side. 20' Max. 1 3/4 18" Min. Total height of vertical side SUPORTED OR SHIELDED VERTICALLY SIDED LOWER PORTION 4. All other simple slope, compound slope, and vertically sided lower portion excavations shall be in accordance with the other options permitted under § 1926.652(b). B-1.2 Excavations Made in Type B Soil 1. All simple slope excavations 20 feet or less in depth shall have a maximum allowable slope of 1:1. ' SIMPLE SLOPE 2. All benched excavations 20 feet or less in depth shall have a maximum allowable slope of 1:1 and maximum bench dimensions as follows: IJI 232 Occupational Safety and Health Admin., Labor Subpt. P, App. B This bench allowed in cohesive soil only. 20' Max Max. i 3. All excavations 20 feet or less in depth which have vertically sided lower portions shall be shielded or supported to a height at least 18 inches above the top of the vertical side. All such excavations shall have a maximum allowable. slope of 1:1. Support. or shield system 20' Max. N L_ ��, 8" Min. Total height of vertical side 233 Subpt. P, App. B 29 CPR Ch. XVII (7-1-92 Edition) I El 1 VERTICALLY Slam LOWER PORTION 4. All other sloped excavations shall be in accordance with the other options permitted in § 1926.652(b). 8-1.3 Excavations Made in Type C Soil 1. All simple slope excavations 20 feet or less in depth shall have a maximum allowable slope of 1%:1. ' 20' Max. I '§ 1 E L I I I H C1 H I SIMPLE SLOPE 2. All excavations 20 feet or less in depth which have vertically sided lower portions shall be shielded or supported to a height at least 18 Inches above the top of the vertical side. All such excavations shall have a maximum allowable slope of 1 ½:1. 20' Max. Support or shield system r t½18" Min. Total height of vertical side 234- Occupational Safety and Health Admin., Labor Subpt. P, App. B Vntxrca SIDED LOWER PORTION 3. All other sloped excavations shall be in accordance with the other options permitted in t 1926.652(b). B-1.4 Excavations Made in Layered Soils 1. All excavations 20 feet or less in depth made in layered soils shall have a maximum allowable slope for each layer as set forth below. B OVER A ----� al 1� A / 1 1//4 C OVER A C OVER d 235 Subpt. P, App. C 29 CFR Ch. XVI1 (7-1-92 Edition) L I 1 1 I I I 1] I ,' IA A OVER B A �1 czi 1; A OVER C B ZI _ _ _ _ 1½ _ C 1 1§ B OVER C 2. All other sloped excavations shall be in accordance with the other options permitted in § 1926.652(b). APPENDIX C TO SUBPART P —TIMBER SHORING FOR TRENCHES (a) Scope. This appendix contains infor- mation that can be used timber shoring is provided as a method of protection from cave-ins in trenches that do not exceed 20 feet (6.1 m) in depth. This appendix must be used when design of timber shoring protec- tive systems is to be performed in accord- ance with § 1926.652(c)(1). Other timber shoring configurations; other systems of support such as hydraulic and pneumatic systems; and other protective systems such as sloping, benching, shielding, and freezing systems must be designed in accordance with the requirements set forth in § 1926.652(b) and ¢ 1926.652(c). (b) Soil Classification. In order to use the data presented in this appendix, the soil type or types in which the excavation is made must first be determined using the soil classification method set forth in appen- dix A of subpart P of this part. (c) Presentation of Information. Informa- tion is presented in several forms as follows: (1) Information is presented in tabular form in Tables C-1.1, C-1.2, and C-1.3, and Tables C-2.1, C-2.2 and C-2.3 following 236 Occupational Safety and Health Admin., Labor Subpt.t, App. C paragraph (g) of the appendix. Each table presents the minimum sizes of timber mem- bers to use in a shoring system,' and each table .containc data: only for the particular 1soi;..type'in which theexcavation: oryortion of the excavation Is made. The data are ar- ranged to allow the user the flexibility .to select from among severalacceptable con. fighra i ns of members based on varying the horizontal spacing of the crossbraces. Stable rock is'exempt from shoring require- ments and therefore, ono data areresented for this condition. (2) Information concerning the basis of the tabular data and the limitations of the data is presented in paragraph (d) of this appendix, and on the tables themselves. (3) Information explaining the use of the tabular data is presented in paragraph (e) of this appendix. (4) Information'illustrating the use of the tabular data is presented in paragraph (f) of this appendix. (5) Miscellaneous notations regarding Tables C-1.1 through C-1.3 and Tables C- 2.1 through C-2.3 are presented in para- graph (g) of this Appendix. (d) Basis and limitations of the data. —(1). Dimensions of timber members. (il'The sizes of the timber members listed in Tables C- 1.1 through C-1.3 are taken from the Na- tional Bureau of Standards (NBS) report, "Recommended Technical Provisions for Construction Practice in Shoring and Slop- ing of Trenches and Excavations." In addi- tion, where NBS did not recommend specific sizes of members, member sizes are based on an analysis of the sizes required for use by existing codes and on empirical practice. (it) The required dimensions of the mem- bers listed in Tables C-1.1 through C-1.3 refer to actual dimensions and not nominal dimensions of the timber. Employers want- ing to use nominal size shoring are directed to Tables C-2.1 through C-2.3, or have this choice under § 1926.652(c)(3),- and are re. ferret to The Corps of Engineers, The Bureau of Reclamation or data from other acceptable sources. (2) Limitation of application. (t) It is not intended that the timber shoring specifica- tion apply to every situation that may be experienced in the field. These; data were developed to apply to the situations that are most commonly experienced in current trenching practice. Shoring systems. for use to situations that are not covered by the data in this appendix must be designed as specified In § 1926.652(c). . (11) When any of the following conditions are present, the members specified In the tables are not considered adequate. Either an alternate timber shoring system must be designed or another type of protective system designed in accordance with 1 1926.652. '(A) When loads imposed by structures or by stored. material adjacent to .the trench weigh in excess of the load imposed by a two -foot . soil •surcharge. The .term "adja- cent" as used here means the area within a horizontal distance from the edge of thtt trench equal to the depth of the trench. • (B).When vertical]oads lmposed_on cross braces exceed a 240 -pound gravity load dis- tributed on a one -foot_ section of the centei of the crossbrace. (C) When surcharge loads are present from equipment weighing in excess of 20,000 pounds. • (D) When only the lower, portion of .a trench is shored and the remaining portion of the trench is sloped or benched unless: The sloped portion is sloped at an angle less steep than three horizontal to one vertical; or the members are selected from the tables for use at a depth which is determined from the top of the overall trench, and not from the toe of the sloped portion. (e) Use of Tables. The members of the shoring system that are to be selected using this information are the cross braces, the uprights, and the wales, where wales are re- quired. Minimum sizes of members are spec- ified for use in different types of soil. There are six tables of information, two for each soil type. The soil type must first be deter- mined in accordance with the soil classifica- tion system described in appendix A to sub - Part P of part 1926. Using the appropriate table, the selection of the size and spacing of the members is then made. The selection is based on the depth and width of the trench where the members are to be in- stalled and, in most instances, the selection is also based on. the horizontal spacing of the crossbraces. Instances where a choice of horizontal spacing of crossbracing is avail- able, the horizontal spacing of the cross - braces must be chosen by the user before the size of any member can be determined. When the soil type, the width and depth of the trench, and the horizontal spacing of the crossbraces are known, the size and ver- tical spacing of the crossbraces, the size and vertical spacing of the wales, and the size and horizontal spacing of the uprights can be read from the appropriate table. (f) Examples to Illustrate the Use of Tables C-1.1 through C-1.3. (1) Example 1. A trench dug in Type A soil is 13 feet deep and five feet wide. From Table C-1.1, for acceptable arrange- ments of timber can be used. Arrangement #1 Space 4x4 crossbraces at six feet horizon- tally and four feet vertically. Wales are not required. I I I C I I I C I J I I I 237 I [1 1 I I I I I I I Subpt. P, App. C Space 3x8 uprights at six feet horizontal- ly. This arrangement is commonly called "skip shoring." Arrangement #2 Space 4x6 crossbraces at eight feet hori- zontally and four feet vertically. Space 8x8 wales at four feet vertically. Space 2x6 uprights at four feet horizon- tally. Arrangement #3 Space 6x6 crossbraces at 10 feet horizon- tally and four feet vertically. Space 8x10 wales at four feet vertically. Space 2x6 uprights at five feet horizontal- ly. Arrangement#4 Space 6x6 crossbraces at 12 feet horizon- tally and four feet vertically. Space 10x10 wales at four feet vertically. Spaces 3x8 uprights at six feet horizon- tally. -. (2) Example 2. A trench dug in Type B soil in 13 feet deep and five feet wide. From Table C-1.2 three acceptable arrangements of members are listed. Arrangement #1 Space 6x6 crossbraces at six feet horizon. tally and five feet vertically. Space 8x8 wales at five feet vertically. Space 2x6 uprights at two feet horizontal- ly. Arrangement #2 Space 6x8 crossbraces at eight feet hori- zontally and five feet vertically. Space 10x10 wales at five feet vertically. Space 2x6 uprights at two feet horizontal- ly. Arrangement #3 Space 8x8 crossbraces at 10 feet horizon= tally and five feet vertically. Space 10 x 12 wales at five feet vertically. Space 2x6 uprights at two feet vertically. (3) Example 3. A trench dug in Type C soil is 13 feet deep and five feet wide. From Table C-1.3 two acceptable arrange- ments of members can be used. Arrangement #1 Space 8x8 crossbraces at six feet horizon- tally and five feet vertically. Space 10x12 wales at five feet vertically. Position 2x6 uprights as closely together as possible. If water must be retained use special tongue and groove uprights to form tight sheeting. 29 CFR Ch. XVI1 (7-1-92 Edition) Arrangement #2 Space 8x10 crossbraces at eight feet hori- zontally and five feet vertically. Space 12 x 12 wales at five feet vertically. Positions 2x6 uprights in a close sheeting configuration unless water pressure must be resisted. Tight sheeting must be used where water must be retained. (4) Example 4. A trench dug in Type C soil is 20 feet deep and 11 feet wide. The size and spacing of members for the section of trench that is over 15 feet in depth is determined using Table C-1.3. Only one arrangement of mem- bers is provided. Space 8x10 •crossbraces at six feet hori- zontally and five feet vertically. Space 12 x 12 wales at five feet vertically. Use 3x6 tight sheeting. Use of Tables C-2.1 through C-2.3 would follow the same procedures. (g) Notes for all Tables. _ 1. Member sizes at spacings other than in- dicated are to be determined as specified in § 1926.652(c), "Design of Protective Sys- tems." 2. When conditions are saturated or sub- merged use Tight Sheeting. Tight Sheeting refers to the use of specially -edged timber planks (e.g., tongue and groove) at least three inches thick, steel sheet piling, or similar construction that when driven or placed in position provide a tight wall to resist the lateral pressure ofwater and to prevent the loss of backfill material. Close Sheeting refers to the placement of planks side -by -side allowing as little space as possi- ble between them. 3. All spacing indicated is measured center to center. 4. Wales to be installed with greater di- mension horizontal. 5. If the vertical distance from the center of the lowest crossbrace to the bottom of the trench exceeds two and one-half feet, uprights shall be firmly embedded or a mudsill shall be used. Where uprights are embedded, the vertical distance from the center of the lowest crossbrace to the bottom of the trench shall not exceed 36 inches. When mudsills are used, the vertical distance shall not exceed 42 inches. Mudsills are wales that are installed at the toe of the trench side. 6. Trench jacks may be used in lieu of or in combination with timber crossbraces. 7. Placement cf crossbraces. When the ver- tical spacing of crossbraces is four feet, place the top crossbrace no more than two feet below the top of the trench. When the vertical spacing of crossbraces is five feet, place the top crossbrace no more than 2.5 feet below the top of the trench. I 238 Occupational Safety and Health Admin., Labor Subpt. P, App. C N .-. 01 W I- - q U V I. N W Y W N m V S • p • — j - V t W .Z.• m _ HIn • 0 N -I O 2 d C m U N N J � b b X 'C N N - O N S W W ]CK W - N aJ O J b C N x' E • r • X CO CO CO C n n X .. tA^ Z~ 1 C V W • C IFit W Q CL ? Q Q R N cc W ..., o .+. .+'V _ N v 2 C 2 CC C CY' O Co C O C V W W Q�L adsV V V Q CQ < v c N O X O O N X •O '�C b K CO X •0 C C C X •0 10 'O C W •M N CO to Co Co b X CO X •O X l0 K C to b b b C S O U N O\ b •O X •O 'C b b- b V V. X X X X X X Co =0 •O C CO tt CO to CO LL O O - v P V CO In to to to F a. Q Q X X C Q CO �O b toC C • = G M C CC. `?OC X X X X ,C X C ? Q v b 10 •0 to C •„• H O O O O O O , H O O O O N I- !- O Q4L d D.C to C O N CO C � 0. > C. C. - O. O- N N O_m J' O 6 G yIj x =- - Is. LI - 02W N O O WO W W W O O in N O p - O N I--- II 239 Subpt. P, App. C .29 CFR Ch. XVII (7-1-92 Edition) z N ' F O N N 6 F O F D K U =La N N a-.... a m o .o .o :o N N N N Ca _ • i m m'10m J m H O x K K C Y . n n m L U) -i 0 S V U 0 W 41 J Z z m F- I- C m �� V1 N V1 N �M V1 V1 i/1 in Cu Y L J i > 4 Y Y m Y Ca 3 N Z m O O ' O N O N N - m r r r - r X 0 m "' V x mO 0 O O m O N C. F - - - - r C a n O .. L m N L ly C E • F [V - Z 4.0 41 N Y1 N N In V1 V1 N N (1.6 U S > '3<1. U) Y m W m W am i x O G �"' N d m m m m m r0 - G u F U .T L r V _ b b '0 m C m m O Cu y m O C o m o a m N m F.N-. b m m m m m m O- m L '0 '0 b u m m m m i ti U N Y J 00 ' C 1 CCC U F OD '0 C 'O m C m m H L C Z O' x x x x x K x x K 60 b b .D x m m m m C ] N O m M S - O !•• CC '0 .O m m m O- ti a - O L'O C K x x x X K x. K x J E H U ' v b b C b C b m m P m m e O M OW P Om Y CC C .O x m m r .r x x K X K K. K Ktw Y J C C C .O C m- m it OO Z K C F H F F H O<�m m t C - - 1.30 4i 041 41 in O O _ O in N ' O f•. ". H H - - H N o 1 I 240 I Occupational Safety and Health Admin., Labor Subpt. P. App. C C a N zL. a 41 .c <^ a O J m o 41 u ([ W N W v C w m 6 n • x N A 1 U z m S F K 00 .y C 0 0 N 2 U 14 F Gyy. C F m r] F H 2 -4— or.. a a 7 Y O 6 F a O N M F O F S S 41 U Ca -Li"'. Y. a m o a 0 a - x x t K O b .O N N N U N N P U Z+F Ii- Sow •h 41641 h U1 V1 J1 'N >L4 N.Z O N N N N N ~ K K CO N O N K N In _ C F + F L 4 V1 Y1 N V1 y, F Oix K K OK C N O O O O V = O] m K w Km K F. b W aC0 K C a N 3O O O O K K V C m K K C ,a U ]V ww r O � F F F ..-0 •••• F 4Fi O a: Z 064. — aY .O m a a Y a a Y .O a a a a wo . Y D (PD L u a u 4] y" O mZ (4Z m 2 a CI O N O' 41 m N Z m 2 N C S . U F 6 4. 2 4i 4i ow W U, o O O O N V1 - -O O O _ .-. F r _ Er . N 41 O I-'-- > N O 241 Subpt. P, App. C 29 CFR Ch. XVII (7-1-92 Edition) U v a0 X U V d N i K N O O z u v v a v N N L' rV v v W 6 0'J O TiV x Z 0.0 S F m 0 K X K O3 X IIa y a n n n n — Z m « U O 4 L ` C V O 0. 9 S C H 4 F .Zr Y7 ✓- Y- C .r C) u • N C.c OP OP OC N > L Zw Zw V v ZO v v V C. V v V Y J m u G W m Y ty W _V 9 y .'. m w O O O v m y OO' y m rO C y 0 - Y J 1-'.- W y Zm ZO X % Zm X % X X X X X C m C C K y a .m y m v K 4J y m = 6 ' a C. L N N U Z n F F u E ¢ 013 4+ W< W v V V v V V v v V. v v v a _ > a a a u I t C E" V v (,. b '0 .O N .O v7 b .O v. C m m w Z N X % X X % X X X X X X X i. . V V C .C .C .C .O .C .O .O V C C 4 c Ci e m a u O N C N F V C .C .O b .C .O .C C .m .m m . 9 .OL C.. cs X X X X X % X X X X % X V 6 V V .C .C .m .m .O .C ` 0 C .C Y J 41 V co V V .C .O V .C .O .C C .O .O .C F A. R' y X X % X X X X X X % X X C V V a V V V .O .C C .C .C .C U ... J N F Id r i m 1-U,X O F v v .O .C v .D .O b.O C .O .C J O U X X X X X X % X X X X X ca v V V V V v .C .m v .O C .O O E p o m M O V V V .O .O .O .D .m .O .p .O .O L O F X X X X X X X X X X X !C .1 M U- C. V V . V V .O .C .O .O .C .C — W u m u m m N F !O-� F r F F E F F F F H Z r; J C 0414 < IN C •O C O .N.. .m m O G E y v > > > > J0. o.= C._ C. 6 C. 6 6 N t 4 L VV o �1 O O O 1.1 0 41 p. .. F O O O F N > N O es. v O I I 242 Occupational Safety and Health Admin., Labor Subpt. P, App. C O Z M 10 r V X v 6 t 0 F X z N S W 1.1 rO 0 W ll- nv v o O O O N X •6 inv .iX v E r m O V ♦O CC ♦D n X % X Sl V eii v v v R R O •N F r 0 V N N in N N N N N V] W0 C. > L N 'd- c- N Y O• O N O N N O N 0 0 r 0 r r r r r C 0 0 0 O O 0 O N r n F w q m W U d Y1 V\ N VI N N N N N o z f • r K b b % X X X X b 0 0 0 0 0 Ca HO W F r n 4 . b ♦O 0 J b ♦O 0 b 0 0 b 0 0 U F a W C ♦O K ♦O ♦O gy• % X X X X Cb O 0 O p 0 0f O b K b b J- V v '0 '0 X QF b 0 1.. 3O 6 ' X X X J �T J O b b 0 b b 0 • V Z O F O F O f O O O O O O F N F — F F F r F F F _ O ♦O CO N .O 0 0 w ♦O 0 0 m z 0<141 < W C.Y. O. 0. r W WSJ W •S Vlv J J . J 0.0 6 b S d0 6 O. p, d 0 W Nz J J 0 Nz J J NZ S F OH O IY z W O O 4. 0 0 n N O O 6' F � FO• — F r T F N J N O 243 Subpt. P, App. C 29 CFR Ch. XVII (7-1-92 Edition) z N N a N . y ]v a o f = ~ 0•0 _ N o y b b d 0 b b O. 0 ' z Y O X e� i e%i v a .Xt a S 1.1 m t S U this 4�1 u e r O C y U W m - F.Z-if y mLi ' OIi V1 , Vl V1 V1 N Y Y Y > 0. J W N m Y •d 0 -1 14 N ti d Y c `•'• V O N O N ~ W N x r r ^ r Y J M F w6 yl O O O N p C N L a La • z n . z F m T N = + F r � C 10 V S _ . N Vf N N V1 N M E > Y a I X N W Y m 1 O ' F Z 0 r N % X X X X X 9 u a C a u H ` I C J = U b m 0 m m m u a ' V J J L' 41 F S O b r X X X X X X C IC F L K .p .p 0 .G m 0 d W H Or O . O > F N '.S.J •• i- d x 0 m 0 m J d X X va F O `O .O b .O 0 m WE O . E = p O ^ V X m -X X X X y d .D .C 'D .O m 0 r W J Y 41 mu • L O O O O O O F N z F F F F �- F F r r p. r r Z m ., r r {V O< {L b 0 -. W m L d .D d CI O 41 O A =014a �. a o a a o a C. > > > hz a ao 0°c- __ WOW o In 0 wz Inz o Inz ti s s C Fowc O 0 0 O h NO 0IJO F r r I.n r r I-. N ON I. 1 244 Occupational.Safety and .Health Admin., :labor Subpt;ZP, App. D , APPEtmrx D TO SUBPART P -ALUMINUM .HYDRAVWC SHORING FOR TmwcHEs 1a) Scope:'This appendix contains -infor- mation , that -can be used when aluminum hydraulic shoring is provided as -a method of. •protection :.against -cave-ins in :trenches -that, do not exceed 20 feet (8.1m) in depth This appendix must be used when:design of the aluminum hydraulic protective system cannot be - performed in accordance with 3 1926.652(cX2). - (b) Soil -Classification. In order to use data presented in this .appendix, the soil type or types in which the excavation is made must first be determined using the soil classification method set forth in appen- dix A of -subpart P of part 1926. (c) Presentation of Information. Informa- tion is presented in several forms as follows: (1) Information is presented in tabular form in Tables D-1.1, D-1.2, D-1.3 and E- 1.4. Each table presents the maximum verti. cal and horizontal spacings that may be used with various aluminum member sizes and various hydraulic cylinder. sizes. Each table contains data only for the particular soil type in.which the excavation or portion of the excavation is made. Tables D-Ll and D-1.2 are for vertical shores in Types A and B soil. Tables D-1.3 and D1.4 are for hori- zontal waler systems in Types B and C soil. (2) Information concerning the basis of the tabular data and the limitations of the data is presented in paragraph Cd) of this appendix. (3) Information explaining the use of the tabular data is presented in paragraph (e) of this appendix. (4) Information illustrating the use of the tabular data is presented in paragraph (f) of this appendix. - (5) Miscellaneous notations (footnotes) re- garding Table D-1.1 through D-1.4 are pre- sented in Paragraph (g) of this appendix, (6) Figures, illustrating typical- installa- tions of hydraulic shoring, are included just prior to the Tables. The illustrations page is entitled "Aluminum Hydraulic Shoring; Typical Installations." (d) Basis and Limitations of the data. (1)Vertical shore rails and horizontal wales are those that meet the Section Mod- ulus requirements in the D-1 Tables. Alumi- num material is 6061-T6 or material of equivalent strength and properties. (2) Hydraulic cylinders specifications. (1) 2 -inch cylinders shall be a minimum 2 -inch inside diameter with a minimum safe work- ing capacity of no less than 18,000 pounds axial compressive load at maximum exten- sion Maximum extension is to• include full range of cylinder extensions as recommend. ed by product manufaturer. (n) 3 -Inch cylinders shall be a minimum 3. inch inside diameter with a safe working ca- parity of not less than 30,000 -pounds axial _compressive load ateextensions as recom- mended by product manufacturer. (3) Limitation of application. (I) It is not intended that the aluminum hydraulic specification apply to every situa- tipn that may be experienced in the field. • These data were. developed.to.'apply-.to the situations that are :most commonly expert- .enced in current tregching;practice: Shoring systems for use is situations that are not covered by the .data in this appendix. must be otherwise designed as specified in 11926.652(c), (ii). When any .of the following conditions are present, the members specified in the. Tables are not considered adequate. In this case, an alternative aluminum hydraulic shoring system or other type of protective system must be designed in accordance with 1 1926.652. (A) When vertical loads imposed on cross braces exceed a 100 Pound gravity load dis- tributed on a one foot section of the center of the hydraulic cylinder. (B) When surcharge loads are present from equipment weighing in excess of 20,000 pounds. (C) When only the lower portion or a trench is shored and the remaining portion of the trench is sloped or benched unless: The sloped portion is sloped at an angle less steep than three horizontal to one vertical; or the members are selected from the tables for use at a depth which is determined from the top of the overall trench, and not from the toe of the sloped portion. (e) Use of Tables D-1.1, D-1.2, D-1.3 and fl -i.4. The members of the shoring system that are to be selected using this informa- tion are the hydraulic cylinders, and either the vertical shores or the horizontal wales. When a waler system is used the vertical timber sheeting to be used Is also selected from these tables. The Tables D-1.1 and D- 1.2 for vertical shores are used in Type A and B soils that do not require sheeting. Type B soils that may require sheeting, and Type C soils that always require sheeting are found in the horizontal wale Tables D- 1.3 and D-1.4. The soil type must first be de- termined in accordance with the soil classifi- cation' system described in appendix A to subpart P of part 1926. Using the appropri- ate table, the selection of the size and spac- ing of the members is made. The selection is based on the depth and width of the trench where the members are to be installed. In these tables the vertical spacing is held con- stant at four feet on center. The tables show the maximum horizontal spacing of cylinders allowed for each size of wale in the waler system tables, and in the vertical shore tables, the hydraulic cylinder horizon- tal spacing is the same as the vertical shore spacing. C I I LI L L I I I I I I I L r 245 Subpt. P, App. D 29 CFR Ch. XVII (7-1-92 Edition) I I I I I 1 I 1 1J I I .1 I I I (f) Example to Illustrate the Use of the Tables: (1) Example.1: A trench dug in Type A soil is 6 feet deep and 3 feet wide. From Table D4:1: Find ver- tical shores and 2 inch diameter cylinders spaced 8 feet on center (o.c.) horizontally and 4 feet on center (o.c.) vertically. (See Figures 1 & 3 for typical installations.) (2) Example 2: A trench is dug in Type B soil that does not require sheeting, 13 feet deep and 5 feet wide. From Table D-1.2: Find vertical shores and 2 inch diameter cylinders spaced 6.5 feet o.c. horizontally and 4 feet o.c. vertical- ly. (See Figures 1 & 3 for typical installa- tions.) - (3) A trench is dug in Type B soil that does not require sheeting, but does experi- ence some minor raveling of the trench face. The trench is 16 *feet deep and 9 feet wide. From Table D-1.2: Find vertical shores and 2 inch diameter cylinder (with special overs- leeves as designated by footnote #2) spaced 5.5 feet o.c. horizontally and 4 feet o.c. verti- cally, plywood (per footnote (g)(7) to the D- 1 Table) should be used behind the shores. (See Figures 2 & 3 for typical installations.) (4) Example 4: A trench is dug in previous- ly disturbed Type B soil, with characteris- tics of a Type C soil, and will require sheet- ing. The trench is 18 feet deep and 12 feet wide. 8 foot horizontal spacing between cyl- 'Inders Is desired for working space. From Table D-1.3: Find horizontal wale with a section modulus of 14.0 spaced at 4 feet o.c. vertically and 3 inch diameter cylinder spaced at 9 feet maximum o.c. horizontally. 3 x 12 timber sheeting is required at close spacing vertically. (See Figure 4 for typical installation.) (5) Example 5: A trench is dug in Type C soil, 9 feet deep and 4 feet wide. Horizontal cylinder spacing in excess of 6 feet is desired for working space. From Table D-1.4: Find horizontal wale with a section modulus of 7.0 and 2 inch diameter cylinders spaced at 6.5 feet o.c. horizontally. Or. find horizontal wale with a 14.0 section modulus and 3 inch diameter cylinder spaced at 10 feet o.c. hori- zontally. Both wales are spaced 4 feet o.c. vertically. 3x12 timber sheeting is required at close spacing vertically. (See Figure 4 for typical installation.) (g) Footnotes, and general notes, for Tables -'b=1.1, D-1.2, D-1.3, and D-1.4. (1) For applications other than those listed in the tables, refer to § 1926.652(c)(2) for use of manufacturer's tabulated data. For trench depths in excess of 20 feet, refer to § 1926.652(c)(2) and § 1926.652(c)(3). (2) 2 inch diameter cylinders, at this width, shall have structural steel tube (3.5x3.5x0.1875) oversleeves, or structural oversleeves of manufacturer's specification, extending the full, collapsed length. (3) Hydraulic cylinders capacities. (1) 2 inch cylinders shall be a minimum 2 -inch inside diameter with a safe working capacity of not less than 18,000 pounds axial com- pressive load at maximum extension. Maxi- mum extension is to include full range of cylinder extensions as recommended by product manufacturer. (ii) 3 -inch cylinders shall be a minimum 3. inch inside diameter with a safe work capac- ity of not less than 30,000 pounds axial com- pressive load at maximum extension. Maxi- mum extension is to include full range of cylinder extensions as recommended by product manufacturer. (4) All spacing indicated is measured center to center. (5) Vertical shoring rails shall have a min- imum section modulus of 0.40 inch. (6) When vertical shores are used, there must be a minimum of three shores spaced equally, horizontally, in a group. (7) Plywood shall be 1.125 in. thick softwood or 0.75 inch. thick, 14 ply, arctic white birch (Finland form). Please note that plywood is not intended as a structural member, but only for prevention of local raveling (sloughing of the trench face) be- tween shores. (8) See appendix C for timber specifica- tions. (9) Wales are calculated for simple span conditions. (10) See appendix D. Item (d), for basis and limitations of the data. I Occupational Safety and Health Admin., Labor Subpt. P, App. D ALUMINUM HYDRAULIC SHORING• TYPICAL INSTALLATIONS FIGURE NO. 1 A FIGURE NO: 2 - - Iron �I.ry+A) . VR.TCµ ALwwl .. - MIDAAIAIC A.OrO -' - /IL//- 1'.1111 RT"'DODI N04IZONiAI SP ACING 'N041ZONTAL - ,,'4CINC ID• MAX. VERTICAL - SPACING LI f <' MAZ. t 2' MAX, FIGURE NO. 3 VIATiCoLL ALLY NVDMNLC '4c ISTACNRD)\+ ty r\ ,LO F\ PO VERTICAL SPACING 4' MAX. �L- 2' MAX. VERTICAL RAIL 'VERTICAL RAIL 1 ,HYDRAULIC CYLINDER 180 MAX. 0I VERTICAL SPACING < MAX. 2' MAX.' FIGURE NO. 4 ALL - -N1 flV "R1ag.. Wall. SYSTEM TTY.CAu HORIZONTAL SPACING -M VERTICAL RAIL 2' MAX: HYDRAULIC 1/ CYLINDER, VERTICAL SPACING t � HYDRAULIC CYLINDER PLYWOOD UPRIGHT SHEETING M TOA AULIC CYL I IDEA 311-112 0-92--9 247 Subpt. P, App. D - 29 CPR Ch. XVII (7-i-92 Edition) I I a — as - = Z WO o 0 Ir a z 0 z�c� ("<C o 0 o m T" F E U o 3 d a O 00 O T U w C 2y. v•F Z� U.) a o. W< o d Na ^ U U a z a 0• Oa.7, ¢tnF U �OVp M a, 0 U = c < w L. O] >H F C r O -r4 C I, N v ?oU .= E £ Q a U a - a�i0O . _ 7 K C C eCC h d n u n a �aa u a 0 a O a O N o u u.Z LU W Fp W cz cu v,FO a ytn v� WOm a > a- >^a >^a -r+ w p F E O a O a 0 > >O u u 8zz 248 Occupational Safety and Health Admin., Labor Subpt. P, App. D a � N h wo z� o £1) O 0 U o - -, > Nao O O pz o o v z 3 6 X Cn LU Z � - L d _" Z D N< ¢ . C o F C ¢ ¢ V z> L p U? F c Z > > I. Fa ¢ xc ¢ (: 4 v v u. > y F = O z T L 00 GO L LSD 1!1 G v •yC N¢ m °O d h = E E ¢ d h O HOC X_ X • N C C u n n ¢ ¢ = U F O O O N C S u tiz. z LU m,� Fo wo[-v, LUviE. p C yvnw O F O N EU O O a >O C' • L0 0 ZZ 249 Subpt. P, App. D ..29 CFR Ch. XVII (7-1-92 Edition) U ( N ah� N a �Z I m =O Fi en yy zz z z z z z z z z F- J en en en en en en en e! e+e uo N ye a, V O O COO Q I C -. vi tp a rl C o m C en .C . V U, > z. C W O 3 Z N Y Y .� IJ - U L Z z � ZN_ZL Z Z.L; _Z Z z Z _Z m f. r1 en M N C f.: en % A O U W V Q Z Z Z z 0 S.- - F U - x k � en V L:J 7 t— Z .. c .. - 73 < j o¢ eK a .d z c r. a < o�c�a0 3 n _ <- z"' z z z z z z z z z r {—' < = 3 F re N -. N ems. e'. N n r, , un z - u - L Z y v r y a C O C C C vi C W < et P ri C x C er. C T u < v. z ` u V e . — ems h ^ C L r. U, L u -. - - - Y - .7 W• y 3 < L _- - A 3 u z r. r ` - P.. W L L L L - - o.cE e. ac _ L ¢ j N u v W L'] �C W COr. W r,F-o cc �hh r J r n — 1 >-.r4 p Y O a D O j.N > _�=? L N N O11O O O U .2z. 250 Occupational Safety and Health Admin., Labor Subpt. P, App. D caI I I �z I i O N O - N N N e C C .z ,.z .z z z z z z z o z T.- — .— — z — — — I... J en en en en en en en en e1 UO N O LU C U O h C O h O in CO •i U 0 'CO O in ^ > xy S crc ^ E u v z = z z Z z z z zF;ZR z z - ). z O J< NONO n NO - rn t.1 R en % W O U IL. a UTO Z Z Z oiyU .U-] F m O c h 4 a J O V - U O en o o v1 o v1 C b eC O v eri ae en r. ec Q�F O sy z z z z z z z z z <x,m z - - - - - - - F Q O m ..7 < N N in N M en N en in o G e_ z . v O G V CO in O h C O e>a T - - z L • OOi r C z O O en O C h en C O c c en u O en n - e+i r - t+i r — � 0 O N E V CN t>D Q 0 E L„ EEC u 3 <i a n u_ =e C< ❑.1 e p Q c C Q T O C C O _ E�Z IslL F - tJOFen Lr.e—- OL Otntn r s Ou w > ^ = >c— >—ar m a O F O 0 0 >o R— '—� c e, h c T u u p g Z Z 251 Subpt. P, App. E 29 CFR Ch. XVII (7-1-92 Edition) APPENDL% E TO SUBPART P -ALTERNATIVES To TIMBER SHORING 18" M VERT SPAC 4' MA RTICAL RAIL YDRAULIC CYLINDER Figure 1. Aluminum. Hydraulic Shoring ci a 0 0 0 0 Figure 2. Pneumatic/hydraulic Shoring 252 Occupational Safety and Health Admin., Labor Subpt. P, App. E Figure 3. Trench Jacks (Screw Jacks) Figure 4. Trench Shields 253 I I I 1 I 1 I Subpt. P, App. F 29 CFR Ch. XVII (7-1-92 Edition) APPENDI% F TO SUBPART P -SELECTION OF PROTECTIVE SYSTEMS The following figures are a graphic summary of the requirements contained in subpart P for excavations 20 feet or less in depth. Protective systems for use in excavations more than 20 feet in depth must be designed by a registered professional engineer in accordance with 1 1926.652(b) and (c). Is there potential for cave-in? Is the excavation more than 5 feet in depth? Excavation may. be made with vertical sides. Excavation must be sloped, shored, or shielded. Shorin select Is the excavation entirely in stable rock? lding Go to Figure 2 I. I Co to Figure 3 FIGURE 1 - PRELIMINARY DECISIONS 254 Occupational Safety and Health Admin., Labor Subpt. P, App. F Sloping selected as the method of protection Will soil classification be made in accordance with 31926:652 (b)? S Excavation must comply with one of the following three options:. Option 1; j1926.652 (b)(2) which requires Appendices A and B to be followed Option 2: ,1926.652 (b)(3) which requires other tabulated data (see definition) to be followed. Option_3: .51926.652 (b)(4) which. requires the excavation to be designed by a . registered professional engineer. ' _ Excavations must comply vithf1926.652 (b)(1) which requires a slope of 1½H:lV (34'). FIGURE 2.- SLOPING OPTIONS 255 ISubpt. P, App. F J 29 CFR Ch. XVII (7-1-92 Edition) ' I i I I I I I I I I I Shoring or shielding selected as the method of protection. Soil classification is required when shoring or shielding is used. The excavation must comply with one of the following four options: Option 1 51926.652 (c)(1) which requires Appendices A and C to be followed (e.g. timber shoring). Option 2 §1926.652 (c)(2) which requires manufacturers data to be followed (e.g. hydraulic'shoring,trench jacks, air shores, shields). Option 3 51926.652 (c)(3) which requires tabulated data (see definition) to be followed (e.g. any system as per the tabulated data). Option 4 • 51926.652 (c)(4) which requires the excavation to be designed by a registered professional • engineer (e.g. any designed system). FIGURE 3 - SHORING AND SHIELDING OPTIONS HI 256 LI L I 1 RESOLUTION NO. 94-96 A RESOLUTION APPROVING THE PROPOPSED REVISIONS TO THE MINIMUM STREET STANDARDS. BE• IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF FAYETTEVILLE, ARKANSAS: Section 1. •That the City Council hereby approves the revisions proposed to the Minimum Street Standards. A copy of the street standards are attached hereto marked Exhibit A and made a part hereof. PASSED AND APPROVED this 6th day of August , 1996. • ' APPROVED: j ' • By: Fred Hanna, Mayor ATTEST: •' l)rl� / 'i-ii By: Traci Paul, City Clerk 1 • \ X 1 I I I I TABLE OF CONTENTS ITEMS PAGE NO. APPROVAL RESOLUTION ............... ............................. i SECTION 1, GENERAL REQUIREMENTS: ' 1. Requirement to Extend Streets ............................ 1 2. City Participation in Street Extension Costs ............. 1 3. Required Street Right of Way............................. 2 ' 4. Permits, a a a a a • a a a a • a...... a a a a a a a a a a • a a a a • a a a a • a a a a a a a a a • 3 5. Approval of Plans and Specifications ..................... 3 6. Responsibilities of Owner/Developer...................... 3 7. Engineering Services....................................a 4 8. Plan Submittal........................................... 5 9. Observation of Construction City ......................... 5 10. Acceptance by the City ................................... 5 I11. Maintenance Warranty....................................a 6 12. Definitions. a a a a a a a a a a a a a a a a a a a a. a a a a a a a a a a a a a a a a a a a a a a a a 6 13. Need for Traffic Study'a 7 ' 14. Subdivision Signs and Ornamental Structures .............. 8 15. Sidewalks and/or Trails.......a.........................a 8 16. Applicability...........................................a 9 I SECTION 2. DESIGN DATA AND PLAN SUBMISSION ' 1. General. • a a a a a a a a a a a a a a a a a a a ............................. 1 2. Design Report.............................. ........ 1 3. Horizontal and Vertical Datum ............................ 1 ' 4. Plans, ..................................................: 1 5. Specifications.......................................... 2 6. As —Built Plans. a a a a a a a a a a a a a a a a a a a a a aa a a • . a a a a a a a a a a • a a a. 3 ' SECTION 3. STREET DESIGN PRINCIPLES ' 1. General, a a a a a a a a a a a a a a • a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a 1 2. Alignment......... ............................. 1 3. Intersections, a a a a a a a a a a a • a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a 1 4. Cross Sections and Right of Way Widths ................... 2 ' 5. Railroad Crossings. a a a a a a a a a a a a • a a a a a a a a a a a a a a a a. a a a a a a a a 2 6. Minimum and Maximum Grades ............................... 3 7. Sight Distance -Requirements and Design Speeds............ 3 1 I C I- I I I I I I I C I I H SECTION 4. PAVEMENT DESIGN 1. Pavement Types........................................... 2. Pavement Materials and Construction ...................... 3. Subgrade Material........................................ 4. Base Course. . a • a a a a a a a a aa • a a a a a • a a a a a a a a a a a a . a a a • a a a a a a a 5. Surface Course. a a a a • a a • a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a 6. Curb and Gutter .......................................... 7. Subsurface Drainage.....................................a 8. Pavement Section Design Requirements ..................... a) Geotechnical...................................... b) Sampling and Testing ............... ............... c) Soil Classification, a a a a a a a a a • a a a a a a a a a a a • a a a a a a a a d) Load Bearing Strength ............................. SECTIONS, UTILITIES AND UTILITY CROSSINGS..... ................. SECTION 6, EROSION CONTROL 1. Requirement for Erosion Control .......................too 2. Permits Required. . . . . . . . . . . . . . . . . . . a . . . . a . . . . . a a . . . . . . . . . 3. Permanent Erosion Control Measures ....................... SECTION 7, INSPECTIONS AND TESTING 3- 1 1 1 1. General, a a a a a a a. a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a 1 2. Inspections.............................................. 1 3. Quality Control Testing .................................. 2 4. Construction Inspection Checklist ........................ 2 5. Additional Tests and Testing Frequency ................... 4 APPENDIX "A". PAVEMENT DESIGN CRITERIA APPENDIX "B". TYPICAL PAVEMENT DESIGNS APPENDIX "C". ACKNOWLEDGEMENT LETTER FORM I 1 MINIMUM STREET STANDARDS SECTION 1, GENERAL REQUIREMENTS 1-1 Requirement to Extend Streets: ' Authority to require street extensions and improvements are included in the Subdivision Regulations of the City of Fayetteville as interpreted by the City Staff and the Planning Commission of the ' City of Fayetteville; and in the Master Street Plan as approved by the City Planning Commission and as adopted by the Fayetteville City Council. ' All of the rules, regulations, and Standards contained herein are promulgated under the authority given the City Engineer and ' Planning Department of the City and are intended to conform to above listed authorities. All new development of any kind shall be required to extend, at the expense of the Owner/Developer, streets within the ve delopment in accordance with these standards and in accordance with applicable ordinances and other rules and regulations governing the extension of streets. Streets adjacent to and leading to such developments may also be required to be constructed or otherwise upgraded, at the expense of the Owner/Developer, to meet the intent of these Standards. Streets within developments shall be extended to the edge of the property boundaries where required either to conform to the Master Street Plan or to provide for the general circulation of traffic within the neighborhood. Such extensions to property boundaries shall be fully constructed complete with curb and gutter and drainage. A temporary cul-de-sac may be required on such streets and, depending on the timing of any extension, a permanent cul-de-sac may be required. 1-2 City Participation in Street Extension Costs: The City may participate in the construction of streets either adjacent to a Development or on a street leading to a development if the need for such improvement is not totally caused by the Development in question. The appropriateness of any such cost sharing between the Owner/Developer and the City shall be determined by the Planning Commission based on City Ordinances governing the cost sharing of streets. In no case shall the City participate in Local or Residential streets within Developments. :.1 ' 1-4 Permits: ' All permits required to accomplish the work shall be the responsibility of the Developer/Owner or the Engineer of Record. Such permits may include but are not limited to permits for work within Highway Department R/W, railroad crossing permits, "Notice of Intent" for Erosion Control (ADPC&E), a Stormwater Construction Permit, and a Grading Permit. ' 1-5 Plans and Specifications: ' Detailed Plans and Specifications shall be required for all new streets and street extensions and shall be prepared by a Professional Engineer registered to do business in the State of Arkansas. ' The Standard Specifications for HIGHWAY CONSTRUCTION as promulgated by the Arkansas State Highway and Transportation Department, Edition of 1993 , and the STANDARD DRAWINGS of the Arkansas Highway Department (11-11-92) shall be the basis for the preparation of the Detailed Plans and Specifications and shall apply in all cases except where these Standards are in direct conflict with them. Approval of the Detailed Plans and Specifications by the City ' of Fayetteville does not constitute a warranty of the Plans and Specifications and does not relieve the Engineer of Record of his professional responsibility in the design of the facilities or in the preparation of any engineering reports done in association with the project. ' 1-6 Responsibilities of Developer/owner The Developer/Owner shall be responsible for installation of ' streets, including all design and construction, and for all costs associated therewith except in situations where cost sharing may be appropriate as described in Section 1-2 (City Participation in Street Extension Costs) ' All formal agreements entered into by the City will be with the Developer/Owner only. Such agreements will bind each principal of the Developer/Owner regardless of the Developer/Owner's form of organization. The Developer/Owner shall provide all engineering services required for planning, design, investigations, inspection, testing, and related activities necessary for street development, and shall be responsible for construction of street improvements in ' accordance with the design approved by the City as satisfying the requirements of these standards. ' 1- 3 I 1 The Developer shall post a letter which 1) guarantees that the construction will conform to the plans and specifications approved by the City, 2) acknowledges the conditions of the approval, and 3) agrees to honor those conditions. This letter must be posted prior to the beginning of construction and shall be of the form shown in Appendix "C". The Developer/Owner is hereby required to have contained within the construction contract he executes with his Contractor a requirement to obtain a Performance and Payment Bond for the entire contract amount. The Developer/Owner shall assign said Performance and Payment Bond to the City in a form approved by the City Attorney. The Bond shall be issued by a company licensed to do business in the State of Arkansas. The Developer/Owner may, in lieu of assignment of the Performance and Payment Bond to the City, post a cash deposit or an irrevocable Letter of Credit with the City in the full amount of the proposed improvements. If a Letter of Credit is issued as assurance of construction, the City shall have the right of approval of the financial institution involved and the terms of the Letter of Credit. The amount of security shall be the total estimated construction cost associated with the street construction. That amount may not be diminished or drawn down during construction. The 1 total shall remain intact until the job has been accepted. The City shall have the right of access to sites during the planning, design, and construction phases of street development. The Developer shall schedule all activities to provide the City with adequate notice and review time. The Developer shall provide a Two (2) year Maintenance Bond to the City as specified in Section I-11 of these Standards. 1-7 Engineering Services: All engineering services, including but not limited to, planning, design, investigations, inspection, and testing shall be under the supervision of a Professional Engineer registered in the State of Arkansas (Engineer of Record). The design data, plans, specifications, and related information shall bear the name of the Engineer of Record. The registration seal of the Engineer of Record shall be placed on each sheet of the Plans along with' his/her signature. I I 1- 4 Soils investigations, materials testing, and quality control testing shall be performed by a laboratory approved by the City Engineer. All reports submitted shall bear the name of the Engineer of Record. Certification by the Engineer of Record that materials construction conform to the approved Plans and Specifications required. Inspection and testing requirements are outlined Section 7 of these Standards. 1-8 Plan Submittal: Plans, Specifications, and all data submitted in conjunction with the plans and specifications shall constitute a complete design. Approval by the City will not be issued until all requirements have been fulfilled. Approval of the Plans and Specifications shall remain in effect for one (1) year from the approval date. After that time a new set of Plans and Specifications must be submitted and any regulations or rules promulgated between the time of the original submittal and the new submittal date must be followed. All significant changes in the design or construction of a project or development, including all significant changes in the Plans and/or Specifications, shall be submitted to the City for approval. The City shall be notified immediately of all significant field changes in order that a timely approval may be issued. 1-9 Observation of Construction by the City: The observation of street construction by the City will be limited to general observations of the project at various stages as outlined in Section 7 of the Standards. The City reserves the right to observe the construction at all times. 1-10 Acceptance By The City: After the Final Inspection and Acceptable Completion of the street construction, the Developer/Owner shall provide a Maintenance Warranty to the City which guarantees the maintenance, repair, and/or reconstruction of the project in whole or in part for a period of 24 months after the date the Maintenance Warranty. The Maintenance Warranty shall be in the amount of 100 percent of the cost of construction of the improvements. Formal Acceptance of the project by the City will be writing after the posting of the Maintenance Warranty. The formal acceptance shall be the same date as given Maintenance Warranty. 1-11 Maintenance Warranty: The Maintenance Warranty may be either: a) A formal Maintenance Bond issued by a company licensed to do business in the State of Arkansas. The bond shall be for a two year period, said period beginning with the date on the bond. b) An extension of the Performance and Payment Bond for the full two (2) year warranty period provided all parties acknowledge and agree to accept the extension and assignment. c) A cash deposit or letter of credit to satisfy the maintenance warranty requirements. Regardless of the type of Maintenance Warranty selected the terms, conditions, form, and content must be approved by the City Attorney. Generally, the Maintenance Warranty must state the specific project involved, the warranty amount, how and under what conditions the City has the right to draw upon that Maintenance Warranty. 1-12 Definitions: Whenever the following terms, abbreviations, or acronyms are used in these specifications the intent and meaning shall be interpreted as follows: a) CITY - The City of Fayetteville, Arkansas, and its ' employees expressly authorized by the Mayor to accomplish the specified task. b) DEVELOPER/OWNER - The person, firm, partnership, corporation or other entity planning, constructing, altering or reconstructing a public street. ' c) ENGINEER OF RECORD - The Arkansas Registered Professional Engineer responsible for the design of the improvements, usually engaged by the Developer/Owner. d) AASHTO - American Association of State Highway and Transportation Officials. Ie) AHTD Arkansas State Highway and Transportation Department. f) ASTM - American Society for Testing and Materials. 1 1- 6 I ' g) CONTRACTOR - The licensed contracting company hired by the Developer/Owner to construct the street improvements. h) ACCEPTABLE COMPLETION - This term shall mean substantial completion of the street construction as agreed upon by the CITY and the ENGINEER OF RECORD. i) FORMAL ACCEPTANCE - Acceptance of the street construction in writing after a Maintenance Warranty has been submitted to ' and approved by the CITY. j) STREET CONSTRUCTION - Where this or similar terms are used, it shall mean construction of the street, curb and gutter, drainage (whether on the street or not), and all other appurtenances normally associated with street construction and approved as part of the street plans, whether on site or off - site. k) FINAL INSPECTION - The final inspection shall be the formal inspection of the street construction by the CITY, the ENGINEER OF RECORD, and the CONTRACTOR which results in a declaration of acceptable completion. Ii) MAINTENANCE WARRANTY - The security instrument which binds the Owner/Developer to a two (2) year responsibility for street construction repairs and/or reconstruction in the event of street construction failure. m) USGS - United States Geological survey. n) CBR - California Bearing Ratio. o) ESAL - Equivalent Single Axle Load p) SIDEWALK - Where the term sidewalk is used, it shall mean either a sidewalk or trail as defined in the Master Street Plan. 1-13 Need for Traffic Study: A formal Traffic Study may be required in connection with a development if, in the opinion of the City Engineer and/or Planning 1 Director, it is required to properly determine future street loadings and\or to determine cost shares between the City and the Owner/Developer. A Traffic Study may also be required as a condition of development by the Planning Commission. II 1 1- 7 I I I I I I I I I I H 1-14 Subdivision Siqns and Ornamental Structures: Subdivision signs proposed for installation by the Developer/Owner for the benefit of his development shall be shown on the Plans and be sized and located to meet the provisions of the City's Sign Ordinance. The location and size of all ornamental structures constructed by the Developer/owner shall be approved by the City's Traffic Superintendent and by the City Engineer. In addition, the need to conform to zoning regulations shall be determined by the Planning Department. Generally, all structures over 30 inches high must meet applicable setback requirements. Where a subdivision sign or ornamental structure is proposed to be located on City right of way, the exact location and size shall be approved by the Planning Commission. The maintenance of such signs and structures shall be by a properly established property owner's association and provision for maintenance shall be included in the covenants of the subdivision. Any relocation of such signs and structures necessitated by street widening, utility installation, or any other authorized use of the right of way shall be the financial responsibility of the property owner's association and shall be done at the call of the City. All permanent street and traffic signs shall be furnished and installed by the City at no cost to the Developer/Owner. 115 Sidewalks and/or Trails: Sidewalks and/or trails, where required shall be engineered and shown as part of the street plans and specifications to be approved by the City Engineer. The sidewalks and/or trails shall then be constructed as part of the development improvements as required by City Ordinance. The necessary grading and subgrade preparation for sidewalks and/or trails shall be done as part of the street construction even if the installation of the actual sidewalks and/or trails are ' delayed. Sidewalks and/or trails are required in accordance with the City's Master Street Plan as adopted or as may be amended from time to time. fl J I 1- 8 I I I I I The construction of sidewalks and trails shall be in accordance with the specifications on sidewalk and trail construction as developed by the City as a separate document. The construction shall adhere to these general principles: a) Sidewalks shall be continuous through driveways with a cold joint or expansion joint at the edge of the sidewalk opposite the street. b) The sidewalk edge least a grooved joint through the driveway. I I I I adjacent to the street shall have at mark to clearly define the sidewalk c) The sidewalk elevation shall be two percent above the top of the curb, sloping two percent towards the curb. This elevation shall be continuous through the driveway. d) The area remaining between the sidewalk and the flowline of the gutter, called the approach to the driveway, shall slope up to the elevation of the sidewalk. e) Wood shall not be acceptable in sidewalks for expansion joints. The joint material shall be the same as approved for street construction purposes. 1-16 Applicability: The regulations and requirements contained in these Street ' Standards shall be applicable to all land or parcels of land being developed for commercial, industrial, or residential use. I Where private streets are constructed either under the Planned Unit Development section of the Zoning Ordinance or otherwise approved by the City, the subbase, base, and paving shall meet the applicable requirements of these Minimum Street Standards. I I I I C 1- 9 I I I I I I I I f� I I I I I I I MINIMUM STREET STANDARDS SECTION 2, DESIGN DATA AND PLAN SUBMISSION 2-1 General: The submittal shall be complete with all necessary information included for review of the project. The material required shall include, but shall not be limited to the Design Report, the Plans, the Specifications, and the Drainage Report. No review based on a partial submittal will be made. The final review will be concurrent with the review of all public improvements, including water, sewer, drainage, and final tree preservation. 2-2 Design Report: The Design Report shall be a separately bound document and shall contain all information not normally shown on the plans or given in the specifications, including design calculations, results of soil borings, soil test results, and any other design data used in the development of the Plans and Specifications. 23.Horizontal and Vertical Datum: All elevations shall be based on the USGS Survey and all horizontal controls shall tie to the State Plane Coordinate System. Both vertical and horizontal controls shall be tied to monuments as described in the City's GPS Survey Report. 2-4 Plans: The Plans shall be submitted on 24" X 36" sheets. No other size will be allowed unless specifically approved by the City. Plans shall be submitted at the scale necessary to make the plans easily read and interpreted. Plans shall be on a scale of not less than 1 inch = 50 feet. The layout shall include, but shall not be limited to the following information. 1) Street right of way, proposed and existing 2) Existing and proposed utility easements 3) Curve Data 4) Stationing 5) Location and size of existing and proposed utilities 6) Location and size of existing and proposed drainage facilities 7) Intersection Radii 8) Soil Boring Locations 2- 1 I H I I I IJ H I I I 9) California Bearing Ratio (CBR) Test Locations 10) Elevations at the beginning, mid -point, and end of the radius returns at all intersections 11) A legend showing typical symbols used in the plans 12) Existing and proposed property lines 13) North arrow 14) Street and Right of Way dimensions 15) Sidewalks and trails Street profiles shall be shown on a horizontal scale to match the layout with a vertical scale of not less than 1 inch = 5 feet. Information to be shown with the profiles shall include, but shall not be limited to: 1) Existing ground elevations 2) Proposed top of curb grades on each side of the street 3) Vertical Curve Data 4) Proposed and existing drainage and utility line crossings (size and location) 5) Proposed finished grades 6) Cross sections at a maximum spacing of 50 feet. Additional cross sections shall be where needed for clarification purposes 7) Sidewalks and trails A typical street section shall be included in the Plans and shall show the following: Pavement type, width and thickness Cross slope and crown Location of profile grade Curbs Existing and proposed grades Right of way width Sidewalks or trails, if required Landscaping, if required Revisions to drawings shall be indicated above the title block and shall show the nature of the revisions and the date made. 2-5 Specifications: Technical specifications shall include material requirements ' and methods of construction, quality control requirements, sampling, and testing procedures and frequency as delineated in other sections of these standards. 1 I 2- 2 I I 2-6 As -Built Plans: "As -Built" plans shall depict an accurate account of the construction. Construction plans which are "rubber stamped" and submitted for the purposes of "As -Built" Plans are not acceptable. ' One set of "As -Built" Plans shall be required along with the final costs associated with the Street Construction, and shall be due prior to the filing of the Final Plat. 1 I I I I Li fl Lu I I I I 7 I I I 2- 3 I MINIMUM STREET STANDARDS SECTION 3. STREET DESIGN PRINCIPLES 3-1 General: The principles governing the design of streets shall conform to the requirements of these standards, to the standards that may ' be referenced herein, and to appropriate City Ordinances. General criteria with regard to street classification and other characteristics shall be as stated in other sections of these ' standards. Parking, parking lots, driveways, stormwater drainage, and ' erosion control requirements are specified in separate ordinances and are not included in these standards. ' 3-2 Alignment: Horizontal curves shall be circular curves with a minimum ' centerline radii of not less than 150 feet for residential streets and 200 feet for collector streets. Curves on streets with higher classifications shall be designed on an individual basis. A tangent ' of at least 100 feet shall separate reverse curves. All vertical curves shall be parabolic type curves. Minimum vertical curve lengths (L) shall depend on the design speed and ' shall be equal to K times A where K equals the coefficient as shown in the table below, and A equals the algebraic difference in grades when the grades are expressed as a percentage. Vertical Curve Coefficient (K) ' Speed K Values (mph) Crest Sag 25 20 30 ' 30 30 40 35 40-50 50 ' 3-3 Intersections: ' Intersections shall be planned and designed to provide a safe system for present and prospective traffic. Intersections shall be graded to provide positive drainage and shall conform to the alignment and grading requirements of these standards. ' 3-1 I El I El I The following standards shall apply to intersection design: Desiqn Consideration Approach speed Sight Distance (Minimum) Grade Within 100 feet Minimum Angle Minimum Curb Radius Local Streets Collector Streets Minimum Jogs Local Streets Collector Streets Ordinary Hilly 25 mph 20 mph 90 feet 70 feet 0% 4% 750 750 30 feet 50 feet 150 feet 200 feet 30 feet 50 feet 150 feet 200 feet It is understood that the sight distances listed above are a minimum and that longer sight distances may be required where topography will allow and/or when streets with a classification of collector or higher are involved. 3-4 Cross Sections and Right of Way Widths: ' Pavement cross sections shall conform to the details included in these standards and are included in Appendix "D". Skewed street sections will not be allowed without specific approval of the City ' Engineer. Pavement cross slopes for all streets shall be a minimum of 2 percent with a minimum crown height of 6 inches. Gutters shall be sloped to match the street. On the elevated side of a uniform cross slope or superelevated ' street, the gutter may slope toward the street centerline provided the gutter cross slope does not exceed the cross slope of the adjacent lane. Transitions from normal crowns to uniform cross slope or superelevated sections shall provide for minimum longitudinal grades. Superelevated sections shall conform to the AHTD Standard Drawings. ' The minimum right of way shall be as called for in Section I- 3. Greater widths may be required if needed to accommodate a particular street design. 3-5 Railroad Crossings: I. Grade crossings at railroads shall provide for the same minimum sight distances as street intersections. The ENGINEER OF RECORD shall be responsible for all coordination with the railroad company connected with approval of the crossing and shall work with the City in obtaining a Joint Use Agreement with the railroad. I 3-2 I 3-6 Minimum and Maximum Grades: ' The minimum grades shall be that grade required positive drainage for the street. The maximum allowable local streets shall be 10 percent with a provision for a ' grade for a maximum distance of 300 feet in the case terrain. For collector streets the maximum grade shall be with a provision for 12 percent maximum grade for no mor feet. 1 3-7 Sight Distance Requirements and Design Speeds: I Li I J I I J I I I I :o provide grade for 15 percent of hilly 8 percent e than 300 Minimum sight distance for local and residential streets shall be 250 feet under ordinary conditions and 200 feet for hilly conditions. Collector streets shall have a minimum sight distance of 150-350 feet, depending on the topography. The Arkansas Highway and Transportation Department definition of site distance shall apply. The design speed shall be 20 to 30 mph for local streets and 25 to 35 mph for collector streets. 3-3 I MINIMUM STREET STANDARDS SECTION 4, PAVEMENT DESIGN 4-1 Pavement Types: ' Street pavement sections shall be either flexible type with an asphalt concrete surface or rigid type consisting of a portland cement concrete section and surface. Curb and gutter ' shall be portland cement concrete. Flexible pavements may be composed of a crushed stone base ' course with an asphaltic concrete surface or a full -depth asphalt structure utilizing a bituminous course. Rigid structures shall be full depth portland cement ' concrete to the designed thickness with a crushed stone drainage/leveling course of no less than 2 inches. ' Pavement sections shall be designed in accordance with the procedures and criteria of the AASHTO GUIDE FOR DESIGN OF PAVEMENT STRUCTURES,latest edition, and the criteria contained ' herein. Any conflicts shall be resolved in favor of the more stringent criteria resulting in a stronger and deeper pavement section. ' References to various materials, testing and construction shall refer to the latest editions of AASHTO, ASTM, and the Standard Specifications of the Arkansas State Highway and ' Transportation Department. Typical design requirements are summarized in Appendices "A" "B" 4-2 Pavement Materials and Construction: ' All pavement materials, construction methods, standards, time and temperature constraints, seasonal constraints, and performance requirements shall be in accordance with the latest ' edition of the AHTD STANDARD SPECIFICATIONS FOR HIGHWAY CONSTRUCTION, and this set of requirements (SECTION 4, PAVEMENT DESIGN) unless specifically approved otherwise in writing by the CITY ENGINEER for a specific and individual exception. All ' testing shall be in accordance with Section 7, Inspections and Testing. 4-3 Subgrade Material: Subgrade soils shall be all materials used for subgrade ' including in -situ materials and fill materials. Subgrades for pavement shall be stabilized by mechanical compaction or by other ' 4-1 L_ I I L I I I I I I Li I I U methods approved in writing by the City Engineer. Stabilization methods such as fabrics and chemical stabilization may be submitted for approval when supported by engineering data and calculations to substantiate the adequacy of the stabilization procedure. The top 24 inches of the subgrade shall be a material not susceptible to frost action unless modified with cement, lime or another method approved specifically by the City Engineer to resist frost action (Soils classified as A-4 and A-5, including sandy silts, fine silty sand or lean clays are highly susceptible to frost action). Methods and procedures for establishing the total depth of soil replacement and/or modification shall be specified by the design engineer and included in the project plans and specifications. The minimum depth of replacement shall be 24 inches in the absence of engineering data showing otherwise. The adequacy of in -situ soils and fill material as pavement subgrade shall be evaluated based upon the soils classifications, liquid limit, plasticity limit and California Bearing Ratio (CBR) values. All soils with a liquid limit greater than 40, or a plasticity index greater than 15, or a CBR value of less than eight (8) shall be undercut and removed from the street section or improved by a designed method of stabilization accepted by the City Engineer. Soils with a CBR of eight (8) or greater, and classified as GM or GC soil, shall be accepted as "Hillside" material and no further treatment or upgrade will be required. Subgrade compaction requirements including the moisture - density requirements shall be shown both on the plans and in the specifications (minimum 95 percent modified proctor required). Sampling and testing of subgrade materials shall be as set forth in Paragraph 4.8 of these Standards. Pavement designs which utilize a subbase course shall include test data and specifications for the subbase material in the calculations submitted to the City Engineer for review and approval. 4-4 Base Course: Base course material shall be crushed stone meeting the requirements of AHTD class 7 aggregate base course as specified 4-2 I in the AHTD Specifications (Division 300, BASES AND GRANULAR SURFACES, AHTD Standard Specifications 1993 or latest edition). ' Base course materials shall be certified by the supplier to meet the AHTD class 7 requirements and identified as to the type of material, properties (including gradation, density and proctor), and source. The base course for full depth asphalt pavement designs shall utilize plant mix bituminous base and binder courses conforming to AHTD Specifications (Division 400 ASPHALT PAVEMENTS, AHTD Standard Specifications 1993 or latest edition). 4-5 Surface Course: The surface course for flexible pavement sections shall be ' Asphalt Concrete Hot Mix Type 2 or 3 as specified in the AHTD Specifications (Division 400, ASPHALT PAVEMENTS, AHTD Standard Specifications 1993 or latest edition). The City will consider other design mixes, including "Superpave" mixes on an individual basis. ' The surface course for rigid pavement shall be reinforced or non -reinforced (as determined by design calculations) portland cement concrete as specified in the AHTD specifications (Division 500, RIGID PAVEMENT, AHTD Standard Specifications 1993• or latest edition). Where grades are greater than 10 percent for distances of ' more than 300 feet, the paving material shall be concrete unless the use of an asphalt design is specifically authorized by the City Engineer. ' 4-6 Curb and Gutter: I All curb and gutter shall be portland cement concrete meeting the requirement of Section 634, CURBING, AHTD Standard Specifications 1993 or latest edition). 4-7 Subsurface Drainage: The requirement for drainage layers, subsurface drainage and underdrains shall be evaluated by the design engineer on a individual project basis. Pipe underdrains shall be installed at ' all locations where subsurface moisture will affect the stability of the subgrade or result in unsatisfactory pavement performance. I 1 4-3 I Special attention is called to the typical need for all streets in cut sections and on hillsides to include subsurface drainage systems. The design engineer shall be required to perform, or acquire, geotechnical and subsurface investigations to determine the need of subsurface drainage for each street and segment therefore to be designed and constructed. 4-8 Pavement Section Design Requirements: Unless specifically authorized in writing by the City Engineer as an exception for a specific project, all pavement t sections shall be designed in accordance with the AASHTO GUIDE FOR DESIGN OF PAVEMENT STRUCTURES,latest edition. In lieu of formal design for "Residential" and "Local" streets the designer may use the minimum criteria as provided in Appendices I and II. IA minimum design period (traffic analysis/forecast) of 20 years shall be used for pavement section design. ' Minimum traffic volumes and equivalent 18 kip axle loads (ESAL) shall be as provided in appendix I. A formal traffic study with projections and supporting data shall be submitted for all street classifications where minimum ESAL criteria is not provided. All street designs shall use a factor of 4.5 for the Initial (present) serviceability index. All street designs shall use a factor of 2.5 for the terminal serviceability index. ' Subgrade soils shall be all materials used for subgrade including in -situ materials and fill materials. The investigation and evaluation of subgrade soils shall be an integral component of all pavement designs and shall include the following minimum ' requirements: ' a) Geotechnical: All testing and geotechnical work shall be provided by a firm approved by the City Engineer and provided at the expense of the developer or the design ' engineer. The geotechnical firm shall provide copies of all test results, reports, soils classifications and subsurface drainage requirements directly to the City Engineer. '• b) Sampling and Testing: The investigation and sampling of soils shall conform to AASHTO T 86 (ASTM D420) or latest revision and test procedures referenced therein. The sampling of in -situ subgrade soils may be accomplished ' 4-4 It I I I Li I `I I fl I Subgrade support capacity for all pavements (resilient ' modulus for flexible pavements and modulus of subgrade reaction for rigid pavements) shall be determined from the load bearing strength (CBR) of the soils based upon the correlation contained in the AASHTO Guide for the design of ' Pavement Structures except where other correlation data are approved in writing by the City Engineer. by boring or excavation of test pits. The minimum sampling and testing frequency shall be one (1) density test, one (1) liquid limit, one (1) plasticity index, one (1) gradation and soils classifications and one (1) CBR for each 500 feet of street or section thereof, or change in subgrade material, with a minimum of three sets of tests per project. The minimum depth of boring or excavation for in -situ materials shall be four (4) feet below the top of the elevation of the final compacted subgrade. Additional depth shall be required when deemed necessary by the design Engineer or the City Engineer. Additional sampling and tests will be requested when deemed necessary by the City Engineer. The specific locations for all additional samples shall be determined by the City Engineer's representative. c) Soil Classification: Subgrade soils shall be classified in accordance with the AASHTO System and the Unified Soil Classification system. All tests required for the classification of the soils shall be performed and reported unless specifically waived by the City Engineer. d. Load Bearing Strength: Load bearing strength of soils shall be determined by the California Bearing Ratio (CBR) test in accordance with AASHTO T 193 or ASTM D 1883. The frequency and location for samples for CBR tests shall be as noted in section 4-8(b) above with the specific sample for the CBR test taken at the proposed finished subgrade elevation. I I I I I 4-5 I I I I I I I I! I MINIMUM STREET STANDARDS SECTION 5, UTILITIES AND UTILITY CROSSINGS All utilities to be located within the street right of way shall be installed in accordance with the specifications of the utility company involved and shall be subject to City Ordinances governing utilities in street rights of way. Utilities or encasements for utilities either under the street or located within 3 feet of the back of the curb shall be installed prior to the subgrade being completed. Minimum depth of water and sewer lines and testing requirements for backfill shall be as specified elsewhere in these standards and in the Standard Specifications for Water Line Construction or Standard Specifications for Sewer Line Construction. "Flowable Fill" may be utilized as backfill for utility crossings if authorized specifically by the City. Where encasement pipe is installed for future utility installation the encasement shall extend, as a minimum, from 3 feet from the back of the curb on one side of the street to 3 feet back of the curb on the other side of the street. Where a storm drain pipe or french drain is located parallel to the street, the encasement pipe shall extend a minimum of 3 feet beyond the outside edge of the drainage pipe. ' Encasements shall extend from right when required by the individual utility conflict with sidewalks, etc. I I Li I I H of way to right of way companies to avoid 5-1 I. MINIMUM STREET STANDARDS SECTION 6 - EROSION CONTROL 6-1 Requirement for Erosion Control: Erosion control measures shall be taken during construction to minimize the amount of silt and soil from entering adjacent streams and storm drainage facilities and to protect slopes and fill areas. . ' 6-2 Permits Required: A Grading Permit as called for in the City's ordinance on ' the Physical Alteration of Land shall be obtained and all work shall be in conformance with the applicable provisions of that ordinance. The Grading Permit may be combined with the Stormwater Management, Drainage, and Erosion Control Permit. If the site to be disturbed is greater than 5 acres then a "Notice of Intent" shall be filed with the Arkansas Department of Pollution Control and Ecology in accordance with State Law. Under State law, this is a requirement of the contractor(s) who are working on the job. It is the sole responsibility of the contractor(s) to be fully informed of the requirements of the 'state law in this regard. It should be noted that Grading Permits are required for the ' areas from which material is taken and for those areas where materials are wasted if those areas are within the City Limits of Fayetteville. 6-3 Permanent Erosion Control Measures: ' Permanent erosion control measures shall include seeding and mulching, sodding, etc and shall be used in all areas within the right of way and temporary construction easements in accordance ' with the provisions of the City's ordinance on the Physical Alteration of Land and the approved erosion control plan approved in conjunction with the street improvements. I I ' 6-1 Is MINIMUM STREET STANDARDS SECTION 7 - INSPECTIONS AND TESTING 7-1 General: ' Materials and construction employed in street improvements will be subject to inspection and quality control testing. All testing shall be provided by the Developer. 7-2 Inspections: The Developer shall provide for inspections of street improvements during construction. The inspections shall be ' accomplished under the supervision of the Engineer of Record. The Engineer of Record shall provide certification that all materials and construction conform to the approved plans and specifications tand with these Minimum Street Standards. The Engineer of Record shall furnish full time inspection on the job as required by state law. This law is interpreted by the ' City to mean that a representative of the Engineer of Record must be on the job whenever a critical construction activity is taking place. ' All field tests required for a project shall be witnessed by the City, the Engineer of record, and the Contractor, or their authorized representatives. A 24 hour notice is required on all tests. Calls to the City for the purpose of setting test times shall be made to the City ' Engineer's Office by 10:00 AM for test on the following day. Tests delayed by weather or other factors will be rescheduled on the same basis. If a representative of the City cannot be ' present, the City Engineer may authorize the Engineer of record to witness the test and certify to the City the results. It is the responsibility of the Engineer of Record and the ' Contractor to coordinate the scheduling of such tests with the City. ' Prior to final acceptance by the City, the project shall be subject to a joint final inspection by the City, the Engineer of Record, and the Contractor. The City Street Maintenance Manager and the Water and Sewer Maintenance Manager may also be a part of the final inspection. ' 7-1 Li I 7-3 Quality Control Testing: The Developer/Owner shall provide quality control testing for all materials and construction involved in the street improvements. All testing shall be accomplished by a testing firm ' approved by the City Engineer and shall be performed under the supervision of an Professional Engineer. ' Minimum test requirements and minimum frequency of sampling and testing shall be given in Paragraph 7-4. Projects will be evaluated individually and additional testing may be required. The inclusion of tolerances in project specifications will be '• subject to approval by the City Engineer. Deficiencies in quality of materials and/or construction exceeding the tolerance limits will not be approved. ' Submission of test results shall be coordinated with the various stages of construction. Sampling and testing locations will be subject to approval of the City. ' Exceptions to the number of required tests for materials may be granted at the sole discretion of the City Engineer when current test data are available. 7-4 Construction Inspection Checklist: Construction Stage Inspection Items I. ' Subgrade Street subgrade constructed to accurate grade and within specified tolerances. ' Moisture condition of subgrade. Subgrade stability (Proof rolling required in addition to density tests). ' Base Course Base course constructed to accurate grade and within specified tolerance. I ' 7-2 Construction Stage Inspection Items Base Course (cont'd) Surface texture uniform (no evidence of segregation). Moisture condition of base course. Base course stability (Proof rolling required in addition to density tests). LULL) and VucLer cure ana gutter alignment and grade accuracy. Cross section in conformance with typical detail. Concrete finish as specified. No toppings or thin patches permitted. No cracks or other defects. Joint spacing accurate. Joint filler and sealer complete. Where removal and replacement of curb and gutter is required, the replacement section shall extend from joint to joint. Grade and cross section accurate. Surfaces within prescribed tolerance. Texture and finish uniform. Joints straight and smooth. Joint filler and sealer completed. No cracks or openings at joints. Finish pavement surface shall not be lower than the toe of gutter. 7-5 Additional Tests and Testing Frequency: ' Density tests on,subgrades and base courses shall be taken every 300 feet or portion thereof, except that each cul-de-sac street shall have one test taken regardless of its length. The subgrade shall be compacted to 95% of Modified Proctor. The base course shall be compacted to 95% of Modified Proctor on Local and Residential Streets and 100% of Modified Proctor on higher classified streets. Minimum base course thickness shall be 8 inches except that the base course for concrete streets shall be 2 inches. Asphalt streets shall be cored every 500 feet or portion thereof for the purpose of checking density and thickness, except that each cul-de-sac street shall have at least one core taken ' regardless of length. The location of the core shall be chosen so as to accurately represent the quality of the asphalt laid in a particular area. Samples over a "run" shall be averaged for the purpose of determining asphalt thickness except that in no case shall be thickness be 1/4 inch less than that specified. Maximum thickness used for averaging purposes shall be the specified thickness plus 1/2 inch. ' Minimum asphalt density shall be 92.0% of the maximum theoretical density. No density of less than 90.0% shall be acceptable. The asphalt where densities less than 92.0% and more than 90.0% shall be left in place and a penalty of 2 percent of the in -place construction cost of the deficient asphalt shall be paid to the City for each 0.10 % deviation from the required density up to a maximum penalty of 40 percent. Where densities are less than 90.0%, the paving shall be removed and replaced. The asphalt density used for the purpose of computing the penalty shall be the average density over the entire street or streets within the development as determined by the core samples. ' No densities under 90% shall be used in the average. All areas of less than 90% shall be removed and replaced using the AHTD criteria for determining the area of replacement. Minimum thickness of concrete streets shall be 6 inches and minimum 28 day compressive strength shall be 3500 psi. A set of cylinders shall be taken for each 100 cubic yards or portion ' thereof poured. Concrete for curb and gutters shall be a minimum 28 day compressive strength of 3000 psi. One set of cylinders shall be ' taken for each 1000 feet of curb and gutter poured, or portion thereof. I ' 7-4 Concrete streets shall be cored every 500 feet or portion ' thereof for the purpose of checking thickness. Thickness shall not be more than 0.50 inches deficient. Areas of more than 0.50 inches deficiency shall be removed and replaced. The City may, at its sole option, choose to leave the deficient concrete slab in ' place and accept a cash payment equal to 100 percent of the in - place construction cost of the deficient concrete. ' Concrete testing out less than 80 percent of design strength shall be removed and replaced. Concrete testing out at 98 percent of the design strength shall be deemed to meet the specifications. A prorated penalty of 0% to 50% of the contract ' price for concrete placement shall be paid to the CITY on concrete falling between 98 and 80 percent of design strength. ' Any failed density or thickness test may be offset by the taking of new tests in accordance with the procedures contained in the latest edition of the Arkansas State Highway and Transportation Department's Standard Specifications for HIGHWAY CONSTRUCTION. Additional material and in -place testing may be required. ' Such tests, if required by the city, shall be accomplished and evaluated in accordance with the applicable sections of the Standard Specifications for HIGHWAY CONSTRUCTION, Arkansas State Highway and Transportation Department. I I I I I J I I 7-5 I APPENDIX' "A" - PAVEMENT DESIGN CRITERIA General Design Requirements: Design period shall be 20 year minimum. ' Initial (present) serviceability index factor shall be 4.5. Terminal serviceability index factor shall be 2.5 minimum. ' All designs shall be in accordance with the AASHTO Guide for Design of Pavement Structures, latest edition. • Structural Number Laver Coefficients: IMin. Thickness Pavement Materials of course (inches) Asphaltic Concrete Surface Asphalt Concrete Binder Asphalt Stabilized Base Crushed Stone Base Portland Cement Concrete 3 2 4 6 6 * Formal rigid pavement design required. I Structural Coefficient per inch thickness .44 .44 .34 .14 * APPENDIX "B" - TYPICAL PAVEMENT DESIGNS Minimum Pavement Design Criteria In lieu of formal designs'' the following minimum street pavement sections may be used, however, the CITY reserves the right to require a formal design. Street Type Section Type Flexible Full Depth Composite Asphalt Rigid'' Residential streets 3 in. surface 2 in. surface 6 in. PC (ADT to 1000 8 in. base 5 in. B base 2 in. base and ESAL of 10) (Minimum SN = 2.44) 'Local Streets 2 in. surface 2 in. surface 7 in. PC (ADT to 4000 3 in. binder 3 in. binder 2 in. base and ESAL of 40) 6 in. base 4 in. black base (Minimum SN = 3.0) ALL OTHER STREET CLASSIFICATIONS SHALL REQUIRE FORMAL DESIGN *1 Formal designs may be performed (are encouraged) by the design ' Engineer to determine specific pavement sections required for specific subgrade and specific project requirements and these designs submitted to the City Engineer for review. Soils testing is required in compliance with the Pavement Design Standards and a minimum acceptable ' subgrade CBR value of 8 shall be required to utilize the minimum sections shown above. ' *2 Joint spacing and joint design shall be in accordance with the AASHTO Guide for Design of Pavement Structures. I t ' APPENDIX "C" - ACKNOWLEDGEMENT FORM LETTER 'City Engineer City of Fayetteville 113 West Mountain Street Fayetteville, Arkansas 72701 ' Re: NAME OF PROJECT Dear Sir, This letter is to certify that I am familiar with the approved Plans 'and Specifications relating to the above referenced project and it is my intent to construct the improvements in connection therewith in full accordance with the approved Plans and Specifications and with the terms and conditions of the formal Letter of Approval as issued by the City of Fayetteville. SIGNED: OWNER/ DEVELOPER 1 I Li Li 1 L Li I I I L I I MCEMcCLELLAND CON5UL TING DESIGNED TO SERVE ENGINEERS, INC. July 30, 1996 Mr. Kurtis Jones, P.E. Northwest Engineers, Inc. P.O. Box 1173 Fayetteville, AR 72202 ' Re: Geotechnical Investigation Joyce Street Reconstruction Fayetteville, Arkansas ' Dear Mr. Jones: F. I I I I I H I I P.O. Box 1229 Fayetteville, Arkansas 72702-1229 501-443-2377 FAX 501-443-9241 FY963813 We are submitting herewith the results of the Geotechnical Investigation on the above referenced project, as per your authorization. The CBR results are given for the Modified Proctor Test, as per City of Fayetteville Street Standards for subgrade material. We appreciate the opportunity to provide this service to your company. If there are any questions regarding the Geotechnical Investigation, please contact us. Sincerely yours, CONSULTING ENGINEERS, INC. P.E. RWJ1wj Enclosure: Boring Logs & Testing Results ( 2 copies ) I I I I I I H I 1l I I I I I I LOG OF BORING NO. B-1 Project Owner: CITY OF FAYEITEVILLE MCE Project No.: FY963813 Description: JOYCE ST. RECONSTRUCTION Date Drilled: JUNE 24, 1996 Location: FAYETTEVILLE, ARKANSAS Method Drilled: 5 1/2Continuous Auger Project Engineer. R. WAYNE JONES, P.E. Boring Location: STA 7+75, 10 Ft. LL IvL ,._, O O 17 EQ " Y tJl z a Description Of Material w E c C IL m a J O' Ci M EE (Color,Type,Moismte & Consistency) N • .N O 3 J U ? to 0 o to o a M m m o.o w to m to ❑ a a .. U. O Asphalt Pavement Crushed Stone Stiff Brown Silty Clay with Chert 1 t1 GC 12.1 125.5 Gravel CL Stiff Brown Silty Moist Clay CL Stiff Brown and Light Gray Silty Clay with Ferrous 2 11 16.6 115.9 5.0 3 23 20.8 33 15 18 106.0 END OF BORING 10.0 Completion Depth: 5.93 FEET Depth To Water (Final): DRY Logged By: M. MOULDEN I Fayetteville, Arkansas McCLELLAND CONSULTING ENGINEERS. INC. Little Rock, Arkansas PLATE NO. 1 I LOG OF BORING NO. B-2 Project Owner: CITY OF FAYEITEVILLE MCE Project No.: FY963813 Description: JOYCE ST. RECONSTRUCTION Date Drilled: JUNE 24, 1996 Location: FAYETTEVILLE, ARKANSAS Method Drilled: 5 I/2Continuous Auger Project Engineer: R. WAYNE JONES, P.E. Boring Location: STA 13+60, 8 Ft. U. HI— VV a ^ V _ Y .� y, W z O m a Description Of Material EC I- r n o J 01 (Color,Type,Moistute & Consistency) .N Q or O w 3 J U H N —y am o o to o v a 0.0 W N m 0) D J d 0. J Ii. O Asphalt Pavement Crushed Stone • • I 10 r� Stiff Brown and Light Gray Silty Clay 17.1 115.2 with Ferrous and Chert Gravel CL Stiff Red, Brown, Yellow, and Light Gray Silty Clay with Ferrous 0 CL Brown Silty Clay 2 21 16.6 30 16 14 116.2 5.0 3 19 END OF BORING 10.0 Completion Depth: 5.93 FEET Depth To Water (Final): DRY Lugged By: M. MOULDEN I 1 I I Fayetteville, Arkansas McCLELLAND CONSULTING ENGINEERS. INC. Little Rock, Arkansas PLATE NO. 2 El U I I I p I I I I I I I I U LOG OF BORING NO. B-3 Project Owner. CITY OF FAYEITEVILLE MCE Project No.: FY963813 Description: JOYCE ST. RECONSTRUCTION Date Drilled: JUNE 24, 1996 Location: FAYEPLEVILLE, ARKANSAS Method Drilled: 5 1/2Continuous Auger Project Engineer: R. WAYNE JONES, P.E. Boring Location: STA 19+50, 10 Ft. Rt. LL a O C 1 F b LIL C z 0 Cs to Description Of Material E F a j (Color,Type,Moisture & Consistency) H 7 O' ❑ ❑ E 3 J U in N o.B W N m (0 ❑ J d d J LL. ❑ Asphalt Pavement Crushed Stone Brown Silty Clay with Chert Gravel c.•.• GC 1 32 :e a 11.8 30 20 10 122.3 e e o CL Soft Dark Reddish Brown Silty Clay 23 19.8 112.2 CL Red and Brown Silty Clay 5.0 3 12 14.5 END OF BORING 10.0 Completion Depth: 6.16 FEET Depth To Water (Final): DRY Logged By: M. MOULDEN ' Fayetteville, Arkansas McCLELLAND CONSULTING ENGINEERS, INC. Little Rock, Arkansas PLATE NO. 3 1I I I I C I I I I I H H I I H I LOG OF BORING NO. B-4 Project Owner: CITY OF FAYEITEVILLE MCE Project No.: FY963813 Description: JOYCE ST. RECONSTRUCTION Date Drilled: JUNE 24, 1996 Location: FAYETTEVILLE, ARKANSAS Method Drilled: 5 12Continuous Auger Project Engineer: R. WAYNE JONES, P.E. Boring Location: STA 25+25, 11.5 Ft. Rt. LL .C co at j m 0.0 w O z^. W n mE (n Y O 0 3 o to C w J iii "om (n W a U (n Description Of Material (Color.Type,Moisture & Consistency) .-, t ` ? 0 2 �' J v v _ !' n. x W C m a LL ❑ (n F a a iz w ❑ Asphalt Pavement 0:0:0 Crushed Stone 1 23 � 14.1 112.9 .•.•.' :'o;. e i Brown Silty Clay with Chert Gravel CL Firm Reddish Brown Silty Clay CL Stiff Red, Yellow, Brown,and Light Gray Silty Clay with Ferrous 2 4 16.4 26 19 7 111.8 5.0 3 15 16.9 103.3 CL Red, Yellow, and Brown Silty Clay with Chert Gravel 4 26 17.2 106.4 END OF BORING 10.0 Completion Depth: 8 FEET Depth To Water (Final): DRY Logged By: M. MOULDEN ' Fayetteville, Arkansas McCLELLAND CONSULTING ENGINEERS, INC. Little Rock. Arkansas PLATE NO. 4 I LOG OF BORING NO. B-5 Project Owner: CITY OF FAYETI'EYILLE MCE Project No.: FY963813 Description: JOYCE ST. RECONSTRUCTION Date Drilled: JUNE 24, 1996 Location: FAYE7TEVILLE, ARKANSAS Method Drilled: 5 l/2 Continuous Auger Project Engineer. R. WAYNE JONES, P.E. Boring Location: STA 30+75, 8.5 Ft. Rt. - = x tL r c z O o `m n Description Of Material £ E c Q o y to a - > c O ii (C&or,Typc,Moismre & Consistency) -u.N Q E J U am o o 0) o a m m w 0.0 w cn m 0) ❑ a a J 1L O Asphalt Pavement 000 .•.•.• Crushed Stone 1 23 .'.•o GC Stiff Brown Silty Clay with Chert • Gravel 8.0 38 18 20 94.5 CL Firm Brown Silty Clay 2 7 120. 110.4 01 CL Stiff Brown Silty Clay 5.0 37 24.1 98.0 END OF BORING 10.0 Completion Depth: 6 FEET Depth To Water (Final): DRY Logged By: M. MOULDEN I 1 1 ' Fayetteville, Arkansas McCLELLAND CONSULTING ENGINEERS, INC. Little Rock, Arkansas PLATE NO. 5 LOG OF BORING NO. B-6 Project Owner: CITY OF FAYEITEVILLE MCE Project No.: FY963813 Description: JOYCE ST. RECONSTRUCTION Date Drilled: JUNE 24, 1996 Location: FAYEITEVILLE, ARKANSAS Method Drilled: 5 12' Continuous Auger Project Engineer. R. WAYNE JONES, P.E. Boring Location: STA 33+00, 5 Ft. Rt. b ..- n co N O(A a z n '- O LL '^ m C a, m a J CO 7 Description Of Material (Color,Type,Moisture & Consistency) R N . - E J J d N d N b J F LL JJ O Asphalt Pavement 1'1'1 Crushed Stone 1 16 `•0'•01 CC .; •. 8.0 25 19 6 Reddish Brown Silty Clay with Chert Gravel CL Stiff Red, Yellow, and Brown Silty Clay with Chert Gravel CL Firm Dark Brown Silty Clay 2 5 27.5 93.2 5.0 CL Finn Red, Yellow and Brown Silty 3 6 Clay 27.1 94.3 END OF BORING 10.0 Completion Depth: 6.17 FEET Depth To Water (Final): DRY Logged By: M. MOULDEN 1 1 1 ' Fayetteville, Arkansas McCLELLAND CONSULTING ENGINEERS. INC. Little Rock, Arkansas PLATE NO. 6 1 MCEMcCLIELLAND P.O. Box 1229 CONSULTING Fayetteville, Arkansas 72702-7229 501-587-1303 DESIGNED TO SERVE ENGINEERS, INC. MATERIALS LABORATORY FAX 501-443-9241 LABORATORY TEST RESULTS JOB NUMBER: FY963813 PROJECT: Joyce Street DATE: June 28, 1996 I I L C I 8 1± S DESCRIPTION DEPTH WATER CONTENT LL PL PI USC AASHTO SIEVE ANALYSIS FINER UDW Uc TSF 31N. 314114. NO.4 NO.10 NO.40 NO.200 1 I Brown silty sandy clay 0.4'-1.9' 12.1 125.5 w/gravel 1 2 Red silty day 2.4'3.9' 16.6 116.9 1 3 Reddish brown sandy 4.4-5.9' 20.8 33 15 18 CL A-5(10) 100 100 96.3 91.0 87.3 69.1 106.0 lean clay 2 1 Brown silty day w/gravel 04'-1.9' 17.1 115.2 2 2 Brown sandy lean clay 2.4'3.9 16.6 30 16 14 CL A-5(7) 100 100 96.3 91.2 86.9 68.9 116.2 3 1 Brown sandy lean clay 0.7'-2.1' 11.8 30 20 10 CL A1(4) 100 99.5 94.3 89.2 84.4 61.6 122.3 3 2 Brown silty clay 2.7'1.1' 19.8 112.2 3 3 Reddish brown silty clay 4.76.1' 14.5 w/gravel 4 1 Brown silty day 0.5-2.0' 14.1 112.9 4 2 Brown silty clay wlsand 2.61.0' 16.4 26 19 7 CL -ML A-4(3) 100 100 96.6 94.2 90.6 73.1 111.8 4 3 Reddish brown & gray S 4.5-6.0' 16.9 103.3 silty clay 4 4 Reddish brown silty clay 6.5-8.0' 17.2 106.4 w/gravel 6 1 Reddish brown clayey .5.2.0' 8.0 38 18 20 GC A-5(5) 100 82.7 68.8 62.9 67.2 46.0 94.6 with sand 6 2 Brown & red clay 2.6'1.0 20.6 110.4 5 3 Reddish brown clay 4.6'-5.0' 24.1 98.0 6 1 Brown clayey gravel .7-2.1' 8.0 25 19 6 GC A-23(0) 100 76.1 60.6 44..2 38.7 34.9 with sand 6 2 Brown & gray clay 2.71.1' 27.5 93.2 6 3 Brown & gray clay 4.7-5.1' 27.1 94.3 I I I I Ti P.O.80x 1229 MCECMcCLELLAND ONSULTING Fayetteville, Arkansas 72702-1 229 501-587-13O 3 DESIGNED 10 SERVE ENGINEERS, INC. MATERIALS LABORATORY FAX 501-443-9241 CBR OF LABORATORY COMPACTED SOILS ASTM D 1883 JOB NUMBER: FY963813 DATE: July 18, 1996 1996 TECH: RH PROJECT: Joyce Street SAMPLE NUMBER: I - I I I C IDENTIFICATION: Boring # I Sample # 3, depth 4'.4"-5'.9" DESCRIPTION: Reddish brown sandy lean clay Atterberg Limits METHOD OF COMPACTION: ASTM D 1557 Method C Liquid Limit: 33 Plastic Limit: 15 Maximum Dry Density, lbs.lcu. ft.: 124.9 Optimum Water Content, %: 10.9 Plasticf-6 Index: 18 Preparation Method: Moist AASHTO: A-6(10) Unified Soils Classification: CI. CBR DATA Surcharge Weights: During soaking: 25 lbs. During penetration: 25 lbs. ' Moisture Contents,%: (60 blows) Before compaction: 11.5 After compaction: 10.9 Top one Inch: 12.1 ' Whole Specimen: 12.6 Swell, %: 0.0 • ' Dry Density lbs./cu. ft.: (60 blows) Before soaking: 124.3 After soaking: 125.1 ' Bearing Ratio (soaked), @ 95 %: 40.0 Sieve analysis, percent passing: 3 inch: 100 314 Inch: 100 No.4: 96.3 No. 10: 91.0 No. 40: 87.3 No. 200: 69.1 I I I 128 126 124 a 122 CD 120 C, 118 O 116 E 114 112 110 108 nw In® 'WAK E . �■■■'.■■.■■M i__■EMEMEMflu. Ind I�■■■■t■�1 I��/iiiiYillHYi4il�� ��t��■ 6 7 8 9 10 11 12 13 J4 15 16 17 18 19 0 10 20 30 4o 50 60 Water Content, % Soaked CBR, % Q/i[.�%(/Ufififil.Jlr/��1D CONSTRUCTION MATERIALS SUPERVISOR I I L L L I IJ I n McCLELLAND P.O. Box 1229 M"ECONSULTING Fayetteville, Arkansas 72 702-122 9 501-587-1303 DESIGNED TO SERVE ENGINEERS, INC. MATERIALS LABORATORY FAX 507-443-9241 CBR OF LABORATORY COMPACTED SOILS ASTM D 1883 JOB NUMBER: FY963813 DATE: July 18, 1996 1996 PROJECT: Joyce Street SAMPLE NUMBER: 2 IDENTIFICATION: Boring 2 Sample # 2, depth 2'4"-3'.9" DESCRIPTION: Brown sandy lean clay Atterberg Umtts METHOD OF COMPACTION: ASTM D 1557 Method C Liquid Umit: Maximum Dry Density, lbsJcu. ft.: 125.0 Optimum Water Content, %: 10.4 Preparation Method: Moist CBR DATA Surcharge Weights: During soaking: 25 lbs. During penetration: 25 lbs. ' Moisture Contents,%: (60 blows) Before compaction: 10.3 After compaction: 9.5 Top one Inch: 11.9 1 Whole Specimen: 12.0 Swell, %: 0.0 Dry Density lbs./cu. ft.: (60 blows) Before soaking: 125.4 After soaking: 126.1 ' Bearing Ratio (soaked), @ 95 %: 32.0 Sieve analysis, percent passing: 3 inch: 100 314 Inch: 100 1 No.4: 96.3 No. 10: 91.2 No. 40: 86.9 ' No. 200: 68.9 I I I 128 126 124 122 OI 120 S 118 � 116 c 114 n 112 110 108 Plastic Limit: Plasticity Index: AASHTO: A-6(7) TECH: RH 30 16 14 Unified Soils Classification: CL an IUI'MilENNIVA■ONNI II■n___l ___ In_il■n___l l�iiirilr,YiWiil81■������■' 6 7 8 9 10 11 11 13 14 15 16 17 18 19 0 10 20 3 40 50 60 Water Content, % Soaked CBR, % CONSTRUCTION MATERIALS SUPERVISOR I I I I IT I n I [1 I McCLELLAND P.O. Box 1229 MCECONSUL TING Fayetteville, Arkansas 72 702-122 9 507-587-1303 DESICNED TO SERVE ENGINEERS, INC. MATERIALS LABORATORY FAX 501-443-9241 CBR OF LABORATORY COMPACTED SOILS ASTM D 1883 JOB NUMBER: FY963813 DATE: July 18, 1996 1996 PROJECT: Joyce Street SAMPLE NUMBER: 3 IDENTIFICATION: Boring #3 Sample # 1, depth 0.7'-2.1' DESCRIPTION: Brown sandy lean clay Atterberg Umfts METHOD OF COMPACTION: ASTM D 1557 Method C Liquid Umlt: Maximum Dry Density, IbsJcu. ft.: 120.6 Optimum Water Content, %: 10.0 Preparation Method: Moist CBR DATA Surcharge Weights: During soaking: 25 lbs. During penetration: 25 lbs. Moisture Contents,%: (60 blows) Before compaction: 11.3 After compaction: 10.7 Top one Inch: 13.0 Whole Specimen: 12A Swell, %: 0.0 ' Dry Density lbs.lcu. ft.: (60 blows) Before soaking: 122.5 After soaking: 122.6 ' Bearing Ratio (soaked), @ 95 %: 27 Sieve analysis, percent passing: 3 inch: 100 314 Inch: 99.5 ' No.4: 94.3 No. 10: 89.2 No.40: 84.4 No. 200: 61.6 I. I I 128 126 124 t1 122 .O1 120 C, 118 Q116 E 114 112 110 108 Plastic Umh: Plasticity Index: AASHTO: Ad(4) TECH: RH 30 20 10 Unified Sills Classification: CL ��■�i�iniiiiI �Ae81.1.1 1 4...►.. wool IttUE tI ____■ ________I 6 7 8 9 10 11 12 13 14 15 16 17 18 19 0 10 20 I 30 40 50 60 Water Content, % Soaked CBR, % CONSTRUCTION MATERIALS SUPERVISOR McCLELLAND P.O. Box 1229 I I C I I I 1J Maximum Dry Density, Ibs.lcu. ft: 121.6 Optimum Water Content, %: 11.1 Preparation Method: Moist ' Surcharge Weights: During soaking: 25 lbs. During penetration: 25 lbs. Moisture Contents %: (60 blows) Before compaction: 10.9 After compaction: 10.9 Top one Inch: 13.8 Whole Specimen: 13.1 ' Swell, %: 0.0 ' Dry Density Ibs.lcu. ft: (60 blows) Before soaking: 118.7 Aftersoaking: 119.5 ' Bearing Ratio (soaked), @ 95 %: 35.0 Sieve analysis, percent passing: 3 inch: 100 314 Inch: 100 ' No.4: 96.6 No. 10: 94.2 No.40: 90.6 No. 200: 73.1 I I I CONSULTING Fayetteville, Arkansas 72702- 1 22 9 501-587-1303 DESIGNED TO SERVE ENGINEERS, INC. MATERIALS LABORATORY FAX 501-443-9241 CBR OF LABORATORY COMPACTED SOILS ASTM D 1883 JOB NUMBER: FY963813 DATE: July 18,1996 1996 TECH: RH PROJECT: Joyce Street SAMPLE NUMBER: 4 IDENTIFICATION: Boring 4 Sample # 2, depth 2'.5" - 4.0' DESCRIPTION: Brown silty clay with sand METHOD OF COMPACTION: ASTM D 1557 Method C Liquid Limit: 26 Plastic Limit: 19 Plasticity Index: 7 A-4(3) Unified Soils Classification: CL -ML AASHTO: 126 124 U a 122 •rn 120 118 O116 114 n 112 110 108 Atterberg Limits I■■■■■■■■■■■■■I. ■■■■■■■■■■■■■I ________!.a■■ a. , . . . • ■■�■■■�■■■■■i I■M_■■■■itM �... -i o■■A■IRI■■■■■i J■■M%■■■■■■■■■i ■■■■1\■■■■1 Ifti>•(taBitlliWllHYiiil�l�Vitl•itl•iti>■itl• 6 7 8 9 10 11 12 13 14 15 16 17 18 19 0 10 20 30 40 50 60 Water Content, % Soaked CBR, % CONSTRUCTION MATERIALS SUPERVISOR I E I I I McCLELLAND P.O. Box 1229 h4fE'CONSULTING Fayetteville, Arkansas 72702-1229 507-587-1303 DESIGNED TO SERVE ENGINEERS, INC. MATERIALS LABORATORY FAX S07-443-9241 CBR OF LABORATORY COMPACTED SOILS ASTM D 1883 JOB NUMBER: FY963813 DATE: July 24, 1996 TECH: DP PROJECT: Joyce Street SAMPLE NUMBER: 5 IDENTIFICATION: Boring 5 Sample #1, depth 0.5-2.0' DESCRIPTION: Reddish brown clayey gravel with sand Atterberg Umbs METHOD OF COMPACTION: ASTM D 1557 Method C Liquid Umft: 38 Maximum Dry Density, IbsJcu. ft.: 119.8 Optimum Water Content, %: 12.0 ' Preparation Method: Moist CBR DATA Surcharge Weights: During soaking: 25 lbs. During penetration: 25 lbs. Moisture Contents,%: (60 blows) Before compaction: 11.4 After compaction: 8.3 Top one Inch: 20.7 Whole Specimen: 16.7 Swell, %: 0.0 ' Dry Density lbs./cu. ft.: (60 blows) Before soaking: 117.2 After soaking: 118.8 Bearing Ratio (soaked), @ 95 %: ' 4_2 Sieve analysis, percent passing: 3 Inch: 100 314 inch: 82 ' .7 No.4: 68.8 No.10: 62.9 No. 40: 57.2 No.200: 46.0 I I I Plastic Umit: 18 Plasticity Index: 20 AASHTO: A-6(5) Unified Soils Classification: GC 122 120 118 Q 116 114 112 p110 E 108 n 106 104 102 t ■,■■■■_� ■■■, I - IMMENIl■■■■I ■PJIP!i ...■■■' �■■■��■■I ■■■I I■■■I.S■■■I■■■■■1 ■■►" , .. II Ml Immr IM==MMN 6 7 8 9 10 11 12 13 1 15 16 17 18 19 0 1 2 3 5 6 Water Content, % Soaked CBR, % CONSTRUCTION MATERIALS SUPERVISOR I McCLELLAND P.O. Box 7229 El I El I I I I M`C CONSULTING Fayetteville, Arkansas 72702-1229 501-587-1303 DESIGNED TO SERVE ENGINEERS, INC. MATERIALS LABORATORY FAX 507-443-9241 CBR OF LABORATORY COMPACTED SOILS ASTM D 1883 JOB NUMBER: FY963813 DATE: July 24, 1996 TECH: DP PROJECT: Joyce Street SAMPLE NUMBER: 6 IDENTIFICATION: Boring 6 Sample #1, depth 0.7-2.1' DESCRIPTION: Brown clayey gravel with sand METHOD OF COMPACTION: ASTM D 1557 Method C Maximum Dry Density, lbs./cu. ft.: 114.8 Optimum Water Content, %: 11.3 Preparation Method: Moist CBR DATA Surcharge Weights: During soaking: 25 lbs. During penetration: 25 lbs. ' Moisture Contents,%: (60 blows) Before compaction: 11.1 After compaction: 10.8 Top one inch: 14.3 Whole Specimen: 14.2 Swell, Va: 0.0 ' Dry Density lbs./cu. f .: (60 blows) Before soaking: 114.9 After soaking: 115.5 ' Bearing Ratio (soaked), @ 95 %: 59.0 Sieve analysis, percent passing: 3 Inch: 100 314 Inch: 75.1 ' No.4: 50.6 No. 10: 44.2 No. 40: 38.7 No.200: 34.9 H I I AASHTO: 122 120 118 rx 116 oI 114 112 G 110 c 108 106 104 102 Atterberg Limits Liquid Limit: 25 Plastic Limit: 19 Plasticity Index: 6 A-2.3(0) Unified Soils Classification: GC -GM I■■■■■■■■■■■I I ��� 6 7 8 9 10 11 12 13 14 15 16 17 18 19 0 10 20 30 40 50 0 70 80 90 100110120 130 Water Content, % Soaked CBR, % /1///if.�%'A J��LsD CONSTRUCTION MATERIALS SUPERVISOR n I RESOLUTION NO. 112-96 A RESOLUTION AWARDING BID NO. 96-60 IN THE AMOUNT OF $676,413 TO JERRY D. SWEETSER, INC. FOR THE CONSTRUCTION OF THE JOYCE BOULEVARD IMPROVEMENT PROJECT; AND APPROVAL OF A 12% TOTAL PROJECT CONTINGENCY IN THE AMOUNT OF $80,000. BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF FAYETTEVILLE, ARKANSAS: Section 1. That the City Council hereby awards Bid No. 96-60 in the amount of $676,413 to Jerry D. Sweetser, Inc. for the construction of the Joyce Boulevard Improvement Project and approves a 12% total project contingency in the amount of $80,000. The Council authorizes the Mayor and City Clerk to execute said contract. A copy of the contract is attached hereto marked Exhibit "A" and made a part hereof. PASSED AND APPROVED this 15th day of October , 1996. —. APPROVED By: . ;,► �' Fred Hanna, Mayor I. ,-. ten• ATTEST: By: Traci Paul, City Clerk