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Home My WebLink About155-02 RESOLUTIONRESOLUTION NO. 155-02 A RESOLUTION TO APPROVE A CONSTRUCTION CONTRACT IN THE AMOUNT OF $1,090,270.00, PLUS A PROJECT CONTINGENCY OF $109,027.00 WITH TOWNSHIP BUILDERS, INC. FOR THE CLEVELAND STREET IMPROVEMENTS PROJECT AND APPROVAL OF A BUDGET ADJUSTMENT BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF FAYETTEVILLE, ARKANSAS: Section 1. That the City Council of the City of Fayetteville, Arkansas hereby approves the construction contract attached as Exhibit A with Township Builders, Inc. in the amount of $1,090,270.00, plus a project contingency of $109,027.00 for the Cleveland Street Improvements Project. Section 2. That the City Council of the City of Fayetteville, Arkansas hereby approves a budget adjustment in the amount of $532,181.00 attached as Exhibit B to fund this project PASSED and APPROVED this 15th day of October, 2002. ATTEST: By: /ice IE{eather Woodruff, City C e k APPROVED: By: /1 ./_/'% DAN COODY, Mayopr i NAME OF FILE: CROSS REFERENCE. Item # Date Resolution No.155-02 Document 1 10/15/02 Resolution # 155-02 2 09/30/02 Staff Review Form 3 11/01/02 Contract 4 11/01/02 Performance Bond 5 11/01/02 Payment Bond 6 11/25/02 Budget adjustment 7 12/09/02 Memo from Heather Woodruff, City Clerk to Sid Norbash, Engineering NOTES: STAFF REVIEW FORM ___ AGENDA REQUEST ____ CONTRACT REVIEW GRANT REVIEW For the Fayetteville City Council meeting of October 15, 2002 FROM: Sid Norbash ►�/Engineering Public Works Name Division Department ACTION REQUIRED: Approval of: (1)The construction contract in the amount of $1,090,270.00, with Township Builders, Inc. for Cleveland Street Improvements Project (Hall to Leverett). (2)A 10% Project Contingency in the amount of $109,027.00 (3) The related budget adjustment. This is a CIP project scheduled for 2002 construction. COST TO CITY: $1.299,297.00 $768,339 Cleveland St. Improvements _Cost of this Request Category/Project Budget Category/Project Name 4470-9470-5809-00 Account Number 01011-20 Project Number $14,269 Capital Street Imprvts. Funds Used To Date Program Name $754,070 Sales Tax Remaining Balance Fund B_ T/ X Budgeted Item X Budget Adjustment Attached BudgetCoord' ator Administrative Services Director CO/ L:• T/GR T E REVIEW �= GRANTING AGENCY: o ng_Manag� at•2 02 A� CoordinatorDace qUifor City Att rney Date Internal Audi r Date Purchasing Officer Date STAFF RECOMMENDATION: Approval of the contract, contingency, and the related budget adjustment. D �roonf)'ea j/ De rtmement Director ay Z9•a2 Date q 27-0Z dministrative Services Director Mayor Date 9- 2'I -o2 Date Cross Reference New Item: Yesj No Prev Ord/Res #: Orig Contract Date: Orig Contract Staff Review Form Description/ Cleveland Street Impvts. Meeting Date 10-15-2002 Project Name Construction Contract Comments: Reference Comments: Budget Director Accounting Manager City Attorney Purchasing Officer ADA Coordinator Internal Auditor FAYETTEVIL4,E THE CITY OF FAYETTEVILLE, ARKANSAS DEPARTMENTAL CORRESPONDENCE • To: Fayetteville City Council Thru: Dan Coody, Mayor Greg Boettcher, PWD Jim Beavers, City Engineer From: Sid Norbash, Staff Engin&er Date: September 26, 2002 Re: Cleveland Street Improvements (Hall to Leverett) Award of Construction Contract Background: The above referenced project is a Capital Improvement Project which is scheduled for construction in 2002, as part of City's Streets Capital Improvement Program. Scope: The existing Cleveland Street will be improved with the installation of curb and gutter, drainage system and street reconstruction. The limits of this project are Hall Ave. And Leverett, for a distance of 2000 feet. Status: Crafton,Tull & Associates, Inc. has designed this project. There were seven plan holders, and four contractors responded with official bids. Bids were received on September 25, 2002„ and the results are as follows: Contractor Total Bid Township Builders, Inc. Jerry D. Sweetser, Inc. Mobley Contractors, Inc. APAC-Arkansas, Inc. Engineer's Estimate For additional information please tabulation sheet. $1,090,270.00 $1,099,429.50 $1,237,966.89 $1,433,868.40 $1,065,040.35 refer to the attached bid A . III n_, f . .I . III • .. .t •.. I; n •• iL'1.1 �• In . I• •fit 1 • • City Council Page 2 Recommendations: Crafton, Tull & Associates has recommended to award the bid to the low bidder Township. Staff is requesting the following approvals: (1) Award of the contract to Township Builders, Inc. In the amount of $1,090,270.00. (2) A project contingency in the amount of $109,027.00 (3) Approval of the related budget adjustment. Funding: The CIP funding for this project uses Sales Tax fund. The project has had an overall funding of $768,339, and to date land acquisitions and Engineering and other expenses have been charged to this project; resulting a balance of $754,070, necessitating the attached budget adjustment. SN/sn attachments: Vicinity Map Copy of Contract Budget Adjustment Bid Tabulation 0) z x a Q�. r R, JAMES C \ OAK PLAZA SHOPPING CENTER HOLLY C. J BECK DR HOLLY HAZEL ROAD 0 0 ct N0 FIRE STA. NO. 2 LEVERETT i ELEM. SCH. CLEVELAND CARD tVELL LN L.1 0 0 ❑ w n HUG4: S SITE BERRY EAGLE UNIVERSITY 111 RAZORBACK STADIUM OF w 0 z CA' 0 \00 ARKANSAS 0 1 0 Lai w TH w PATRICIA LN L w 0 z ADAMS HAWTHORN w TAYLOR DC U LAS J r MAPLE w 0) 0) z 0 W w z 0 J PI WIL5 ILA z w D � Z R GAN L WATSON c w WILLIAM DICKSON ARTS CENTER VICINITY IN • � T f� • • • • • • CONTRACT THIS AGREEMENT, made and entered into the 15th day of October 9t,y,QQ?, by and between the City of Fayetteville, County of Washington, State of Arkansas, Party of the First Part, hereinafter called the Owner, and Township Builders, Inc. of the City of Little Rock, Arkansas the Second Part, hereinafter called the Contractor. Party of WITNESSETH THAT: MN - WHEREAS, the Owner has called for bids for Cleveland Street Improvements as setout 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. Cleveland Street Bid No. 02-15 which shall be the 'portion of Cleveland Street between Hall and Leverett in 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 One Million Ninety Thousand Two Hundred Seventy and 00/100 dollars ($1,090,270.00), such sum being the agreed amount upon which bonds and liabilities are based, and at his own cost• andexpense 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 Three Hundred (300) calendar days. CD -32 Copyright ® 2002 Crafton Tull & Associates, Inc. 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 afterthe 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, it 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 five hundred dollars ($500.00) 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 orof 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 CD -33 Copyright ® 2002 Crafton Tull & Associates, Inc. Engineer pending arbitration, or by any cause which the Engineer 1 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 days before claim therefor is made the case of a continuing cause necessary. delay occurring more than seven in writing to the Engineer. In for delay, only one claim is 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 as 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 Contractorupon 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. Witnesses* • Firm Name By :*If corporation,. secretary should attest. Attest: CITY OF FAYETTEVILLE, ARKANSAS Dan Coody, Mayor CD -34 Copyright C 2002 Crafton Tull & Associates, Inc. • Ge Gftn, &A, . P.O. Boxra549 oRogersTull, AR 72757 479.636.48ssociates38 Fax 479.631.6224 wIncww.crattull.com September 25, 2002 Mr. Sid Norbash P E City of Fayetteville Engineering 125 W. Mountain Fayetteville, AR 72701 RE: Cleveland Street Improvements CTA No. 98073.01 Dear Sid, Bids received during the September 25, 2002 bid opening for the above referenced project are listed below. The bids were tabulated by our staff and were all found to be correct. A copy of the tabulation is attached for your use. Township Builders, Inc. Sweetser Construction Mobley Contractors, Inc. APAC-Arkansas Inc Engineer's Estimate TOTAL BID $1,090,270.00 $1,099,429.50 $1,237,966.89 $1,433,868.40 $1,065,040.35 We recommend acceptance of the low bid of $1,090,270.00 given by Township Builders, Inc. If you have any questions prior to the City Council Meeting, please call us at your convenience. Sincerely, CRAFTON, TULL & ASSOCIATES, INC. a- Bill Burnett, P.E. Enclosure (1) F:VOBFILES\98073-0IkconsfCort\Bid Recommendation.doc A r c hit e c t s Eng in e e r s & S u r v e y or s • • m bb N A O 41 0 N+ 0 0 L20.0 tO 0 CO 0 V 0 W 0 01 O a b Lb N b b b 0 b 0 0 CO 0 V 0 CO 0 L 5.0 1 A 0000 CO N+ Z0 M 3 !EXTRA INLET DEPTH [TYPE D CURB INLET W/ CAST IRON GRATE PE B 4%4' CURB INLET W/ GRATE -STD. 5' DEPTH [TYPE A 4k4' CURB INLET -STD. 5' DEPTH 114- x 23' RCHE FLARED END SECTION 124' RC FLARED END SECTION T — _— 114' x 23' RCHEP WI GRANULAR BACKFILL 6' THICK CONCRETE DRIVEWAY W/ 6' CL. 7 BASE 18' RCP CLASS 111 18' RCP CLASS 111 W/ GRANULAR BACKFILL 24' RCP CLASS III 8k4' THICK CONC. SIDEWALK W/ 4' CL. 7 BASE ACHM SURFACE COURSE TYPE 2 CONCRETE CURB 8 GUTTER 7' ACHM BINDER COURSE TYPE 2 (3'+4' COURSES) UNDERCUT 8 DISPOSAL COMP. EMBANK. - IMPORTED HILLSIDE MATERIAL ROCK EXCAVATION !COMMON EXCAVATION [CLEARING 8 GRUBBING 2 2 [TREE PROTECTION FENCING [MAINTENANCE OF TRAFFIC [CONSTRUCTION STAKING IT (NOT TO EXCEED 5% OF THE OTAL CONTRACT PRICE DESCRIPTION OF ITEMS DDt•rnTTgT- AS r 0 < 0 < n < -4r 01 r CO r 91 r CO r N r CO cGt z 25.2 + o W++ 355 102 1 230 1 5q % C.3 757 4,128 0 8 S Sg'++•48i++ 0F + On D 1 A S 0 O 1n w O 0 O $2,500.00 $2,000.00 A 0 bb O A 0 O $30.00 0 CS O �/Iq W C/101 O O EA O O a Ol O O O EA V 0 O �q ON 0 0 O O 61 CO O 0 69 i n 0 W N 0 69 O 0 000 C t ll N 0 O 0 510,000.00 $10.00', A 0 b 0 O O A 41 0 0 S $5,000.00 UNIT PRICE Engineer Estimate $2,520.00 $3,000.00 W OI O S O O (N 43 W O��l 0 o cocoa AAO O 0 O 0 69 aA O 0 $5,100.00 532,725.00 $38,970.00 $10,350.00 A N10 + O O O $43,821.00 $31,794.00 $37,152.00 $113,220.00 A N CA 0 O 0 (n O (WA 0 O 0 W 0.131.00§ 0000 O 00000 64 NOON O 49 10 O _ N0 O V! § O ,00'0000t$ 1 H W O 0 G O N 0 O O O TOTAL $150.00 69 0 0 W 0 0 $1,700.001 AA 0 0 0 0 V 0 VV O W S Ap Oo 0 64 N 0 CO S $28.00 �pq A+ N 0 0 N 0 $14.00 W 0 O V S 69 O bb o 0 A W S 0 (p A 0 N W bb p S O AAS O S 0 W b S IUNIT PRICE Township Builders. Inc. CO 0 O 00 N O O 330,000.00 $30,600.00 $700.00 00.009$ EA W <Wi l o 00 g 0 S b 539,270.00 541,568.00 $12,190.00 $31,191.00 0. A $31,794.00 545,408.00 5128,520.00 $1,400.00 $92,300.00 (0 A O bb o0 EA V 10 1 $10,000.00 0 0 b o000S SN 0 o 49 0 o EA 0 0 b 69 t0� A b O 100'002$ $2,500.001 (N� 0 0 O A+ 0 0 SSSS 0 0 O 0 ( A� 0 o $65.00 $38.00 $45.00 A O OS A 10 W 0 OO (p A A W N 0 0 0 0 A (p O 0 0 A+ O 0 0 A O 0 0 O O 0 0 A CO 0 1 $15,000.00; ;00'000'9$ 1 A N 000 0 IpV O 0 0 « 0 0 0 518,000.00 IUNIT PRICE Sweetser Const 55,040.00 N 0 N W S S $28,800.00 A pS O $500.00 a 00tO0 O 0 A O 0 -W O 0 tpM co 0 N CI O 0 N CI N O A 01 A g 331,794.00 $33,024.00 EA N N 0 O 1 31,000.001 W 0 0 O 00'000'02$ 1 V 0l 0 0000 UA to 0 to 0 A pps 0 W pNN +Do 0 A 0 0 AA W in 0 0 V Q .1 V O �OM L^ CO N W N EA N co t0 N $488.831 +1 N 041 OVI �n 0101 $48.29 $51.01 00) 0 0 t+ N p V O OWO m $19.03 $15.08 Ca thin -I 0 326,000.09 A+ 00 O+ S A O 69 t0� t0 ...CL W N $25,947.27 $53,722.58 UNIT PRICE Mobley Contractors 31,953.00 $4 318.72 t0) A N CO 0 $32,902.92 $549.72 5488.831 V COV 0 $7,013.521 $44,174.661 $12,318.4 Ay(0 A NW 0 EA ttNpO W b tWp 1_ 350,507.761 1530,287.571 571,703.361 61 O> 0 W o $1,903.00 101 V 001 m 0 N W 0 69 p O 0 O 0 mA+jl 0 O 0 l0n 0 IN N W W m Wo N tr 0 V y q 4Nf N N W Vo TOTAL 63 A OJ S AAA W W 0 O in W 0 0 S CO W N o A W 0 O a co O S {p aW A (Vl O W 0 o 0 Nl O {EA p 0 0 69 0 A o EA W (�( pp�� tO CA COt+ S 0 01 EA A N O O p A W te CO V 69 fon O es N p A F0- 0 0 pp0� 0 S W p, O 0) CA CO 0 CO 0 O W 0 O UNIT PRICE IAPAC $8,013.60 A W W 0 0 b 0 N o 0 0 b 0 W N N 0 0 O 0 A CO 0 O O o A W CO O O O 69 + 0 CO CO N W 0 A SO V tO 0 O 0 A+ 91 O W we O- 0 W + V O 0 N .f° W A O O o $32,615.671 69 O � W 0 O 69 4 w V O O EA N W N o W 40 a N V 0) 000 O A A W O 69 CO N O O $8,500.00'. CA a6969 f0 A A.00.9.00 O 000000O 10 CD O a p EAn fn b WM COO W O N W O N CC) O b TOTAL w• ocoo w C 0 C e• m � a 9 0 0a7 31.1017° • 0 3 C v m <0. Sys co co a CO o a• W CO w "' 3 a N n W 0 O a 5 - CO .13 C 3 a • 0 CO CO.79 O g O co m N E. m • • • CONTRACT THIS AGREEMENT, made and entered into the t day of NoVQ.vn'w r 2002 , by and between the City of Fayetteville, County of Washington, State of Arkansas, Party of the First Part, hereinafter called the Owner, and Township Builders, Inc. of the City of Little Rock, Arkansas , Party of the Second Part, hereinafter called the Contractor. WITNESSETH THAT: WHEREAS, the Owner has called for bids for the' construction of Cleveland Street Improvements (Hall Ave. to Leverett) as set out in the P ans 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: the construction of Cleveland Street Improvements (Hall Ave. to Leverett) Bid No. which shall be the • 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. ONE MILLION NINETY THOUSAND TWO HUNDRED SEVENTY DOLLARS AND NO CENTS dollars($1,090,270.00), such sum being the agreed amount upon which 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 Three Hundred (300) calendar days. CD -32 Copyright O 2002 Crafton Tull & Associates, Inc. i i • • • 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 sate 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 timeof 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 five hundred dollars ($500.00) 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 deductiblefrom 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 CD -33 Copyright O 2002 Crafton Tull & Associates, Inc. • • • • • • 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. 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. Township Builders, Inc. Firm Na1w By if corporation, secretary should attest. Attest: taw CITY OF FAYETTEVILLE, ARKANSAS CD -34 Copyright 0 2002 Grafton Tull & Associates, Inc. /EMCEmpicoersMutual Home Office • KNOW ALL MEN Little Rock, AR Casualty Company Des Moines, IowaMisr PERFORMANCE BY THESE PRESENTS: That Bond BOND We, Township Builders, No. S293839 Inc. (hereinafter called "Principal"), as Principal, and the organized and existing under the laws of the State and authorized to transact business in the State EMPLOYERS MUTUAL CASUALTY COMPANY, a corporation of Iowa with its principal office in the CITY OF DES MOINES, IOWA, of Arkansas as Surety, are held and firmly bound unto City of Fayetteville 113 West Mountain Street, Fayetteville, AR 72701 (hereinafter & No/100 called "Obligee"), in the penal sum of One Million Ninety Thousand Two Hundred Seventy DOLLARS payment and assigns, SEALED, WHEREAS, dated the Cleveland ($ of 1,090,270.00 ), good and lawful money of the United States of America, for the bind ourselves, our heirs, administrators, executors, successors presents. day of N0V9Arnbrn , 20 Q,2 . which, well and truly jointly and severalty with our seals and the above bounden 1 day of to be made, firmly by these dated we Principal has Not/ film entered into a certain written bM , 20 00 , providing contract with the above named Obligee, for the construction or supply of, Street Improvements (Hall to Leverett) which contract is hereby referred to and made a herein for the purpose of explaining but not of varying NOW, THEREFORE, THE CONDITION OF THE Principal shall well and truly keep, do and perform, contract set forth and specified to be by the said Principal in said contract specified, and shall pay over, make damage which said Obligee may sustain by reason obligation shall be void; otherwise, to be and remain PROVIDED, HOWEVER, this bond is executed action shall accrue upon or by reason hereof, to or herein; and the obligation of the Surety is and shall WITNESS: part hereof as fully and to the same extent as if copied at length or enlarging the obligation. ABOVE OBLIGATION IS SUCH, That if the above bounden each and every, all and singular, the matters and things in said kept, done and performed at the time and in the manner good and reimburse to the above named Obligee, all loss and of failure or default on the part of said Principal, then this in full force and effect. by the Surety, upon the express condition that no right of for the use or benefit of any one other than the Obligee named be construed strictly as one of suretyship only. Township Builders, Inc. Principal (Seal) By. ./// l� 744 ATT ST: (If Individual or Finn) /A/1i . Emp yers Mutual Casualty Company &At 7066(3-02) (If Corporadon rpo Traci Hankins Attomey4n•Fact r A/ EMC I Empts Mutual Casualty Compare Home Office Des Moines, Iowa Bond No. S293839 PAYMENT BOND KNOW ALL MEN BY THESE PRESENTS: That We, Township Builders, Inc. Little Rock, AR (hereinafter called "Principal"), as Principal, and the EMPLOYERS MUTUAL CASUALTY COMPANY, a corporation organized and existing under the laws of the State of Iowa and authorized to transact business in the State of Arkansas (hereinafter called "Surety"), as Surety, are held and firmly bound unto the City of Fayetteville 113 West Mountain Street, Fayetteville, AR 72701 (hereinafter called "Obligee'), in the penal sum of One Million Ninety Thousand Two Hundred Seventy & No/100 DOLLARS, ($ 1,090,270.00 ), good and lawful money of the United States of America for the payment of which, well and truly to be made, we bind ourselves, our heirs, administrators, executors, successors and assigns, jointly and severally, firmly by these presents SEALED with our seals and dated this day of MOVpll1'kB1v, , 20 ()a WHEREAS, the above bounden Principal has entered into a certain written contract with the above named Obligee, dated the / day of Novi niAaA 120 Az , providing for the construction or supply of, Cleveland Street Improvements (Hall to Leverett) Which contract is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein. NOW, THEREFORE, IF the Principal shall promptly make payment to all persons supplying labor and material in the prosecution of the work provided for in said contract, then this obligation to be void; otherwise to remain in full force and virtue. SIGNED and sealed this day of AJO VQ.main , 20 Off . WITNESS: Township Builders, Inc. Principal ISeall 444it (If Individual or Firm) 410 ATTE T: Em ; loyers Mutual Casualty Company �T�Cc attilotC/ taws ,4 age AA_I�I /1 (Ir corporation) / Traci Hankins A, . - n -Fact 7067(3-02) THE FACE OF THIS DOCUMENT HAS A COLORED BACKGROUND - WHITE PAPER • BACK OF THIS DOCUMENT HAS A SIMUL/ WATERMARK - HOLD AT AN ANGLE TO VIEW. �'EM � Insura ttM. Companies &s . : V;k• .P.O Bos.7i2 i Des-Moipea,`lowa.50303 CERTIFICATE OF AUTHORITY INDIVIDUAL ATTORNEY-IN=FACT %. O1N'ALLM MEN'BY THESE PRESENTS, that • 1 ; pigs:Kra Mutual Casuafty;Company, an Iowa Corporation 5. Dakota Fire Insurance Company, a North Dakota Corporation EMCASCtO Insurance Company, an•lowa Corporation A. 6. EMC Property & Casualty Company, an I wa Corporation 'Un os (ns rgrEta �otynp8n rot&rpvklence, an Iowa Corporation 7;,, The Hamilton Mutual Insurance l ompa an U orpo J rinrd °' 1 il9 CAs'! r'tt a0 E 4COtinnn.12 A�a``nce C pairY, an Illinois Corporation h 1 r� ; x �'� • s Overetty as nparryN and collectively as "Companies ; eatlrdoeg, by the presents, make, constitute and"appoint TIMOTHY P.' FARRELL, CARQLYN HUNTER, MICHAEL D. HALTER; TRACI HANKINS, KEVIN BRUICK, RANDY IRVIN, ALFRED L WILUAMS, CARLA SUE HOLLIS, MARION THOMPSON, CHARLES M. ALLEN, G. ROBERT.SMITH, DALE E TEMPLE, INDIVIDUALLY, LITTLE ROCK ARKANSAS its; tnre and !Shut attoniey-in•faoq with full power and authority conferred to sign, seal, and execute its lawful bonds, undertakings, and other obligatory instruments of a : skitbr nature as Mows 4:v Y . th`akt 3 ever*. . iN AN;AMOQI MNy�,DT,EXCEEDING TEN MILLION DOLLARS £ - c ($1D,OOQ;ObO og)"� 3* 1 k{• aF b iN _@ a.. ',..rt sa '2;'9Z::( k`ca itinobtnt eas t,'U�ompany tf�ereby a*'fully and to the same extent as.d guch insirun nta were signedby the duly authorized officers of each Suds Corepanh apd l MY4/ gi isai of sald:ettaiiey orsuant;to_ttie authority hereby given are hereby ratifled'and corifumed^ <.t tfr..R "-" %z • • The authority hereby granted shag expire April 1, 2005 unless sooner revoked. • AUTHORITY FOR POWER OF ATTORNEY his Rower meydwediond executed pursuant to and by the autonryo the$(ollrnxing resolution of the Boards of Directors of cad of theCom anies at , pta3�ys Sling (f Occompany duly called and held to 19951 , s ; s , q i v yE'SFQIyElivlh�pi�es�r jer andg9hJ Executive Officer, any Vice President, the Treasurecand the Secretary of Employers Mutu Casualrripapy,shei hav2moviere andyeiltihhoor044,4Th appaktt ak0»neyS-iM3Ct and authorize the te.execute=on,behaltof. each Company and attach the seal of«therCogyiihareto,ibonQg,�,nd . • undertaldngs, reoognaanbes, contracts of indemnity and other writings obligatory in the nature thereof, and (2) to remove any such attomey-indact at any time and revoke . :. the power end authoritygivento him or her. Attomeys-in-fact shall have power and authority, subject to the terms and limitations of the Power-of-attorney issued to thorn, acute and'deliver on.behalf of the Company, and to attach the seal of the Company thereto, bonds and undertakings, recognizances, contracts of indemnity and r writings obligatory in the nature thereof, and any such instrument executed by any such attomey-in-fact shall be fully and in all respects binding upon the Company: unation.aSto the validity Many power-of-attomey authorized herein made by an officer of Employers Mutual Casualty Company shall be fully and in all respects 40.tediriBeePonkleACOmpeny.,ThelfacsJmile or mechanically repredeced,signature,,of such ofFEer whether made heretofore or hereafter whereverrappearitrg uponn"a etUt dAcnpy otanis. fir1poweriof�ett1. tan y of the Company, shall be'yai d and bind g upo �tP Cofnpany vtt the same force and affe& asthaegfi rifilutabeixed: ro?.�3 S 1NHEI EO mpamtes have caused these preserjts toibe gagnedfor each by tt e�rsofcers as shown, and the Co rrategsealszalistir, ip be�,therato'ath , y, fisw t S •X .. ' ryes 2002 :::4" •, ,, rt 1A« r - •c•: t* w • tt4x ,&:. J ffrey S. Birdsley Assistant Secretary • Seals •.`• 5�p INSUp'• .q��p, J,POP4 yce,�''•• • 4,otti NQS .1.9, % Y n:.,,;� . , „ ,. a11PNK, `%" ,` UR4NC n' 2 ;,P fl co. 0/.4' J: y,Y,t Y,6,,CAS.. 2 A%P 0/4.;y 9J•: O4p"VOgge �� c-•@ 1953 =" 2 J: O, t ; SEAL .! Tel SEAL O IIWP Nrx O0101 00 aetti Bruce G. Kelley, Chairman of Companies 2, 3, 4, 5 & 6'President of Company 1; Vice Chairman and .,CEO ofCompany ,7 ....,' OnOds)st day of #. •=: 'February pyo AD «>a2O02> ce a yand 'ibfolre pte a •SS ;:o',' f o • S. Bird 851 y Public being by me duly swoState of rn Iowa, say that theyy are and d Nare known to me to be the "° =:: Chairman, President, Vice Chairman and CEO and/or Assistant Secretary: respectively, of SEAL o each of The Companies above; that the seals affixed to this instrument are the seals of said 'bf�'401NES p ies by authorittryy of their tions; that Idrespective nBoards t was i of Directors: and that the ned and seated on behalf osaid Bruce G. Kelf each • Of the ley nand ""'4. ;Jeffre}riS. irdsley, astsucth.offibers, acknowledge the execution rf saidInstlumedt tobsothey, voluntary act and deed ofeach of the Companies. p a r3 `'s , _ Y 1 u>i; rut; My Commission E ,xpiires September 30, 2003. `t X - tom..+,.:✓ RUTA KRUMINS Commission Number 176255 lay Comm. Exp. Seot. 302003 CERTIFICATE I, David L. Hixenbaugh, Vice President of the Companies, do hereby certify that the foregoing resolution of the Boards of Directors by each of the pantos and this Power of Agway issued pursuant thereto on February 1. 2002. ooeitah TIM thy P FArne'� Carolyn Hunter, Michael D Hailer, TracnHarikins =Kevin":Buick, Randy Irvin, Alf e¢,L,VIIiilliams, ra !Aida" shim full terce and effect. Carla Sue Hollis Manori,Thompsen, Charles M. Allen, G. Robert S ale E TeMple4 In Fes mctif Y'�y}y}.,, f 1 h'a've subscribed my •name and affixed the facsimile heal of each•Companythis _L day of A/n1/u,wt {.'1 WtV*) r Notary Public in and for the State of Iowa Vice -President Form7832 (4.on "For verification of the authenticity of the Power of Attorney you may call (515) 280-2689." PAYMENT BOND mow ALL MEN 8Y THESE PRESENTS: that Township Builders, Inc. (Name of Contractor) P.O. Box 7252, Little Rock AR 72217 (Address of Contractor) a Corporation (Corporation), (Partnership), or (Individual), Principal, and hereinafter called (Name of Surety) (Address of Surety) hereinafter called Surety,. are held and firmly bound unto City cif Fayetteville, Arkansas (Name of Owner) 113 W. Mountain Street, Fayetteville, AR 72701 (Address of Owner) hereinafter called OWNER, in the penal sum of Dollars, ($ ) in lawful money of the United States, for payment of which sum well and truly to. be made, we bind ourselves, and successors, and assigns, jointly and severally, firmly by these presents. TBE CONDITION OP THIS OBLIGATION is such that whereas, the Principal entered into a certain Contract with the Owner, dated the t day of N UIfgxrjacn, 2002 , a copy of which is hereto attached and made a part hereof for the construction of: Cleveland Street Improvements (Hall Ave. to Leverett) CD -35 Copyright a 2002 Crafton Tull & Associates, Inc. City of Fayetteville, Arkansas Budget Adjustment Form Budget Year Department: Public Works 2002 Division: Engineering Program: Sales Tax Capital Improvements Project or Item Requested: Project or Item Deleted: $532,181 is requested in the Cleveland Street $532,181 from the Kings Drive Reconstruction capital Improvements - Leverett to Hall capital project. project. Justification of this Increase: The additional funds are needed to cover the cost of the construction contract which included additional drainage work than that was originally planned. Account Name Date Requested I Adjustment Number 10/15/2002 Justification of this Decrease: The project is currently being studied for possible in-house work. Increase Expense (Decrease Revenue) Account Number Amount Street improvements 4470 9470 5809 00 532,181 Account Name Decrease Expense (Increase Revenue) Account Number Project Number 01011 1 Amount Project Number Street improvements 4470 9470 5809 00 532,181 01016 1 Approval Signatures Requested By Date 4, y•ZJ_�Z udget Man_ r Date Date 07_ ate ZcaR Date Budget Office Use Only Type: A B C () E Date of Approval Date Initial Posted to General Ledger Date Initial Posted to Project Accounting Entered in Category Log Date Initial Date Initial FAYETTEVIELE THE CITY OF FAYETTEVILLE. ARKANSAS DEPARTMENTAL CORRESPONDENCE To: Sid Norbash, Engineering From: Heather Woodruff, City Clerk Date: December 9, 2002 Attached is a copy of Resolution # 155-02 approving a construction contract in the amount of $1,090,270.00 with Township Builders, Inc. for the Cleveland Street Improvements Project. I am also returning three signed copies of the contract documents. The original resolution and contract document will be microfilmed and filed with the City Clerk. cc: Nancy Smith, Internal Auditor G evc.Meocl SI?% l" twp� • 9/21103 STAFF REVIEW FORM - FINANCIAL OBLIGATION AGENDA REQUEST x CONTRACT REVIEW GRANT REVIEW For the Fayetteville City Council meeting of N/A (Only Mayor's Approval Required) FROM: Sid Norbash , ✓ Engineering CP& E Name Division Department ACTION REQUIRED: Approval of the Change Order No. 1 to the Construction Contract with Township Builders, Inc. in the amount of $6,300, for Cleveland Street Improvements Project. COST TO CITY: Bl1G) W: x Budgeted Item Budget Adjustment Attached udget anager Date CON RACT/GRANT/LEASE REVIEW: City Attorney Date Purchasing Manager Date STAFF RECOMMENDATION: Approval Received in Mayor's Office Cross Reference : Prey Ord/Res #: 155-02 Orig. Contract Date: 10-15-2002 Orig. Contract No: 880 New Item: Yes_ No X STAFF REVIEW FORM Page 2 Description Cleveland Street Improvements Meeting Date N/A Comments: Reference Comments: Budget Manager Accounting Manager Internal Auditor City Attorney Purchasing Manager Finance and Internal Services Director Chief Administrative Officer FAYETTEVILLE THE CITY OF FAYETTEVILLE, ARKANSAS DEPARTMENTAL CORRESPONDENCE To: Dan Coody, Mayor Thru: Hugh Earnest, CA0 Tim Conklin, Director CP&E % Gary Coover, City Engineer `C From: Sid Norbash, Staff Engineer �,✓ Date: September 10, 2003 Re: Cleveland Street Improvements Project Change Order #1 to the construction Contract With Township Builders, Inc. Background: The above referenced project is a Capital Improvement Project, which began construction 2002. The purpose of this project is to improve Cleveland Street and drainage system from Hall Ave. to Leverett Ave. Status / Discussion: At this time the construction of this project is approximately 95%. completed. There are 3 large mature trees that are located just East of Hall Ave. and South side of the playground of Leverett Elementary School. Our goal is to preserve these trees, however the existing finished elevations require adding more fill dirt North of the newly installed sidewalk that will be sloped back to the North. Please see the attached drawing. This additional fill dirt will cover the roots and could very possibly kill the trees. Craig Carnagey has investigated this situation, and suggested that a retaining wall be constructed to avoid filling over the tree roots. Change of Scope: A price has been negotiated with Township Builders, Inc. and a formal change order is attached for this extra work for the total estimated cost of $6,300. Recommendations: The Staff recommends approval of Change Order #1 to the existing contract with Township Builders, Inc., in the amount $6,300.00. Funding: From the contingency funds. The Council has approved project contingencies as follows: Project Contingency per attached Resolution 155-02 $109,027.00 ------------- Total used to date $ -0- Balance of contingency $104,562.00* Cost of this request -$ 6,300.00 New balance of contingency after this C.O. $ 98,262.00 * The approved contingency amount was $109,027. To date $4,465 has been charged to this amount for Contra Engineering and miscellaneous charges, leaving the balance of $104,562. SN/sn Attachments: Copy of Change Order #1 Copy of Resolution 155-02 RESOLUTION NO. 13c-02 A RESOLUTION TO APPROVE A CONSTRUCTION CONTRACT IN THE AMOUNT OF $1,090,270.00, PLUS A PROJECT CONTINGENCY OF $109,027.00 WITH TOWNSHIP BUILDERS, INC. FOR THE CLEVELAND STREET IMPROVEMENTS PROJECT AND APPROVAL OF A BUDGET ADJUSTMENT BE. IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF FAYETTEVILLE, ARKANSAS: Section 1. That the City Council of the City of Fayetteville, Arkansas hereby approves the construction contract attached as Exhibit A with Township Builders, Inc. in the amount of $1,090,270:00, plus a project contingency of $109,027.00 for the Cleveland Street Improvements Project. Section 2. That the City Council of the City of Fayetteville, Arkansas hereby approves a budget adjustment in the amount of $532,181.00 attached as Exhibit B to fund this project. PASSED and APPROVED this 15th day of October, 2002. APPROVED: By: DAN COODY, Mayo SEP-17-2003 WED 03:54 PH TOWNSHIP BUILDERS INC FAX NO. 501R64 3839 09/15/2003 14:53 479-5 02 ENGINEERING C.D.F P. 02 PAGE 02 SEP 1 7 2003 2• Project Title: -+__ Project No. 01011-20 Contract No. 880 Contract Date 10-15 I H. I j jj Contractor= Township Builders, Inc I !,M The fellow ing changes are hereby made to the contract documents: Adcutints to the contract; wawalltl withian a i apP ht of 3f oured in90 linear feet of concrete place. per attached drawings nand AHTD'slS cifications 3 p AHTD s 8PE 90 L.F. Retaining Wall @ 70.00/l.f. Delvtiea from Contract: None Jhatificatlonc: To save three mature trees. Original Contract Price: As adjusted by previous changes: This C -O. will increase contract by: The, new contract price will be: $6,300.00 S1, 090, 27 S1 090270_00 $6,300.00 $1,096,750 CHANGE TO CONTRACT TIME The contract time will be increased by iQ working days. 1 SEP-17-2003 WED 03:54 PN T0Wh1SH1P BUILDERS INC FAX NO. 501 4 3839 B9/15Y2003 1d:53 479-575 2 ENGINEERING C.O.F. P. 03 PAGE 03 APPAOfALS REQUIRED To be effective this change order must be approved by the owner if g f the Project•, or as may it changes treqcoor objective uired under the terms o of the General Conditions o£ otherwise be the Contract - Requested by Recottmended by Approved by Contractor Approved by Mayor Date 3 Ef Engi ea Date. near ty L ; ' Date f-// -Of I: to ql �o SEP-09-2003 TUE 12:04 PH TQLNSUIP BUILDERS INC FAX NO, 50 4 3839 P. 01 SEP - 9 2003 township builders. inc. P.O. Box 7252 Girl, ROCK. ARKANSAS 72217 501.664.2036 FAX: 501 664.3839 Emoil: Io nthipB1@oo1.co,r, PROPOSED CHANGE ORDER MR. SID NORBASH, STAFF ENGINEER CITY OF FAYETTEVILLE JOB NAME; CLEVELAND STREET DATE: 9/8/2003 APPROX UNIT QUANTITY UNIT DESCRIPTION PRICE TOTAL 90 LF RETAINING WALL 70.00 6,300.00 PRICE BASED ON DRAWING PROVIDED BY THE CITY OF FAYETTEVILLE ON SEPTEMBER 8, 2003. Please contact this office if you have any questions. THANKS MATT MILHOLLAND, ESTIMATOR 11 n 0 n La r • HALL AVE. J F[ t'eeSI mm a l 6 9 �1 TYV YIN yZ Ix112'It �i y m0 D O 9�w D -D1 3 ZZiii F gqL Dt r q� y oDJT OmA I pAoZ "pO p1 O 1•/ION N T 2p • O DCT mm y0 n^ I.' 3 N lllZQlll m =n r 9 O c i m m T C Z,D Nm = m NO s = No x �� ^ a D, P ₹� -IS m� wm rr N m _ y x ��n m N i m ti IL O m N O m m D z /1--1 z Y/ r C Jc 1'-B' ' i m= Nm PfDPmm 11 mom. •m 0 • e Pa IIIIIMote. - 1N�IIII mm 0• •aa • II •iiii v as aaa —S VN.g NNm aaaaaaa a _ IN Vm mP PPP D 1 _ 5 a m m m m 0 N 1� T P N •�j N Y m Cl m m O ri O O m m z CA U) m y m C 0 a d d d ya P P •' ee C� CO N 7 Li 0 6• B' 6• 0: I II 1 1 1 I _ _ �m SIT m fTff,'c'E A. ,1.Im d'BA m loll C7 E'\ D I I • P A• Pc'E m e •c' E I FAYETTE LE THE CITY OF FAYETTEVILLE, ARKANSAS DEPARTMENTAL CORRESPONDEN To: Sid Norbash Engineering Division From: Clarice Buffalohead-Pearman City Clerk Division Date: October 13, 2003 Re: Change Order No. I Attached please find an executed copy of Change Order No. 1 with Township Builders Inc. regarding the Cleveland Street Improvements. The original agreement will be recorded in the city clerk's office and microfilmed. If anything else is needed please let the city clerk's office know. /cbp cc: Nancy Smith, Internal Auditor • STAFF REVIEW FORM - FINANCIAL OBLIGATION / z/3/O.3 ,GD#Z AGENDA REQUEST �n�`jr�� x CONTRACT REVIEW GRANT REVIEW For the Fayetteville City Council meeting of N/A (Only Mayor's Approval Required) FROM: / Sid Norbash fir✓ Engineering CP& E Name Division Department ACTION REQUIRED: Approval of the Change Order No. 2 to the Construction Contract with Township Builders, Inc. in the amount of $42,004.75, for Cleveland Street Improvements Project. COST TO CITY: $42.004.75 Cost of this Request l iF�TiR x Budgeted Item dget anger Date • I. STAFF RECOMMENDATION: Approval 2003 Budget Adjustment Attached Purchasing Manager Date Received in Mayor's Office Cross Reference : Prev Ord/Rest!: 155-02 Orig. Contract Date: 10-15-2002 Orig. Contract No: 880 New Item: Yes_ No X Ilk STAFF REVIEW FORM Page 2 Description Cleveland Street Improvements — C.O. #2 Meeting Date N/A Comments: Reference Comments: Budget Manager Accounting Manager Internal Auditor City Attorney Purchasing Manager Finance and Internal Services Director Chief Administrative Officer Item Reguirin! Mayor's Approval To: Mayor Dan Coody Thru: Hugh Earnest, Chief Administrative Officer From: Tim Conklin, Community Planning and Engineering Services Director Date: November 21, 2003 Subject: Cleveland Street Improvements -Change Order #2 to the Construction Contract with Township Builders RECOMMENDATION Staff recommends approval of the Change Order #2 to the construction contract with Township Builders, Inc., in the amount of $42,004.75 for the extra work necessitated during the construction, and requested by the City Staff. BACKGROUND The above referenced project is a CIP project which began construction in late 2002. The purpose of this project is to improve Cleveland Street, as well as drainage system, from Hall Ave. to Leverett Ave. During the course of the construction certain issues have come up that required several changes in the scope of this project either by the recommendations of Crafton Tull & Associates' and/or the City Staffs recommendations. The most significant changes are the following items: It is recommended by the Staff that since the design and shape of the safety rails is not appropriate for the residential portion of this project, a different safety railing be installed. The alternate railing will have powder coated -black finish instead of galvanized finish. A drawing of the revised safety rails is attached to the change order form These changes are Items 3,4,& 5 on the change order. The construction plans for the West portion of this project , from Garland to Hall, called for seeding and mulching of the green space which included the main entrance to the Leverett Elementary School. Per Staff recommendation sod was used instead of seeding and mulching in order to expedite the clean up of this area, and prepare the surfaces for use by the start of the school year. This change is designated as Item #9. Another change to the contract was necessitated because of the grade changes to the driveway of apartment complex at 980 Cleveland. Due to the steepness of this driveway, the Solid Waste trucks could not service the trash dumpster. The construction of a new pad and privacy fence was necessitated. This is shown under Item #1 on the change order. There are other minor changes that are described on the attached change order. The cost of replacing the safety rails is estimated at $22,760. There are seven other changes that total $19,244.75. The total cost of this change order is therefore $42,004.75. These changes are shown on the attached change order form, as well as the justifications for each change. Please refer to the attached Change Order #2 for the details. BUDGET IMPACT The beginning construction budget for this project as approved by the Council, per attached Resolution No. 155-02 was $1,090,270.00. A summary of costs is as follows: Construction Budget $1,090,270.00 Change Order #1 increase $ 6,300.00 New Budget $1,096,570.00 Spent/Obligated to date $1,095,470.00 Balance $ 1,100.00 Proposed C. O. #2 increase $ 42,004.75 New Contract Balance $ 43,104.75 Approved Contingency $ 109,027.00 Used to date C.O. #1 6,300.00 Used to date Contra Eng. $ 711.00 Balance of Contingency $ 102,016.00 Proposed C.O.#2 cost increase 42,004.75 Contingency Bal. after C.O. #2 Copy of Resolution #155-02 RESOLUTION NO. 1 55-02 A RESOLUTION TO APPROVE A CONSTRUCTION CONTRACT IN THE AMOUNT OF $1,090,270.00, PLUS A PROJECT CONTINGENCY OF $109,027.00 WITH TOWNSHIP BUILDERS, INC. FOR THE CLEVELAND STREET IMPROVEMENTS PROJECT AND APPROVAL OF A BUDGET ADJUSTMENT BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF FAYEITEVILLE, ARKANSAS: Section 1. That the City Council of the City of Fayetteville, Arkansas hereby approves the construction contract attached as Exhibit A with Township Builders, Inc. in the amount of $1,090,270.00, plus a project contingency of $109,027.00 for the Cleveland Street Improvements Project. Section 2. That the City Council of the City of Fayetteville, Arkansas hereby approves a budget adjustment in the amount of $532,181.00 attached as Exhibit B to fund this project. PASSED and APPROVED this 15th day of October, 2002. City Of Fayetteville CHANGE ORDER NO. 2 Project Title: Cleveland Street Improvements Project No. 01011-20 Contract No. 880 Contract Date 10-15-2002 Contractor: Township Builders, Inc The following changes are hereby made to the contract documents: Additions to the contract: (1) Pad and privacy fence for Dumpster serving Apartment Complex at 980 Cleveland Lump Sum $3,126.00 (2) Reinforced concrete pipe Backfill at Garland Ave. and concrete footing 35 C.Y. @ $150 $5,250.00 (3) Handrail provided and not installed but delivered to the City 175 L.F.. @ 50.00 $8,750.00 (4) 550 L.F. Remove handrail and grout holes 600 L.F. @ 2.70 $1,620.00 (5) Handrail per attached Drawing 295 L.F. @ 42.00 $12,390.00 (6) French drain - 4" 300 L.E. @ $13.75 $4,125.00 (7) Class 7 base for various locations 100 Tons @ $18.00 $1,800.00 (8) 6" drain pipe under sidewalk 75 L.F. @ $20.00 $1,500.00 (9) Sod for Leverett School 975 S.Y. @ $2.25 $2,193.75 Page 1 S 0 (10) Drainage Alterations for newly constructed U of A Parking Lot Lump Sum Total Deletion from contract: None Justifications: $1,250.00 $42,004.75 (1) Because of the change of street grade, the driveway for this apartment complex was reconstructed at a very steep grade. The sanitation truck could not reach the existing location of the dumpster. Constructing a new dumpster pad was necessitated. (2) Because of the Highway Department regulations the shallow R.C. drainage pipe had to be encased with concrete at the intersection of Garland and Cleveland. (3,4&5) In order to improve the appearance of the safety rails, it was decided by the Staff to replace some of the installed fencing which was not appropriately designed for this job with an alternative design. The finish will also be different. Rather than galvanized it will be black powder treated. (6) At the intersection of Leverett and Cleveland during the excavation for the footing of the retaining wall, a small under ground spring was discovered. A French drain system was necessitated to drain the incoming water. (7) There was no bid item for Class 7 base for various uses and locations, and a price had to be negotiated. (8) To accommodate the drainage under the sidewalk by Leverett School. There was no bid item for this. (9) Since the school was opening, it was decided by the Engineering Staff to use sod in place of top soil and seeding in order to expedite the clean up and avoid muddy sidewalks and other inconveniences. Page 2 N0V-20-2003 THU 10:06 A�WNSHIP BUILDERS INC FAX NO. 11 664 3839 P. 04 11/20/2083`i 10:27 4 75-8202 FNGIP�72ING F. PACE 84 ii • I rlai Ii Original Contract Price: $1,090,270.00 As adjusted by previous changes: $1,09€,570.00 This C.O. will increase contract by: $ 42,004.75 j.. The new contract price will• be: $1430,574.75 CHANGE TO CONTRACT TIME 'The contract time will be increased by 30 working days- ; APPROVALS REQUIRED To be effective this change order must be approved by the Owner if it ,changes the scope or objective of the project, or as may othrr,pwwise be required under the terms of the General Conditions of the;bontract. Ii Requested by ^^'�'� Date Staff Engin/ger Reco anded by t/�� Date II City Weer ' Approved by Contractor Date //49 -t93 Approved by Mayor date n 4 f3 , dkL x:. j 1 tii Page 3 04/30/2003 10:15 . 4794405 T NOTE: ALL HANDRAIL TO n€ ADA CCMPIIANT. TYPICAL HANDRAIL DETAIL NDT TO SCALE ................................................................•. U . - . . .. i - 1 I S ..............................- STaIwAan DSl'sn8 !OB • AND DRA1NA.0E DDN97ADCTI /i" • M ' �� •' d Ur' ,w, c!I 1x"0 TYPICAL HANDRAIL PEFA& 1 FAYETTEVILLE THE CITY OF FAYETTEVILLE. ARKANSAS DEPARTMENTAL CORRESPONDENCE To: Sid Norbash Engineering From: Clarice Buffalohead-Pearmanm City Clerk's Division Date: 12/8/2003 Re: Change Order No. 2 Attached please find an executed copy of the above change order with Township Builders, Inc. in the amount of $42,004.75. The change order will be microfilmed and recorded in the city clerk's office. If anything else is needed please let the city clerk's office know. Icbp cc: Nancy Smith, Internal Auditor• S 0 STAFF REVIEW FORM - FINANCIAL OBLIGATION AGENDA REQUEST x CONTRACT REVIEW GRANT REVIEW l55 •0� For the Fayetteville City Council meeting of N/A (Mayor's Approval Required) FROM: • Sid Norbash Engineering CP& E Name Division Department ACTION REQUIRED: Approval of the Change Order No. 3 and Final Reconciliation to the Construction Contract with Township Builders, Inc. in the amount of $10,863.14, for Cleveland Street Improvements Project. COST TO CITY: $10,863.14 Cost of this Request 4470-9470-5809-00 Account Number DGET REVI : Budget Ite Leo %�6%J Budget Manager Date CO TRACT/G NT/LEASE REVIEW: 2 O City Attorney •%�� Date (OD O Budget Adjustment Attached STAFF RECOMMENDATION: Approval of C.O. #3 ro Department Director Date Piiiu.ti Received in Mayor's Office 2 oC V 7 ate Cross Reference: Prey Ord/Res 155-02 Orig. Contract Da -15-2002 Orig. Contract No: 880 New Item: Yes_ No X STAFF REVIEW FORM Description Cleveland Street Improvements — C.O. #3 & Final Reconciliation Meeting Date N/A Comments: Budget Manager Accounting Manager Internal Auditor City Attorney Purchasing Manager Finance and Internal Services Director Chief Administrative Officer Reference Comments: • • Item Requiring Mayor's Approval To: Mayor Dan Coody Thru: Hugh Earnest, Chief Administrative Officer From: Tim Conklin, Community Planning and Engineering Services Director Date: June 22, 2004 Subject: Cleveland Street Improvements —Change Order #3 and Final Reconciliation to the Construction Contract with Township Builders RECOMMENDATION Staff recommends approval of the Change Order #3 & Final Reconciliation to the construction contract with Township Builders, Inc., in the amount of $10,863.14 for the extra work necessitated during the construction, and requested by the City Staff, as well as over -run for certain bid items per contract. BACKGROUND The above referenced project is a CIP project which began construction in late 2002, and was substantially completed in late 2003. Although the project was completed by early 2004, some adjustments were required and also for a number of properties the safety railing had to be replaced to better serve the residents, and improve the esthetic. The purpose of this project was to improve Cleveland Street, as well as drainage system, from Hall Ave. to Leverett Ave. There were also some major improvements completed to serve the Leverett Elementary School. DISCUSSION During the course of the construction certain issues came up that required several changes in the scope of this project either by the recommendations of Craton Tull & Associates' and/or the City Staff's recommendations. The most significant changes are the following items: It was recommended by the Staff that the design and shape of the safety rails was not appropriate for the residential portion of this project. A different safety railing was suggested, designed, and installed. The alternate railing is powder coated -black finish instead of galvanized finish. (Bid Item #82) The construction plans for the West portion of this project, from Garland to Hall, called for seeding and mulching of the green space which included the main entrance to the Leverett Elementary School. Per Staff recommendation sod was used instead of seeding and mulching in order to expedite the clean up of this area, and prepare the surfaces for use by the start of the school year. This change is designated as Bid Item #86. 1 'L Another change to the contract was necessitated because of the grade changes to the driveway of apartment complex at 980 Cleveland. Due to the steepness of this driveway, the Solid Waste trucks could not service the trash dumpster. The construction of a new pad and privacy fence was necessitated. This is shown under Item #1 on the change order. There are other minor changes that are described on the attached change order (Bid Item #78). There are some bid item quantity over -runs, and under -runs. The most significant over- run was for bid item #50 (Segmental Block Retaining Wall), which was more than doubled. It was due to under estimation of quantity and also to satisfy safety requirements. The attached change order form shows $10,863.14 as the net amount of the increase to this contract, as the result of this 3" and final reconciliation change order to this contract. Please refer to the attached Change Order #3 for the details. BUDGET IMPACT The beginning construction budget for this project as approved by the Council, per attached Resolution No. 155-02 was $1,090,270.00. A summary of costs is as follows: Construction Contract Change Order #1 increase Change Order #2 increase Change Order #3 increase Total Cost of Contract $1,090,270.00 $ 6,300.00 $ 42,004.75 $ 10,863.14 $1,149,437.89 Approved Contingency $ 109,027.00 Amount spent to date for C.O. #1 & C.O. #2 & Misc. S 51,800.60 Balance of Contingency $ 57,226.40 Proposed C. O. #3 increase $ 10,863.14 Balance of Contingency After C.O. #3 $ 40,937.46 SN/sn Attachment: C.O. #3 Copy of Resolution #155-02 I L� City Of Fayetteville CHANGE ORDER NO.3 & Final Reconciliation Project Title: Cleveland Street Improvements Project No. 01011-20 Contract No. 880 Contract Date 10-15-2002 Contractor: Township Builders, Inc. The following changes are hereby made to the contract documents: Additions to the contract: Quantity variations on all bid items as measured for final payment, and attached as final payment documents: $10,863.14 Deletion from contract: None for this change order Justifications: These are the differences between the actual quantities installed on the job, and the estimated quantities per bid items. These figures also reflect the changes approved and made to this contract by previous change orders. Original Contract Price: $1,090,270.00 As adjusted by previous changes: $1,138,574.75 This C.O. will increase contract by: $ 10,863.14 The new contract price will be: $1,149,437.89 n CHANGE TO CONTRACT TIME The contract time will not change. APPROVALS REQUIRED To be effective this change order must be approved by the Owner if it changes the scope or objective of the project, or as may otherwise be required under the terms of the General Conditions of the Contract. Requested by cfaii Pnninanr Recommended by Approved by Cont Approved by Mayor Mayor Dan Co Page 2 Date:-�� Date: Date: Date: RESOLUTION NO. 1 ss-n2 A RESOLUTION TO APPROVE A CONSTRUCTION CONTRACT IN THE AMOUNT OF $1,090,270.00, PLUS A PROJECT CONTINGENCY OF $109,027.00 WITH TOWNSHIP BUILDERS, INC. FOR THE CLEVELAND STREET IMPROVEMENTS PROJECT AND APPROVAL OF A BUDGET ADJUSTMENT BE .IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF FAYEITEVILLE, ARKANSAS: Section 1. That the City Council of the City of Fayetteville, Arkansas hereby approves the construction contract attached as Exhibit A with Township Builders, Inc. in the amount of $1,090,270.00, plus a project contingency of $109,027.00 for the Cleveland Street Improvements Project. Section 2. That the City Council of the City of Fayetteville, Arkansas hereby approves a budget adjustment in the amount of $532,181.00 attached as Exhibit B to fund this project. PASSED and APPROVED this 15th day of October, 2002. ...• : JJA CRAFTON, TULL & ASSOCIATES, INC. 901 N. 47th SL, Suite 200 Rogers, AR 72758 PROGRESS ESTIMATE No.12 & Final Project: Street & Drainage Improvements for Cleveland Street Contractor: Township Builders, Inc. Address: P.O. Box 7262, little Rock, AR 72217 Engineers Project No.: 98073.01 Contract Date: November 1, 2002 Contract for: street, Drainage & water une construction Period Ending: Final Payment To: The City of Fayel Owner Attached hereto is the Contractors Affidavit stating that all previous payments to him under this contract have been applied by him to discharge in full all of his obligations in connection with the work covered by all prior Applications for Payments In accordance with the above contract, the undersigned approved payment to the Contractor of the amount due as shown below: Crafton, Tull & Associates, Inc. ENGINEER By: STATEMENT OF WORK Previous Payments Change Orders Work to Date $ 1,149,437.89 # 1 $ 56,298.42 # 1 $ 6,300.00 Amount Retained (10% OF 1st 50%) $ 0.00 #2 $ 46,672.20 #2 $ 42,004.75 Subtotal $ 1,149,437.89 # 3 $ 103,803.75 # 3 $ 10,863.14 Plus Materials Stored $ #4 $ 52,032.15 #4 $ Total Amount Due Contr. $ 1,149,437.89 #5 $ 144,211.73 #5 $ Previous Payments $ 1,096,470.00 #6 $ 124,493.94 Amount Due this Payment $ 53,967.89 # 7 $ 126,689.23 #8 $ 147,649.88 Original Contract Price $ 1,090,270.00 # 9 $ 131,814.85 Net Change Orders $ 59,167.89 # 10 $ 99,594.01 Adjusted Contract Price $ 1,149,437.89 #11 $ 62,209.84 TS -3 Copyright (C) 2002 Crafton, Tull Associates, Inc. • . \ § § j § : ; d : ; r ; ; G Z4 0,,; 0 0 0° X§ 0 SE o°' 4 A m 5 2!§ z m- Z; s 2 § ! ! ] O 2 Z § ( f \ § 0 § § m z C Q § 0,90= 0 W 0 in 2( 0 k w ) k mo k \ CD \ / ) \ m � \ m]§ in F in § n § O § .11 C., § OUI m m m 7 / $ @ z? 9 9 O Q(A 11 Q;( % °§ » § ) d ° ■ / ° 7 % ) f § ( \ &0#2 mfl m§ Ar �A0 ` .n°» ;a§ § (®•� Ca 0 Cl V §(§@) J ) § / § ) § ) 7 a ) § § m iiin >m m z tO ! 2 2 2 R 2{#[ 2 §F ]§ $ 2# 2 7 k [ / \ § Q CD 7 2 ( § 0 S k § ) ) ) § • . o] t 2 E§§ tO § 2 f j§§ § d k§ 9® k m m § 2 § ! k § C / 0 ] § k z § , § § § \ \ / k k � § § Z } / G % n ; e _ k § m ) { = �f 9 z , m CO ` 0 ) 0 z 2 ) §z§ a o 4§ z ( ( ) k) _ § § a § ) o in ° in m ; r r ; ; r « \ a Co ! ° Z § ; 2 — — § ■ ) 0 § OO -1 §A§| co2 _>; -§; » §z !dam -4 2�d} § ° G 0>� cn Q , § ))§ 2o 2» 2 2 2*® a» §]§q} z ® © ` 2 12 ° o— 03 0 §% 2§. 2 7# 2 2 i \ \ \ \ \ \ \ \ \ \ CO \ 0 9 v w * m 0 d - >0 o _ g ! § f m k [ C ° _ - Cl) § d § q § 2 ) ) ) ) ( )\ f 5 pr )� m 2 2\ 0][ m m§ m/ m B$(§ m ( d§$ 0 m f§§§ m 7)§ 7 2 i d m§ Qm ® 0 2 § ] (Hi �00 o § k § -'I` § 0) 0 E _ o § d 0 \ o§ -&e § ® 1.3 ` 2 ` j § c c;;; m 2 2 2 c c 2; 2 k/ m § ° §3® to 0Z 2 ) § § » § 2 ] 2 / ) 0 - m §` rn S 2 R« o I /«]§ f ° m 0 z 49 69 \ \ \ \ \ \ \ \ ( •° ° 0 7 bM mgo §.0 con o o §§k wo •0 k§) z 2 rn u UI w N o v 0 m a (31 OZ o c o 0 0 0 0 0 0 0 o O O O 3 2 J -4 M w C) () N m (a (n a, 0 m O z z 3 0rn N z Z p 0 p O 3 ;� o p0 N D v y M 0 p m Z Z T m T 5 D z G) f11 C F p rn go a 5 m oo () P w A 0° m a r O m C o mo u, m 0 1 p z m O m m m Z Z n 0 y C A m Or m x z i Z N A m o 3 m .'0 O O p T Z Ca xm D m m C 1 !A 1 y m O z rn m v A Cfl O 2 Z CD m O o N 1 Z Z O O O 0 D 0 mi zo 0 D Z fn r m CF O c p D m N r r C T �mf1 T Xm111I N N CoT N T �mI1 y Z D D D D T i C0 C J D ZZT V a J J �, J J J N O OJ J N a V N O O O 40 0 0 0 0 0 0 o O O O o 0 0 o O G G O G G G O O O C O O O O Cflr w m 0 a J J o N o N a J o m z y voi U) 1 N 0)J CO J Of z o o A J V J + O O O J N N N J O x V r p 0 Z -4 Op0 0Cz a a _ J O O O o w V O O O Cl O V o O O O O O O Of O Cl o e O O O O M fRJ N O O O W W W O y V c O N O O O O O O O O 0 0 m -i o O 0 0 0 o 0 O O O O O 0 z r (q A 'a '4 < - e D W W 00) O O O O 0)) Obi N Fq 3 () 0 0 O N 0 O O O C" O N a b O p i A O O N O O to tJ) O O O N a O O O N O o O 0 0 0 0 O O O O O O O m o m z= O A 02 N ym D W m 0 •O fl o o 5 P i in r 100 01 w O 2 N Q �zm z 4 D z p m rn m m m m m rn rn rn N N u z m O .O OJ V O] CD a W N ! 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F m q0 - §|! 0 0 > Km E \ �2 / § �k « hH •0> ;g # §o og §f�§ 2 §-J 0 f\]} § § « 2 p # - & §b § ;RE k SQ §% # \f\ § \ JUL-30-2004 FRI 08:50 AM NSHIP BUILDERS INC FAX NO. ml 664 3839 P. 06 P The undefelgned CONTPACTOR hereby swears under penalty of perjury that (1) all pnvleu3 Progress ppinfl received from the OWNER on account ofwork pertained undo the contract mEorrod to above have been applled by Ca undersigned to diaeharge in fun all obligations tithe undendgnod ineun'd in connection wll r work covered by prior APPLICATIONS FOR PAYMENT under said cwD%c . being APPLICATIONS FOR PAYMENT numbered 1 through 11 Inclusive; and (S) all instals and equipment Ineciporated in said Project or otherwise listed In of covand by this APPUCATIOR FOR PAYMENT are five and clear of all liens, claims, scarify kit gists and encumbrances. DATED: %27 2041 II f, i. Y,.1 •'•' 1 1 , 1:. . J.. _ Y.p. 11hEIL -I -Y Y•. 1� My Cummission Expires; \la ; 1 „•111411 .� \ •11 TA " O ; My Comm. Expires �: 12-1-2011 eC_ '1 � nyuanPa � TS -10 Copyright (C) 2002 Crafton, Tull Associates, Inc. • L City Of Fayetteville CHANGE ORDER NO.3 & Final Reconciliation Project Title: Cleveland Street Improvements Project No. 01011-20 Contract No. 880 Contract Date 10-15-2002 Contractor: Township Builders, Inc. The following changes are hereby made to the contract documents: Additions to the contract: Quantity variations on all bid items as measured for final payment, and attached as final payment documents: $10,863.14 Deletion from contract: None for this change order Justifications: These are the differences between the actual quantities installed on the job, and the estimated quantities per bid items. These figures also reflect the changes approved and made to this contract by previous change orders. Original Contract Price: $1,090,270.00 As adjusted by previous changes: $1,138,574.75 This C.O. will increase contract by: $ 10,863.14 The new contract price will be: $1,149.437.89 JUL-30-2004 FRI 08:50 ANTOWNSHIP BUILDERS INC FAX NO. 1 664 3839 07/29/2004 1632 4 75-0202 ENGINEERING F. P. 05 PAC£ 05 CHANGE TO CONTRACT TIME The contract time will not change. Y. i 1 !1 1.+'-0 a . Y• 11 11 V I• i I • r I • 1 L 1... 1 1 1 11 • ' • 1 . • !1 ••• From: Clarice Pearman To: Norbash, Sid Date: 8/3/04 10:09AM Subject: faxed signatures Sondra and I talked with Kit Williams regarding faxed signatures. We were told that they are okay temporarily but that the originals are still needed. Please let me know when I might expect to receive those original contracts with the original signatures. Thanks. FAYETTtVILLE � THE CITY OF FAYETTEVILLE, ARKANSAS City Clerk Division 113 West Mountain Fayetteville, AR 72701 Telephone: (479) 575-8323 DEPARTMENTAL CORRESPONDENCE To: Sid Norbash Engineering Division From: ��yQ Clarice Buffalohead-Pearman City Clerk Division Date: August 10, 2004 Re: Change Order No. 3 Attached are two of three originals of the change order/final reconciliation for Township Builders, Inc., for the Cleveland Street improvements. This change order/reconciliation will be recorded in the city clerk's office and microfilmed. If anything else is needed please let the clerk's office know. a /cbp attachments cc: Nancy Smith, Internal Auditor H. CONSTRUCTION SPECIFICATIONS • AND CONTRACT DOCUMENTS FOR CLEVELAND STREET IMPROVEMENTS Fayetteville, Arkansas CTA No. 98073.01 • September 2002 tATE of AA AN AS' F.TdG. NO 9060 4 ��MATTHE`N'G� 2I� �bb+lnmu,up» a 1 Prepared by: 4' w •Crafton,-Tull &Associates; Inc. Architects, Engineers &'Surveyors 901 N. 47"' Street, Suite 200 Rogers, Arkansas 72756 • (479) 638-4838 /FAX(479) 631-6224 Internet: httpJ/www.craftull.com ACORD,Y CERTIFICATE LIABILITY INSURANC DATE 10/22/02 10 0/2 PRODUCER 501-664-7705 RAMSEY,KRUG.FARRELL & LENSING 8315 CANTRELL, SUITE 300 P. O. BOX 251510 is LITTLE ROCK, AR 72225 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 THE COVERAGE AFFORDED BY THE POLICIES BELOW. INSURERS AFFORDING COVERAGE INSURED Township Builders, Inc. P. O. Box 7252 Little Rock AR 72217 I INSURER A: Bitum11inous Insurance Companies P INSURER e: INSURER C: INSURER D: INSURER E: THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF 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 THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. Itin NSR TYPE OF INSURANCE POLICY NUMBER POLICY EFFECTIVE DATE (MM!DONYI POLICY EXPIRATION DAlE (MM/CONY) LIMITS A GENERAL LIABILITY COMMERCIAL GENERAL LIABILITY CLAIMS MADE a OCCUR CLP3135440 3/01/02 3/01/03 EACH OCCURRENCE $ 1000000 X FIRE DAMAGE (Any on. lire) $ 100000 MED EXP (My me pereml 8 5000 PERSONAL & ADV INJURY 8 1000000 GENERAL AGGREGATE 8 2000000 GEN'L AGGREGATE UMIT APPLIES PER: POLICY PRO- LOC PRODUCTS- COMP/OP AGG 8 2000000 A AUTOMOBILE LIABILITY ANY AUTO ALL OWNED AUTOS SCHEDULED AUTOS HIRED AUTOS NON -OWNED AUTOS CAP3135438 3/01102 3/01/03 COMBINED n SINGLE LIMB (En accident) $ 1000000 X BODILYINJURY r person IPopersml BODILY INJURY IPor wcben0 PROPERTY DAMAGE IPerecddenO $ GARAGE LIABILITY ANY AUTO AUTO ONLY - EA ACCIDENT $ OTHER THAN EA ACC AUTO ONLY: AGG 8 8 A EXCESS LIABILITY OCCUR CLAIMS MADE DEDUCTIBLE RETENTION 8 0 CUP2536799 3/01/02 3/01/03 EACH OCCURRENCE $ 1000000 AGGREGATE 8 1000000 8 8 X $ A WORKERS COMPENSATION AND EMPLOYERS' LIABILITY WC3135437 3/01/02 3/01/03 X I4v5tiNhI OTH- E.L. EACH ACCIDENT 8 100000 E.L. DISEASE - EA EMPLOYEE 8 100000 E.L. DISEASE - POUCY LIMIT $ 500000 OTHER DESCRIPTION OF OPERATIONSAOCATIONS/VEHICLESIEXCWSIONS ADDED BY ENDORSEMENTISPECIAL PROVISIONS REF: CLEVELAND STREET IMPROVEMENTS (HALL TO LEVERETT) CERTIFICATE HOLDER IS ADDITIONAL INSURED FOR GENERAL AND AUTO LIABILITY INSURER LETTER: • CITY OF FAYETTEVILLE 113 WEST MOUNTAIN ST. FAYETTEVILLE, AR 72701 SHOULD ANY OF THE ABOVE DESCRIBED POUCIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, THE ISSUING INSURER WILL ifLMthX1Jb MAIL 30 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT ox ACORD 25-S 17/97) 1-14 0 ACORD CORPORATION 1988 ACORD, CERTIFICATE LIABILITY INSURANC DATE (M/22/02 M10nz/oz22/02 PRODUCER 501-664-7705 RAMSEY,KRUG,FARRELL & LENSING 8315 CANTRELL, SUITE 300 P. O. BOX 251510 LITTLE ROCK, AR 72225 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 THE COVERAGE AFFORDED BY THE POLICIES BELOW. INSURERS AFFORDING COVERAGE ENSURED City of Fayetteville 113 West Mountain St. Fayetteville AR 72701 I INSURER A: Bituminous Insurance Companies INSURER B: INSURER C. INSURER D: INSURER E: COVERAGES THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF 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 THE TERMS. EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. ILTR NSR TYPE OF INSURANCE POLICY NUMBER POLICY EFFECTIVE DATE (MMIEDNYI POLICY EXPIRATION DATE IMM/DonYl LIMITS A GENERALUABIUTY COMMERCIAL GENERAL UABILLTY CLAIMS MADE ❑ OCCUR OW/CON PROT UNDER BINDER 10/22/02 10/22/03 EACH OCCURRENCE $ 2000000 X FIRE DAMAGE Any on. lire) ! MED EXP lAny one Person) $ X PERSONAL & ADV INJURY $ GENERAL AGGREGATE 0 2000000 GEN'L AGGREGATE LIMIT APPLES PER: POLICY PRO• LOC PRODUCTS. COMP/OP AGG 0 AUTOMOBILE LIABILITY ANY AUTO ALL OWNED AUTOS SCHEDULED AUTOS HIRED AUTOS NON -OWNED AUTOS Ee Beatltlent) INED NGLE LIMIT BODILY Y (Pc Persenl Person) BODILY INJURY (Per accident) PROPERTY DAMAGE O'er Sc-MnB ! GARAGE LIABILITY ANY AUTO AUTO ONLY - EA ACCIDENT $ OTHER THAN EA ACC AUTO ONLY: AGG ! It EXCESS LIABILITY OCCUR CLAIMS MADE DEDUCTIBLE RETENTION ! EACH OCCURRENCE e AGGREGATE It 0 0 WORKERS COMPENSATION AND EMPLOYERS' LIABILITY WC STAID- OTM- E.L. EACH ACCIDENT e E.L. DISEASE - EA EMPLOYEE 0 E.L. DISEASE - POLICY LIMIT OTHER DESCRIPTION OF OPERATIONSAOCATIONSNEHICLESIEXCLUSIONS ADDED BY ENDORSEMENT/SPECIAL PROVISIONS REF: CLEVELAND STREET IMPROVEMENTS (HALL TO LEVERETT) CONTRACTOR: TOWNSHIP BUILDERS, INC. CITY ENGINEER IS ADDITIONAL INSURED. CERTIFICATE HOLDER I I ADDITIONAL INSURED; INSURER LITTER: CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRAT1ON CITY OF FAYETTEVILLE DATE THEREOF. THE ISSUING INSURER WILL NIOJ@Q1WMMAII 30 DAYS WRITTEN 11 3 WEST MOUNTAIN ST. NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT. FAYETTEVILLE, AR 72701 ACORD 25-S (7/97) 1-28 C ACORD , NOV-05-2002 TUE 09:24 AN TOWNSHIP BUILDERS SENT BY: RKFL; • 501 814 1674; FAX NO, 5016643839 NOV-4.02 3V; P. 02 PAGE 2/2 DAn fl AYI AS DHD. CERTIFICATE OF UABILITY INSURANCE �e5up AS AMA SO'OINAA RAMSEY,KRUO,FARRELL & LEN81h1r7706 oDKV AND DONrt91s t1b alart5 irTHE t RTINCA Oil NOLDAA. THIS OMITINCATm opapr�S NOT AMEND. EXTe9D o 8915 CANTRELL, SUITE 300 ALTM TN cOWRAe5 At6POR0ED DY TNt: PouQE6 m.ow. P. O. BOX 251510 INWR9R9 APFORDINd COVORAOE LITTLE ROCK, AR 72225 aulPuo City of Fayettet %f mium k t,Miit" 9launno. COIUpaOIAA 113 Weal Mountain St. Daum o Fayetteville AR 72701 'Isa- e A granfl 'flu?' UNDER GINDER 10122102 10/22403 u0, DauAneRce W3 OAMA01 ON OW • 1. eaAweicutawwAt uAanr OJ.a YAD. DLa1A PW1MAL & ADY'MWV ... oa6wM.aonGnn OWIOON PROT 1 VROOYCIa• OONPan • mra AaaeaAn LairAwaaa NR purr Lac AWTna LVJ n -- e --emu—-. p aura/TO ILL IS M11Da�.. 111ED AUTOS amy � y wJ= NOMOWINA1 D RDa II,e AUTO � 1 12 w w'�a M Iir -•-" AtiP: c v ANO eTfW IA6'ROVEMENT6 01Aa TO ivVERETT) CONTRACTOR: TOWNSHIP eWIDERS. INC. Thu. NIPinc. (ENGINEER). P.O. BOX 549, ROOEA6. AR7� 86.0549. 19SHOWN19AAS ADDITIONAL INSURED, CTI OF FAYETTEVII LE 113 WEST MOUNTAIN ST. FAYETTEVILLE, AR 72701 . ACOAD 26117197) I.L NOV-05-2002 09:13 5016643839 95Z I I m _ r i - u. Y •. 'm !. y`.1i ] 1 a.L11L}? I .iie1t1iSt !, 1 �• r• d 9. 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Architects, Engineers & Surveyors 901 N. 47th Street, Suite 200 Rogers, Arkansas 72756 (479) 636-4838 / FAX (479) 631-6224 Internet: http://www.craftull.com I INDEX 1) Advertisements to Bidders...........................................CD-1 2) Instructions to Bidders...... . .... ... . . . .. ... .CD -2 3) Bid Proposal...... .. . . . .. ... . ... . ... . . .. ....CD -1 2 4) Bid Bond..................................................................CD-29 5) Contract...................................................................CD-31 6) Payment Bond...........................................................CD-38 7) Performance Bond..... .. .. . .... .... .. ... .. ...CD -42 8) Letter from Arkansas Dept. of Labor regarding Wage Determination 9) Section 100 General Project Requirements 10) General Conditions 11) Supplementary Conditions 12) Technical Specifications • DIVISION 2 2050 Demolition 2100 Site Preparation 2200 Earthwork 2221 Excavation, Backfill & Compaction for Structures 2222 Excavation, Backfill & Compaction for Utilities 2223 Excavation, Backfill & Compaction for Pavement 2227 Aggregate Materials 2228 Rock Removal 2245 Soil Stabilization 2270 Slope Protection, Erosion Control and Erosion Control Plan 2505 Paving Base Course 2511 Asphaltic Concrete Paving 2525 Sidewalks 2584 Pavement Markings 2605 Sewer Structures 2720 Storm Sewer Systems 2730 Sanitary Sewer Systems 2846 Signage Appendix A OSHA Trench Safety Requirements Appendix B Minimum Street Standards — City of Fayetteville Appendix C City of Fayetteville Sidewalk Ordinance Appendix D City of Fayetteville Standard Water Line Specifications Appendix E Tree Protection . Appendix F Geotechnical Report . City of Fayetteville Bid Advertisement # 02-15 Separate sealed bids for the construction of Cleveland Street Improvements (Hall Ave. to Leverett) will be received by the City of Fayetteville, 113 W. Mountain Street, Fayetteville, AR 72701 at the Purchasing Office, Room 306 until 2:00 p.m. local time, September 25, 2002. At this time and place all bids shall be publicly opened and read aloud. The work generally consists of asphalt pavement reconstruction and widening, installation of curb and gutter, side walks, driveways, and drainage improvements. The improvements will be on Cleveland Street, from Hall Ave. To Leverett Street. Bidding documents may be examined or purchased at the following locations: . (1) City of Fayetteville Engineering Division 125 W. Mountain Street, Fayetteville, AR 72701 (2) Crafton, Tull & Associates, Inc. 901 N. 47th Street, Suite 200 Rogers, AR 72756 Partial sets are not available, and return of the documents is not required or refundable. Each Bid must be submitted on the prescribed form and accompanied by a certified check or Bid Bond, payable to the City of Fayetteville, Ark. in an amount not less than 5% of the amount bid. The attention of the Bidder is directed to the applicable Federal and State requirements and conditions of employment to be observed and minimum wage rates to be paid under this contract. • Also, "pursuant to Arkansas Code Annotated 22-9-203 City of Fayetteville encourages all qualified small, minority and women business enterprises to bid on and receive contracts for goods, services, and construction. Also, i City of Fayetteville encourages all general contractors to subcontract portions of their contract toqpa1ifie4 small, minority and women business enterprises". Copies of the CONTRACT DOCUMENTS may be obtained at the office of Crafton, Tull & Associates, Inc., noted above, upon payment of $75.00 for each set, none of which will be refunded. Bidders must be licensed under the terms of Act 150, Arkansas Acts of 1965, as amended. The City of Fayetteville reserves the right to reject any or all bids, to waive irregularities in the Bids and bidding deemed to be in the best interest of the City, and to reject any nonconforming, non -responsive, or conditional Bids. All bidders are required to attend a pre -bid conference to qualify for bidding. This meeting will beheld on the job site, U of A Parking Lot located at the southwest corner of Garland Ave. And Cleveland Street intersection on September 17, 2002 at 9:00 A.M. Peggy Vice Purchasing Manager • First Publication : September 11, 2002 Second Publication: September 18, 2002 6 INSTRUCTIONS TO BIDDERS 1. Defined Terms. Terms used in these Instructions to Bidders which are defined in the Standard General Conditions of the Construction Contract, NSPE-ACEC Document 1910-8, (1996 edition), have the meanings assigned to them in the General Conditions. The term, "Successful Bidder", means the lowest, qualified, responsible Bidder to whom the Owner (on the basis of Owner's evaluation as hereinafter provided) makes an award. 2. Copies of Bidding Documents. 2.1 Complete sets of the Bidding Documents in the number and or the deposit sum, if any, stated in the Bid Advertisement may be obtained from Engineer (unless another issuing office is designated in the Bid Advertisement). 2.2 Complete sets of Bidding Documents shall be used in preparing • Bids; neither Owner nor Engineer assumes any responsibility for errors or misinterpretations resulting from the use of incomplete sets of Bidding Documents. 2.3 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. Qualifications of Bidders. To demonstrate the qualifications to perform the Work, each Bidder must be prepared to submit within five (5) days of Owner's request written evidence of the types set forth in. the Supplementary Conditions, such as financial data, previous experience and evidence of authority to conduct business in the jurisdiction • where the Project is located. Each BID must contain evidence of Bidder's qualification to do business in the state where the CD -2 Copyright ® 2002 Crafton Tull S Associates, Inc. 9 • • Project is located or covenant to obtain such qualification prior to award of the contract. 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 conditions that may in any manner affect cost, progress, or performance or furnishing of the Work, (c) consider federal, state, and local Laws, and Regulations that may affect cost, progress, or performance or furnishing of the Work; (d) study and carefully correlate Bidder's observations with the Contract Documents, and (e) notify Engineer of all conflicts, errors or discrepancies in the Contract Documents. 4.2 Reference is made to the Supplementary Conditions for the identification of: 4.2.1 Those reports of explorations and tests of subsurface physical conditions at the site which have been utilized by Engineer in preparation of the Contract Documents Bidder may rely upon the accuracy of the technical data contained in such reports but not upon non -technical data, interpretations or opinions contained therein or for the completeness thereof for the purposes of bidding or construction. 4.2.2 Those drawings of physical conditions in or relating to existing surface and subsurface conditions (exceptUnderground Facilities) which are at or contiguous to the site which have been utilized by Engineer in preparation of the Contract Documents Bidder may rely upon the accuracy of the technical. data contained in such drawings but not upon the completeness thereof for the purposes of bidding or construction. Copies of such reports and drawings will be made available by Owner to any Bidder on request. Those reports and drawings are not part of the Contract Documents, but the technical data • contained therein upon which Bidder is entitled to rely as provided in Paragraphs 4.2.1 and 4.2.2 are incorporated therein by CD -3 Copyright ® 2002 Crafton Tull & Associates, Inc. • reference. Such technical data has been identified and established in the Supplementary Conditions. 4.3 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 Owner and Engineer by Owners of such Underground Facilities or others, and Owner does not assume responsibility for the accuracy or completeness thereof unless it is expressly provided otherwise in the Supplementary Conditions. 4.4 Provisions concerning responsibilities for the adequacy of data furnished to prospective Bidder on subsurface conditions, Underground Facilities and other physical conditions, and possible changes in the Contract Documents due to differing conditions appear in Paragraphs 4.02 and 4.03 of the General Conditions. 4.5 Before submitting a Bid, each Bidder will, at Bidder's own expense, make or obtain any additional examinations, investigations, explorations, tests and studies and obtain any additional information and data which pertain to the physical conditions (surface, subsurface and Underground Facilities) at or contiguous to the site or otherwise which may affect cost, progress, performance, or furnishing of the Work and which Bidder deems necessary to determine his Bid for performing and furnishing the work in accordance with the time, price and other terms and conditions of Contract Documents. 4.6 On request in advance, Owner will provide each Bidder access to the site to conduct such explorations and tests as each Bidder deems necessary for submission of his Bid. Bidder shall fill all holes, clean up, and restore the site to its former condition upon completion of such explorations. CD -4 Copyright ® 2002 Crafton Tull & Associates, Inc. 4.7 The lands upon which the Work is to be performed, rights -of -way and easements for access thereto and other lands designated for use by Contractor in performing the work are identified in the Contract Documents. All additional lands and access thereto required for temporary construction facilities or storage of materials and equipment are to be provided by Contractor. Easements for permanent structures or permanent changes in existing structures are to be obtained and paid for by Owner unless otherwise provided in the Contract Documents. 4.8 The submission of a Bid will constitute an incontrovertible representation by the Bidder that Bidder has complied with every requirement of this Article 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 are sufficient in scope and detail to indicate and convey understanding of all terms and conditions for performance and furnishing of Work. 5. Interpretations and Addenda 5.1 All questions about the meaning or intent of the Contract Documents are to be directed to the Engineer. Interpretations or clarifications considered necessary by Engineer in response to such questions will be issued by Addenda mailed or delivered to all parties recorded by Engineer as having received the Bidding Documents. Questions received less than ten (10) days prior to the date for opening of Bids may not be answered. Only questions answered by formal written Addenda will be binding. Oral and other interpretations or clarifications will be without legal effect. 5.2 Addenda may also be issued to modify the Bidding Documents as • deemed advisable by Owner or Engineer. CD -5 Copyright ® 2002 Crafton Tull & Associates, Inc. 6. Bid Security 6.1 Each Bid must be accompanied by Bid Security, made payable to Owner, in an amount of five percent (5%) of the Bidder's 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) issued by a Surety meeting the requirements of Paragraph 5.01 of the General Conditions. 6.2 The Bid Security of the Successful Bidder will be retained until such Bidder has executed the Agreement and furnished the required Contract Security, whereupon it will be returned. If the successful Bidder fails to execute and deliver the Agreement and furnish the required contract security within fifteen (15) days of 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 Owner believes to have a reasonable chance of receiving the award may be retained by Owner until the earlier of the seventh (7th) day after the Effective Date of the Agreement or the forty-sixth (46`h) day after the Bid opening, whereupon Bid Security furnished by such Bidder will be returned. Bid Security of Bids which are not competitive will be returned within seven (7) days after the Bid opening. 7.1 Contract Time The number of days within which, or the date by which, the Work is to be substantially completed and also completed and ready for final payment (the Contract Time), are set forth in the Bid form and will be included in the Agreement. 8. Liquidated Damages Provisions for liquidated damages, if any, are set forth in the Agreement. 9. Substitute or Equal Items The Contract, if awarded will be on the basis of material and equipment described in the Drawings or specified in the • Specifications without consideration of possible substitutes or CD -6 Copyright ® 2002 Crafton Tull & Associates, Inc. "or equal" items of material or equipment which may be furnished or used by Contractor if acceptable to Engineer. Application for such acceptance will not be considered by Engineer until after the "effective date of the Agreement". The procedure for submission of any such application by Contractor and consideration by Engineer is set forth in Paragraphs 6.05, and 6.06 and 6.07 of the General Conditions which may be supplemented in the General Requirements. 10. Subcontractors, Etc. 10.1 If the supplementary conditions require the identity of certain Subcontractors and other persons and organizations (including those who are to furnish the principal items of material and equipment) to be submitted to Owner in advance of the specified date prior to the effective date of the Agreement, the apparent Successful Bidder, and any other Bidder so requested, shall, within seven (7) days after the Bid opening submit to Owner a list of all Subcontractors, Suppliers and other persons and organizations proposed for those portions of the Work for which such identification is required. Such list shall be accompanied by an experience statement with pertinent information regarding similar projects and other evidence of qualification for each such Subcontractor, Supplier, person and organization, if requested by Owner. If Owner or Engineer, after due investigation, has reasonable objection to any proposed Subcontractor, Supplier, other person or organization, either may, before the Notice of Award is given, request the apparent Successful bidder to submit an acceptable substitute without an increase in Bid price. If the apparent Successful Bidder declines to make any such substitution, Owner may award the contract to the next lowest Bidder that proposes to use acceptable Subcontractors, Supplier, other persons and organizations. The declining to make requested substitutions will not constitute grounds for sacrificing the Bid Security of • any Bidder. Any Subcontractor, Supplier, other person or CD -7 Copyright ® 2002 Crafton Tull & Associates, Inc. organization listed and to whom Owner or Engineer does not make written objection prior to giving of the Notice of Award will be deemed acceptable to Owner and Engineer subject to revocation of such acceptance after the Effective Date of the Agreement as provided in Paragraph 6.06 of the General Conditions. 10.2 In contracts where the Contract Price is on the basis of Cost -of - Work Plus Fee, the apparent Successful Bidder, prior to the Notice of Award, shall identify in writing to Owner those portions of the Work that such Bidder proposes to subcontract and after the Notice of Award may only subcontract other portions of the Work with Owner's written consent. 10.3 No Contractor shall be required to employ any Subcontractor, other person or organization against whom he has reasonable objection. 11. Bid Form 11.1 The Bid Form is included with the Bidding Documents; additional copies may be obtained from the Engineer. 11.2 All blanks on the Bid forms must be completed in ink or typewriter. The Bid price of each item on the form must be stated in words and numerals; in case of a conflict, words will take precedence. 11.3 Bids by corporations must be executed in the corporate name by the president or a 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 shall be shown below the signature. 11.4 Bids by partnership 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 be shown below the signature. 12. Submission of Bids Bids shall be submitted at the time and place indicated in the • Advertisement for Bid, and shall be included in an opaque sealed CD -8 Copyright ® 2002 Crafton Tull & Associates, Inc. envelope, marked with the Project title and name and address of the Bidder, and accompanied by the Bid Security and other required documents. If the Bid is sent through the mail or other delivery system, the sealed envelope shall be enclosed in a separate envelope with the notation, "BID ENCLOSED", on the face of it. 13. Modification and Withdrawal of Bids 13.1 Bids may be modified or withdrawn by an appropriate document duly executed (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 opening of Bids. 13.2 If, within twenty-four (24) hours after bids are opened, any Bidder files a duly signed written notice with Owner and promptly thereafter demonstrates to the reasonable satisfaction of Owner that there was a material and substantial mistake in the preparation of his Bid, that Bidder may withdraw his Bid and the Bid Security will be returned. Thereafter, that Bidder will be disqualified from further bidding on the Work to be provided under the Contract Documents. 14. Opening of Bids Bids will be opened a. publicly X b..privately 14.1 When Bids are opened publicly, they will be read aloud and an abstract of the amounts of the base Bids and major alternatives (if any) will be made available after the opening of Bids. 14.2 When Bids are opened privately, an abstract of the same information will be made available to Bidders within seven (7) days after the date of Bid opening. 15. Bids To Remain Open All bids shall remain open for forty-five (45) days after the day of the Bid Opening; but Owner may, in his sole discretion, release any Bid and return the Bid Security prior to that date. CD -9 Copyright ©2002 Crafton Tull & Associates, Inc. C • 16.2 16.3 16.4 Award of Contract Owner reserves the right to reject any and all Bids, to waive any and all informalities not involving price, time or changes in the Work, and to negotiate contract terms with the Successful Bidder, and the right to disregard all nonconforming, non -responsive or conditional Bids. Also, Owner reserves the right to reject the Bid of any Bidder, if Owner believes that it would not be in the best interest of the Project to make an award to that Bidder, whether because the Bid is not responsive or the Bidder is unqualified or of doubtful financial ability or fails to meet any other pertinent standard or criteria established by Owner. Discrepancies in multiplication of units of work and unit prices will be resolved in favor of 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. In evaluating Bids, Owner shall consider the qualifications of the Bidders,whether or not the Bids comply with the prescribed requirements, and such alternates and unit prices, or other data, as may be requested in the Bid Forms or prior to the Notice of Award. Owner may consider the qualifications and experience of 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 in the. Supplementary Conditions. Owner also may consider the operating costs, maintenance requirements, performance data, and guarantees of major items of materials and equipment proposed for incorporation in the work when such data is required to be submitted prior to the Notice of Award. 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 of Bidders, CD -10 Copyright m 2002 Crafton Tull & Associates, Inc. proposed Subcontractors, Suppliers, and other persons and 46 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 Bidder whose evaluation by the Owner indicates to Owner that the award will be in the best interests of the Project. 16.6 The Construction Contract, if approved by the City Council, will be awarded within 60 days of the bid opening. Due topossible utility relocation delays, the City of Fayetteville reserves the right to issue the Notice to Proceed 120 to 160 days after award of the contract. The Contractor will not be allowed to work until the Notice to Proceed is issued. The Contractor shall honor all prices per the Bid Schedule, and there shall be no change to any part of the contract agreement. The City also reserves the right to cancel the contract prior to issuing Notice to Proceed at no •cost to the City. 17. Performance and Other Bonds. Paragraph 5.01 of the General Conditions and the. Supplementary Conditions set forth Owner's requirements as to Performance and Payment Bonds. When the Successful Bidder delivers the executed Agreement to Owner, it shall be accompanied by the required Performance and Payment Bonds. 18. Signing of Agreement When Owner gives a Notice of Award to the Successful Bidder, it will be accompanied by the required number of unsigned counterparts of the Agreement and all other Contract Documents attached. Within fifteen (15) days thereafter, Contractor shall sign and deliver the required number of counterparts of the Agreement and attached documents to Owner with the required Bonds. Within ten (10) days thereafter, Owner will deliver one (1) fully executed,. signed counterpart to Contractor. Each counterpart is • to be accompanied by a complete set of the Drawings with appropriate identification. CD -11 Copyright ® 2002 Crafton Tull & Associates, Inc. BID • (A) PROJECT IDENTIFICATION: Cleveland Steet Improvement Project (B) CTA JOB # 98073.01 (C) THIS BID IS SUBMITTED TO: (Name and address of Owner) City of Fayetteville 113 W. Mountain Fayetteville, AR 72701 1. The undersigned BIDDER proposes and agrees, if this Bid is accepted, to enter into an Agreement with Owner in the form included in the Contract Documents to perform and furnish all Work as specified or indicated in the Contract Documents for the Contract Price and within the Contract Time indicated in this Bid and in accordance with the Contract Documents. 2. BIDDER accepts all of the terms and conditions of the instructions to Bidders, including without limitation those dealing with the disposition of Bid Security. This Bid will remain subject to • acceptance for sixty (60) days after the days of the Bid opening. BIDDER will sign the Agreement with the Bonds and other documents required by the Contract Documents within fifteen (15) days after the date of Owner's Notice of Award. 3. In submitting this Bid, BIDDER represents, as more fully set forth in the Agreement, that: (a) BIDDER has examined copies of all the Contract Documents and of the following Addenda (receipt of all which is hereby acknowledged): DATE NUMBER September 18, 2002 1 • CD -12 Copyright ® 2002 Crafton Tull & Associates, Inc. I (b) BIDDER has familiarized himself with the nature and extent of the Contract Documents, Work, site locality, and all local conditions and Laws and Regulations that in any manner may affect cost, progress, performance or furnishing of the Work. (c) BIDDER has studied carefully all reports and drawings of subsurface conditions and drawings of physical conditions which are identified in the Supplementary Conditions as provided in Paragraph 4.02 of the General Conditions, and accepts any determination set forth in the Supplementary Conditions of the extent of the technical data contained in such reports and drawings upon which BIDDER is entitled to rely. (d) BIDDER has obtained and carefully studied (or assumes responsibility for obtaining and carefully studying) all such examinations, investigations, explorations, tests and • studies (in addition to or to supplement those referred to in (e) above which pertain to the subsurface or physical conditions at the site or otherwise may affect the cost, progress, performance or furnishing of the Work as BIDDER considers necessary for the performance or furnishing of the Work at the Contract Price, within the Contract Time, and in accordance with the other terms and conditions of the Contract Documents, including specifically the provisions of Paragraph 4.02 of the General Conditions; and no additional examinations, investigations, explorations, tests, reports or similar information or data are or will be required by BIDDER for such purposes. (e) BIDDER has reviewed and checked all information and data shown or indicated on the Contract Documents with respect to existing Underground Facilities at or contiguous to the site • and assumes responsibility for the accurate location of said Underground Facilities and/or will be required by BIDDER in CD -13 Copyright C 2002 Crafton Tull & Associates, Inc. order to perform and furnish the Work at the Contract Price, within the Contract Time and in accordance with the other terms and conditions of the Contract Documents, including specifically the provisions of Paragraph 4.03 of the General Conditions. (f) BIDDER has correlated the results of all such observations, examinations, investigations, explorations, tests, reports and studies with the terms and conditions of the Contract Documents. (g) BIDDER has given ENGINEER written notice of all conflicts, errors or discrepancies that he has discovered in the Contract Documents and the Written resolution thereof by ENGINEER is acceptable to BIDDER. (h) This bid is genuine and not made in the interest of or on behalf of any undisclosed person, firm or corporation and is not submitted in conformity with any agreement or rules of any group, association, organization, or corporation; BIDDER has not directly or indirectly induced or solicited any other BIDDER to submit a false or sham Bid; BIDDER has not solicited or induced any person, firm, or corporation to refrain from bidding; and BIDDER has not sought by collusion to obtain for itself any advantage over any other BIDDER or the OWNER. (I) The Base Bid shall include all the work called for on the Plans and in the Specifications. CD -14 Copyright ® 2002 Crafton Tull & Associates, Inc. 4. Bidder will complete the work for the following prices: • BID SCHEDULE • CLEVELAND STREET IMPROVEMENTS' Estimated Unit Total Item No Item Description Quantify Unit Bid Price Bid Amount MOBILIZATION (NOT TO EXCEED 5% OF THE TOTAL 1.0 CONTRACT PRICE 1 LS $34,000.00 $34,000.00 THIRTY FOUR THOUSAND DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS THIRTY FOUR THOUSAND DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 2.0 CONSTRUCTION STAKING 1 LS $10,000.00 $10,000.00 TEN THOUSAND DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS TEN THOUSAND DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 3.0 MAINTENANCE OF TRAFFIC 1 LS $23,000.00 $23,000.00 • • TWENTY THREE THOUSAND DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN N WORDS TWENTY THREE THOUSAND DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 4.0 TREE PROTECTION FENCING 1,560 LF $4.00 $6,240.00 FOUR DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS SIX THOUSAND TWO HUNDRED FORTY DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 5.0 TRENCH SAFETY THREE THOUSAND DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS THREE THOUSAND DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 6.0 CLEARING & GRUBBING TEN THOUSAND DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS TEN THOUSAND DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS CD -15 1 LS $3,000.00 $3,000.00 1 LS $10,000.00 $10,000.00 Copyright (C) 2002 Crafton, Tull Associates, Inc. • Estimated Unit Total Item.No. Item Description Quantity Unit aid Price Bid Amount 7.0 COMMON EXCAVATION 9,600 CY $7.00 $67,200.00 SEVEN DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN W WORDS SIXTY SEVEN THOUSAND TWO HUNDRED DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS • • 8.0 ROCK EXCAVATION FORTY DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS FOUR THOUSAND DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 100 CY $40.00 $4.000.00 9.0 COMP. EMBANK - IMPORTED HILLSIDE MATERIAL 7,100 CY $13.00 $92,300.00 THIRTEEN DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS NINETY TWO THOUSAND THREE HUNDRED DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 10.0 UNDERCUT & DISPOSAL 100 CY $14.00 $1,400.00 FOURTEEN DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS ONE THOUSAND FOUR HUNDRED DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 11.0 7' ACHM BINDER COURSE TYPE 2(3+4 COURSES) 3,060 TN $42.00 $128,520.00 FORTY TWO DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS ONE HUNDRED TWENTY EIGHT THOUSAND FIVE HUNDRED TWENTY DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 12.0 T ACHM SURFACE COURSE TYPE 2 757 TN $42.00 $31,794.00 FORTY TWO DOLLARS AND NO CENTS THIRTY ONE THOUSAND SEVEN HUNDRED NINETY FOUR DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS CD -16 Copyright (C) 2002 Crafton, Tull Associates, Inc. • Estimated Unit Total Item No. Item Description Quantity Unit Bid Price Bid Amount 13.0 CONCRETE CURB & GUTTER 4,128 LF $11.00 $45,408.00 ELEVEN DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS FORTY FIVE THOUSAND FOUR HUNDRED EIGHT DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 14.0 6x4' THICK CONC. SIDEWALK W/ 4CL. 7 BASE 1,623 SY $28.00 $45,444.00 TWENTY EIGHT DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS FORTY FIVE THOUSAND FOUR HUNDRED FORTY FOUR DOLLARS AND NO CENTS TOTAL BID PRICE WWTTEN IN WORDS 15.0 6' THICK CONCRETE DRIVEWAY W/ B' CL. 7 BASE 843 SY $37.00 $31,191.00 THIRTY SEVEN DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS THIRTY ONE THOUSAND ONE HUNDRED NINETY ONE DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS • • 16.0 18' RCP CLASS III 935 LF $42.00 $39,270.00 FORTY TWO DOLLARS AND NO CENTS UNIT BD PRICE WRITTEN IN WORDS THIRTY NINE THOUSAND TWO HUNDRED SEVENTY DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 17.0 18' RCP CLASS III W/ GRANULAR BACKFILL 866 LF $48.00 $41,568.00 FORTY EIGHT DOLLARS AND NO CENTS FORTY ONE THOUSAND FIVE HUNDRED SIXTY EIGHT DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 18.0 24' RCP CLASS III 230 LF $53.00 $12,190.00 FIFTY THREE DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS TWELVE THOUSAND ONE HUNDRED NINETY DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS CD -17 Copyright (C) 2002 Crafton, Tull Associates, Inc. • • 19.0 14' x 23' RCHEP W/ GRANULAR BACKFILL T1rarr ;1t l.titt :fl III.Ill liii 102 LF $67.00 $6,834.00 SIXTY SEVEN DOLLARS AND NO CENTS UNrr BID PRICE WRITTEN IN WORDS SIX THOUSAND EIGHT HUNDRED THIRTY FOUR DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 20.0 18ALUMINIZED CMP 355 LF $37.00 $13,135.00 THIRTY SEVEN DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS THIRTEEN THOUSAND ONE HUNDRED THIRTY FIVE DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 21.0 24' RC FLARED END SECTION SIX HUNDRED DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS SIX HUNDRED DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 1 EA $600.00 $600.00 22.0 14' x 23' RCHE FLARED END SECTION 1 EA $700.00 $700.00 SEVEN HUNDRED DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS SEVEN HUNDRED DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 23.0 TYPE A 4x4' CURB INLETSTD. 5' DEPTH 18 EA $1,700.00 $30,600.00 ONE THOUSAND SEVEN HUNDRED DOLLARS AND NO CENTS UNIT BD PRICE WRITTEN IN WORDS THIRTY THOUSAND SIX HUNDRED DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 24.0 TYPE B 4'X4' CURB INLET W/ GRATE -STD. 5' DEPTH 10 EA $3,000.00 $30,000.00 THREE THOUSAND DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS THIRTY THOUSAND DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS CD -18 Copyright (C) 2002 Crafton, Tull Associates, Inc. • Cj iI•L'iialilJ;(s1'fl4',i4b ii 25.0 TYPED CURB INLET W/ CAST IRON GRATE TWO THOUSAND DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS TWO THOUSAND DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 26.0 EXTRA INLET DEPTH Estimated Quantity Unit 1 EA $2,000.00 $2,000.00 25.2 VF $150.00 $3,780.00 ONE HUNDRED FIFTY DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS THREE THOUSAND SEVEN HUNDRED EIGHTY DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 27.0 EXTRA INLET WIDTH 5.0 LF $300.00 $1,500.00 THREE HUNDRED DOLLARS AND NO CENTS INIT BID PRICE WRITTEN IN WORDS ONE THOUSAND FIVE HUNDRED DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 28.0 4' CURB INLET EXTENSION SIX HUNDRED DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS TWELVE THOUSAND DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 29.0 8' CURB INLET EXTENSION 20 . EA $600.00 $12,000.00 NINE HUNDRED DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS SIX THOUSAND THREE HUNDRED DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 7 EA $900.00 $6,300.00 DBL. 4'X3'X7Z PRECAST REINFORCED CONC. BOX 30.0 CULVERT INCL. HEADWALLS & APRONS 1 LS $42,000.00 $42,000.00 FORTY TWO THOUSAND DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS FORTY TWO THOUSAND DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS CD -19 Copyright (C) 2002 Grafton, Tull Associates, Inc. • Estimated Unit Total Item No. Item Description Quantity unit Bid Price Bid Amount 31.0 ARTICULATED BLOCK FOR ENERGY DISSIPATION 86 SY $38.00 $3,268.00 THIRTY EIGHT DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WARDS THREE THOUSAND TWO HUNDRED SIXTY EIGHT DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 32.0 ADJUST MANHOLE TO GRADE 11 EA $400.00 $4,400.00 FOUR HUNDRED DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS FOUR THOUSAND FOUR HUNDRED DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 33.0 ADJUST WATER VALVE TO GRADE 20 EA $80.00 $1,600.00 EIGHTY DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS ONE THOUSAND SIX HUNDRED DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 34.0 ADJUST WATER METER • • EIGHTY DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS FOUR HUNDRED EIGHTY DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 35.0 ADJUST SANITARY SEWER SERVICE 10 EA $350.00 $3,500.00 THREE HUNDRED FIFTY DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS THREE THOUSAND FIVE HUNDRED DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 36.0 1' WATER LINE SERVICE ADJUSTMENT 10 EA $350.00 $3,500.00 THREE HUNDRED FIFTY DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS THREE THOUSAND FIVE HUNDRED DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 37.0 FIRE HYDRANT RELOCATION 3 EA $1,000.00 $3,000.00 ONE THOUSAND DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS THREE THOUSAND DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS CD -20 Copyright (C) 2002 Crafton, Tull Associates, Inc. a 1 . 'ii i:i iiu ' : • 11 • Estimated Unit Total ltem_No. Item Description Quantity !Lilt Bid Price Bid Amount 38.0 SANITARY SEWER MANHOLE 2 EA $1,200.00 $2,400.00 ONE THOUSAND TWO HUNDRED DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN W WORDS TWO THOUSAND FOUR HUNDRED DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS • • 39.0 8' PVC SDR-28 SEWER MAIN 235 LF $33.00 $7,755.00 THIRTY THREE DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS SEVEN THOUSAND SEVEN HUNDRED FIFTY FIVE DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 40.0 ADDITIONAL MANHOLE DEPTH 0 VF $200.00 $0.00 TWO HUNDRED DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS ZERO DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 41.0 MAILBOX RELOCATION FORTY DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS ONE THOUSAND DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 25 EA $40.00 $1,000.00 42.0 CROSSWALK SIGNS & SIGNAL LIGHTS RELOCATION 1 LS $3,000.00 THREE THOUSAND DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS THREE THOUSAND DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 43.0 SIGNS FORTY DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS TWO THOUSAND DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 44.0 STRIPING & LETTERING TWELVE THOUSAND DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS TWELVE THOUSAND DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS CD -21 $3,000.00 50 SF $40.00 $2,000.00 I LS $12,000.00 $12,000.00 Copyright (C) 2002 Crafton, Tull Associates, Inc. BID SCHEDULE - CLEVELAND STREET IMPROVEMENTS • Estimated Unit Total Item No. Item Description Quantity Unit Bid Price Bid Amount 45.0 STRAW BALE - EROSION CONTROL 180 FA $10.00 $1,800.00 TEN DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS ONE THOUSAND EIGHT HUNDRED DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS • • 46.0 EROSION CONTROL FENCE THREE DOLLARS AND NO CENTS 500 LF $3.00 $1,500.00 ONE THOUSAND FIVE HUNDRED DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 47.0 SAND BAGS AROUND CURB INLETS 480 EA $10.00 $4,800.00 TEN DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS FOUR THOUSAND EIGHT HUNDRED DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 48.0 CONCRETE STEPS TO RESIDENCES 12 VF $160.00 $1.920.00 ONE HUNDRED SIXTY DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN N WORDS ONE THOUSAND NINE HUNDRED TWENTY DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 49.0 CAST -IN -PLACE CONCRETE RETAINING WALL 1 LS $80,805.00 $80,805.00 EIGHTY THOUSAND EIGHT HUNDRED FIVE DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS EIGHTY THOUSAND EIGHT HUNDRED FIVE DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 50.0 SEGMENTAL BLOCK RETAINING WALL 1,175 SF $30.00 $35,250.00 THIRTY DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS THIRTY FIVE THOUSAND TWO HUNDRED FIFTY DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 51.0 REMOVE 8 DISPOSE EXISTING STRUCTURES 1 LS $10,000.00 $10.000.00 TEN THOUSAND DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS TEN THOUSAND DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN N WORDS CD -22 Copyright (C) 2002 Crafton, Tull Associates, Inc. : • Estimated Unit Total Item No. Item Description Quantity Unit Bid Price Bid Amount 52.0 TOPSOIL, SEEDING & MULCHING 1 LS $20,000.00 $20,000.00 TWENTY THOUSAND DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS TWENTY THOUSAND DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS • • 53.0 18" RC FLARED END SECTION SIX HUNDRED DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS SIX HUNDRED DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 54.0 HAND RAIL 1 EA $600.00 $600.00 367 LF $65.00 $23,855.00 SIXTY FIVE DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS TWENTY THREE THOUSAND EIGHT HUNDRED FIFTY FIVE DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 55.0 TYPE C CURB INLET W/CAST IRON GATE I EA $3.000.00 $3,000.00 THREE THOUSAND DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS THREE THOUSAND DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 56.0 CONCRETE CURB & GUTTER ELEVEN DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS THREE THOUSAND FOURTEEN DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 274 LF $11.00 $3,014.00 57.0 6'x4" THICK CONC. SIDEWALK W/ 4" CL. 7 BASE 30 SY $28.00 $840.00 TWENTY EIGHT DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS EIGHT HUNDRED FORTY DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 58.0 COMMON EXCAVATION SEVEN DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS FOUR THOUSAND THIRTY NINE DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS CD -23 577 CY $7.00 $4,039.00 Copyright (C) 2002 Crafton, Tull Associates, Inc. • i(:1, . 0 11 1: . • T 59.0 COMP. EMBANK - IMPORTED HILLSIDE MATERIAL Estimated •Quant y init 300 CY $13.00 $3,900.00 THIRTEEN DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS THREE THOUSAND NINE HUNDRED DOLLARS AND NO CENTS :.- 60.0 7• ACHM BINDER COURSE TYPE 2 (3'+4• COURSES) 179 TN $50.00 $8,950.00 FIFTY DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS EIGHT THOUSAND NINE HUNDRED FIFTY DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 61.0 2• ACHM SURFACE COURSE TYPE 2 46 TN $50.00 $2,300.00 FIFTY DOLLARS AND.NO CENTS UNIT BID PRICE WRITTEN IN WORDS TWO THOUSAND THREE HUNDRED DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 62.0 REMOVE & DISPOSE EXISTING STRUCTURES 1 LS . $6,000.00 $6,000.00 SIX THOUSAND DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS SIX THOUSAND DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 63.0 STRAW BALE - EROSION CONTROL 9 EA $10.00 $90.00 TEN DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS NINETY DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 64.0 SANDBAGS AROUND CURB INLETS 23 EA $10.00 $230.00 TEN DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS TWO HUNDRED THIRTY DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 65.0 6• P.V.C. C900 WATERLINE TWENTY DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS TWELVE THOUSAND DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 600 LF $20.00 $12,000.00 CD -24 Copyright (C) 2002 Crafton, Tull Associates, Inc. • Estimated Unit Total Item No. Item Description entity wit Bid Price Bid Amount 66.0 10P.V.C. C900 WATERLINE 200 LF $30.00 $6,000.00 THIRTY DOLLARS AND NO CENTS UNIT BID PRICE W WREN IN WORDS SIX THOUSAND DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS • • 67.0 6' GATE VALVE 5 EA $600.00 $3,000.00 SIX HUNDRED DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN W WORDS THREE THOUSAND DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 68.0 10' GATE VALVE 2 EA $1,200.00 $2,400.00 ONE THOUSAND TWO HUNDRED DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN W WORDS TWO THOUSAND FOUR HUNDRED DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 69.0 6'x6' TAPPING SLEEVE & VALVE 4 EA $2,300.00 $9,200.00 TWO THOUSAND THREE HUNDRED DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS NINE THOUSAND TWO HUNDRED DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 70.0 10x10' TAPPING SLEEVE & VALVE 2 EA $3,500.00 $7,000.00 THREE THOUSAND FIVE HUNDRED DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS SEVEN THOUSAND DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 71.0 DUCTILE IRON MECHANICAL JOINT FITTINGS 1500 LB $4.00 $6,000.00 FOUR DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS SIX THOUSAND DOLLARS AND NO CENTS TOTAL BD PRICE WRITTEN IN WORDS 72.0 CUT. CAP & BLOCK EXISTING 6' WATERLINE 4 EA $200.00 $600.00 TWO HUNDRED DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS EIGHT HUNDRED DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS CD -25 Copyright (C) 2002 Crafton, Tull Associates, Inc. r • Estimated QuanttUt Unit 73.0 CUT, CAP & BLOCK EXISTING 10' WATERLINE FOUR HUNDRED DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS ONE THOUSAND SIX HUNDRED DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS :iV.iu,i.iui,l 4 EA $400.00 $1,600.00 74.0 GRANULAR BACKFILL FOR WATERLINE CROSSINGS 250 TON $13.00 $3,250.00 THIRTEEN DOLLARS AND NO CENTS UNIT BID PRICE WRITTEN IN WORDS THREE THOUSAND TWO HUNDRED FIFTY DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 75.0 S' DUCTILE IRON SEWER MAIN FORTY DOLLARS AND NO CENTS UNIT BD PRICE WRITTEN IN WORDS ONE THOUSAND TWO HUNDRED DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS 76.0 12• SPLIT ENCASEMENT PIPE THIRTY FIVE DOLLARS AND NO CENT • UNIT BID PRICE WRITTEN IN WORDS ONE THOUSAND FIFTY DOLLARS AND NO CENTS TOTAL BID PRICE WRITTEN IN WORDS CD -26 30 LF $40.00 $1,200.00 30 LF $35.00 $1,050.00 Copyright (C) 2002 Crafton, Tull Associates, Inc. C J 5 TOTAL CONTRACT PRICE BIDDER agrees that the Work will be substantially completed within 270 calendar days after the date when the Contract Time commences to run, as provided in Paragraph 2.03 of the General Conditions, and completed and ready for final payment within 300 calendar days after the date Contract Time commences to run, as provided in Paragraph 2.03 of the General Conditions: BIDDER accepts the provisions of the Agreement as to liquidated damages in the event of failure to complete the Work on time. 6. The following documents are attached to and made a condition of this Bid: (a) Bid Schedule (b) Required Bid Security in the form of: • 5% Bid Bond, 5% Cashier's Check. (c) A Tabulation of Subcontractors and other persons and organizations required to be identified in this Bid. (d) Required Bidder Qualification Statement with supporting data. 7. Communications concerning this Bid shall be addressed to: Township Builders, Inc. BIDDER'S NAME P.O. Box 7252, Little Rock, AR 72217 BIDDER'S ADDRESS 501-664-2036 BIDDER'S PHONE NUMBER 8. The terms used in this Bid which are defined in the General Conditions of the. Construction Contract included as part of the Contract Documents have the meanings assigned to•them in the General Conditions. SUBMITTED ON September 25, 2002. • CD -27 Copyright a 2002 Crafton Tull & Associates, Inc. P1 AN INDIVIDUAL N /A • (Individual's Signature) BY (Seal) (Individual's Name Typed) doing business as Business Address: Phone No. A PARTNERSHIP BY J1//H (Seal) (Firm Name)' (General Partner's Signature} (General Partner's Name Typed) Business address:. Phone No. CD -28 Copyright ®.2002 Crafton Tull & Associates, Inc. A CORPORATION C. BY i� f Person Autl (Corporate Seal) Attest Business Address: A JOINT VENTURE (Typed Name) (Address) BY (Signature) (Typed Name) l to Sign) ..• • ..\. 1.1 Y. w J /Y J a u'1F "' . r o • Copyright ® 2002 Crafton Tull & Associates, Inc. License No. 0039640603 • 4P RECEIVED State of Arkansas JUL 15 2002 Contractors Licensing Board TOWNSHIP BUILDERS, INC. PO BOX 7252 LITTLE ROCK , AR 72217-7252 rl is to Certify That TOWNSHIP BUILDERS, INC. is duly licensed under the provisions of Act 150 of the 1965 Acts as amended and is entitled to practice Contracting in the State of Arkansas within the following classification: BUILDING ELECTRICAL HIGHWAY, RAILROAD, AIRPORT CONSTRUCTION MECHANICAL MUNICIPAL & UTII.TTY CONSTRUCTION RESIDENTIAL with the following suggested bid limit from July 12, 2002 until when this Certificate expires. June 30, 2003 Witness our hands of the Board, dated at Little Rock Arkansas SECRETARY July 12, 2002 •. S . zo �\C�k§kk kkkkkkk k . UJ k3 I- Cflt000000 Zcoo--®-- o k§ k� B �rn § kkkkk§K 0. o § O �k}§kkkk k @ I. -Q_ / o § § k jzz o 550. §a. z ulz w z Lk\§ 0 _ IL0. § $Fuiw § o LUkaWLL • oo-omLLWo PJP]H 2i k \\§§\\\/ r as as �a o; °`Q' ° a000000soovo UAe1.�ael��e�no3�..e1� av�aa�rn�e�e3i�+e� � O - 00 N�QNW N pV.-1 pw wtTN l7Q �. r�dNO °Vw w n w ti a0 a0 pTppp O��1H��I,N1� pyNyppp H HfA �H ��illVf - app pp 00 pO �Q MMaNN aJi b.VN}I cr w^y Ne -"n , Vf I H.Egg O ,aE�j"dp°Cz ypy�a C7 R1rT��fA16..UFG7rvd�.' en coo o� a a00 ��axotalUrn 0000www00w 0000 0 OOOOOOOOO0OOOO O en a0 O°OZE+W®Oa opad�znw '�n� � r: • • nnna�l Home Office • Des Moines, Iowa Bond No. BID BOND (NOT VALID IF BID AMOUNT EXCEEDS $ KNOW ALL MEN BY THESE PRESENTS: That we, Township Builders, Inc. Little Rock, AR as Principal, and the EMPLOYERS MUTUAL CASUALTY COMPANY, a corporation organized and existing under the laws of the State of Iowa and authorized to do business in the State of Arkansas , as Surety, are held and firmly bound unto the City of Fayetteville as obligee, in the sum of Five Percent of the Amount Bid DOLLARS, lawful money of the United States of America, to the payment of which sum of money well and truly to be made, the said Principal and Surety bind themselves, their and each of their heirs, executors, administrators, successors and assigns, jointly and severally, by these presents. THE CONDITION OF THIS OBLIGATION IS SUCH, that if the Obligee shall make any award to the Principal for: Cleveland Street Improvements according to the terms of the proposal or bid made by the Principal therefor, and the Principal shall duly make and enter into a contract with the Obligee in accordance with the terms of such proposal or bid and award and shall give bond for the faithful performance thereof, with the EMPLOYERS MUTUAL CASUALTY COMPANY as Surety or with other Surety or Sureties approved by the Obligee; or if the Principal shall, in case of failure so to do, pay to the Obligee the damages which the Obligee may suffer by reason of such failure not exceeding the penalty of this bond, then this obligation shall be null and void; otherwise it shall be and remain in full force and effect. Signed, Sealed and Dated this 25th day of September 20 02 Township Builders, Inc PHndpal Empl yers Mutu Casualty Company Surety By. Tract Hankins Ammeyln-Fed 7007 (1-01) v. • BID BOND KNOW ALL MEN BY THESE PRESENTS, that we, the undersigned, as Principal, and firmly bound unto Owner in the penal sum of as Surety, are hereby held and or the payment of which, well and truly to be made, we hereby jointly and severally bind ourselves, our successors and assigns. Signed this . day of '?° The Condition.of the above obligation is such'that whereas the ,Principal has., submitted to a certain BID, attached hereto and hereby made a part hereof to enter into a contract in writing, for the NOW THEREFORE, (a) If said Bid shall be rejected; or in the alternate, (b) if said Bid shall be accepted and the Principal shall execute and deliver a contract in the form of Contract attached hereto :(properly completed in accordance with said Bid) and shall furnish a bid for his faithful performance of said contract, and for the payment of all persons performing labor or furnishing materials in connection therewith, and shall in all other respect perform the agreement created by the acceptance of said Bid, then this obligation shall be void, otherwise the same shall remain in force and effect; it being expressly understood and agreed that the. liability of the Surety for any and all claims hereunder shall, in no event, exceed the penal amount of this obligation as herein stated. The Surety, for value received, hereby stipulates and agrees that the obligations of said Surety and its bond shall be in no way impaired or affected by any extension of the time within which the Owner may accept such Bid; and said Surety does hereby waive notice of any such. extension. CD -30 Copyright ® 2002 Crafton Tull & Associates, Inc. P. LI IN WITNESS WHEREOF, the principal and the Surety have hereunto set their hands and seals, and such of them as are corporations have caused their corporate seals to be hereto affixed and these presents to be signed by their proper officers, the day and year first set forth above. (L.S.) Principal Surety BY: IMPORTANT.- Surety companies executing bonds must appear on the Treasury Department's most current list (Circular 570 as amended) and be authorized to transact business in the state where the project is located. CD -31 Copyright ® 2002 Crafton Tull & Associates, Inc. • • . CONTRACT THIS AGREEMENT, made and entered into the ____ day of ____ �_ 202, by and between the City of Fayetteville, County of Washington, State of Arkansas, Party of the First Part, hereinafter called the Owner, and Township Builders, Inc. of the City of Little Rock, Arkansas , Party of the Second Part, hereinafter called the Contractor. WITNESSETH THAT: WHEREAS, the Owner has called for bids for the construction 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: the construction of Cleveland Street 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 ONE MILLION NINETY THOUSAND TWO HUNDRED SEVENTY DOLLARS AND NO CENTS dollars. ($1,090,270.00), such sum being the agreed amount upon which 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 Three Hundred (300) calendar days. II CD -32 Copyright a 2002 Crafton Tull & Associates, Inc. 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 sate 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 five hundred dollars ($500.00) 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 CD -33 Copyright ® 2002 Crafton Tull & Associates, Inc. r L • • 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. 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. Township Builders, Inc. *If corporation, secretary should attest. Attest: CD -34 1 CITY OF FAYETTEVILLE, ARKANSAS Copyright a 2002 Crafton Tull & Associates, Inc. uu r'Ma , , r uuenl. Home Office • Des Moines, Iowa Bond No. S293839 PERFORMANCE BOND KNOW ALL MEN BY THESE PRESENTS: That We, Township Builders, Inc. Little Rock, AR (hereinafter called "Principal"), as Principal, and the EMPLOYERS MUTUAL CASUALTY COMPANY, a corporation organized and existing under the laws of the State of Iowa with its principal office in the CITY OF DES MOINES, IOWA, and authorized to transact business in the State of Arkansas as Surety, are held and firmly bound unto of 113 West Mountain Street, Fayetteville, AR 72701 (hereinafter called "Obligee"), in the penal sum of One Million Ninety Thousand Two Hundred Seventy DOLLARS ($ 1,090,270.00 ), good and lawful money of the United States of America, for the payment of which, well and truly to be made, we bind ourselves, our heirs, administrators, executors, successors and assigns, jointly and severally firmly by these presents. A SEALED, with our seals and dated day of f'1)fV u 1A , 20 Qj WHEREAS, the above bounden Principal has entered into a certain written contract with the above named Obligee, dated the _J__ day of NO V o,m 6/ , 20 i1D , providing for the construction or supply of, Cleveland Street Improvements (Hall to Leverett) which contract is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein for the purpose of explaining but not of varying or enlarging the obligation. NOW, THEREFORE, THE CONDITION OF THE ABOVE OBLIGATION IS SUCH, That if the above bounden Principal shall well and truly keep, do and perform, each and every, all and singular, the matters and things in said contract set forth and specified to be by the said Principal kept, done and performed at the time and in the manner in said contract specified, and shall pay over, make good and reimburse to the above named Obligee, all loss and damage which said Obligee may sustain by reason of failure or default on the part of said Principal, then this obligation shall be void; otherwise, to be and remain in full force and effect. PROVIDED, HOWEVER, this bond is executed by the Surety, upon the express condition that no right of action shall accrue upon or by reason hereof, to or for the use or benefit of any one other than the Obligee named herein; and the obligation of the Surety is and shall be construed strictly as one of suretyship only. WITNESS: (If Individual or Finn) 4ATT ST: (If cocorporIuon) Township Builders, Inc Principal ]Seal] Emp yens Mutual Casualty Company rely [Seal] By: ZA Traci Hankins Attorney -in -Fact 7066(3-02) i�j Home Office • Des Moines, Iowa Bond No. S293839 PAYMENT BOND KNOW ALL MEN BY THESE PRESENTS: That We, Township Builders, Inc. Little Rock, AR (hereinafter called "Principal"), as Principal, and the EMPLOYERS MUTUAL CASUALTY COMPANY, a corporation organized and existing under the laws of the State of Iowa and authorized to transact business in the State of Arkansas (hereinafter called "Surety"), as Surety, are held and firmly bound unto the City of Fayetteville 113 West Mountain Street, Fayetteville, AR 72701 (hereinafter called "Obligee"), in the penal sum of One Million Ninety Thousand Two Hundred Seventy & No/1 00 - States of America, for the payment of which, well and truly to be made, we bind ourselves, our heirs, administrators, executors, successors and assigns, jointly and severally, firmly by these presents. DOLLARS, ($ 1,090,270.00 ), good and lawful money of the United SEALED with our seals and dated this _____ day of _____ ____ _ , 20 p3 WHEREAS, the above bounden Principal has entered into a certain written contract with the above named Obligee, dated the � day of A 1py yn 20 � , providing for the construction or supply of, Cleveland Street Improvements (Hall to Leverett) Which contract is hereby referred to and made a part hereof as fully and to the same extent as if copied at length herein. NOW, THEREFORE, IF the Principal shall promptly make payment to all persons supplying labor and material in the prosecution of the work provided for in said contract, then this obligation to be void; otherwise to remain in full force and virtue. SIGNED and sealed this day of JJU-V 2.vn)o,n , 20 Qom_ WITNESS: (If Individual or Finn) ATTE T: (If Corporation) 7067(3-02) Township Builders, Inc Principal [Seal] By: %// iii w �� .lii////.A� Em loyers Mutual Casualty Company rely Traci Hankins Attor ey-in-Fact Insurance Companies „ it. tt r ;: ' P.O. Box 712 • Des Moines, Iowa 50303 " I. ORCERTIFICATE OF AUTHORITY INDIVIDUAL ATTORNEY -IN -FACT OW ALL MEN BY THESE PRESENTS, that: 1. Employers Mutual Casualty Company, an Iowa Corporation 5. Dakota Fire Insurance Company, a North Dakota Corporation 2. EMCASCo.lnsurance Company, an Iowa Corporation 6. EMC Property & Casualty Company, an Iowa Corporation �` tv Unlon,lrisurance Company of Providence, an Iowa Corporation 7. The Hamilton Mutual Insurance Company„an OhtlpGorpor i . t. Itilnold EMCASCQ tnsurance.Co'mpany, an Illinois Corporation ';•, ':•,. p hetegnafter refdrlad to $eve m and collective) as "Corn nies", each does, these presents, make, constitute and f..1 ..., - Pant y Pa by 8ppd(nt '� :..., TIMOTHY P. FARRELL, CAROLYN HUNTER, MICHAEL D. HALTER, TRACI HANKINS, KEVIN BRUICK, RANDY IRVIN, ALFRED L WILLIAMS, CARLA SUE HOLLIS, MARION THOMPSON, CHARLES M. ALLEN, G. ROBERT SMITH, DALE E. TEMPLE, INDIVIDUALLY, LITTLE ROCK, ARKANSAS...................................................................................................................................................... Its We and lawful attorney -in -fact, with fug power and authority conferred to sign, seal, and execute its lawful bonds, undertakings, and other obligatory Instruments of a similar natureas follows: ,.� "IN'AN A ...... NOT,EXCEEDING TEN MILLION DOLLARS........................................................................ „ .. .. ($10,000;000i0o):,• J ,'L • .{ 4" 4J� 1 h ,' t. s. 1. •'•; , J fr;! (I,' ahtl'to b)nd•eatgh Eotnpany therepyas.fully and to the same extent as if such instruments were signed by the duty authorized officers ofeach.such Compmiy; and all;of the exxs of saldrattomey.pursuarittoltte authority hereby given are hereby ratified and confirmed. The authority hereby granted shall expire April 1, 2005 unless sooner revoked. AUTHORITY FOR POWER OF ATTORNEY ),his Power -W -Attorney Is made. and, executed pursuant to and by the authority of the following resolution of the Boards of Directors of,;eachyof the ,Companies at a regular(trlsdiEduled ioeeting of each company duty called and held in 1999: ..:.., . , 5 ,: RESOLVEO:'The President and Cbie(,Executive Officer, any Vice President, the Treasurer and the Secretary of Employers Mutudf Casualty q npany shag havEi power and etttxuity to'(1) appoint attomegs- n fact and authorize them to execute on behalf of each Company and attach the seal of,the Company thereto, tiondg ArM undertakings, recognizances, contracts of indemnity and other writings obligatory in the nature thereof, and (2) to remove any such attorney -In -fact at any time and revoke the power end authority given to him or her. Attorneys -in -fact shall have power and authority, subject to the terms and limitations of the powerof-attorney issued to them, xecute and deliver on behalf of the Company, and to attach the seal of the Company thereto, bonds and undertakings, reoognizances, contacts of indemnity and .r writings obligatory in the nature thereof, and any such instrument executed by any such attorney -in -fad shall be fully and in all respects binding upon the Company. ditthation as. to the validity of any power -of -attorney authorized herein made by an officer of Employers Mutual Casualty Company shall be fully and In all respects binding,.upon..tois Company. The facsimile or mechanically reproduced signature of such officer, whether made heretofore or hereafer,`•whereverappeadng opine cedified copy,bfany poweir.'of itorriay of the Company, shag be valid and binding upon the Company with the same force and affect as though manually affixed °; 'IN WffNESS:WHERE0F, the,Compantes have caused these presents to be signed for each by their officers as shown, and the C ,"ratBsealsto be her9to'afgxed this h. 1st' 'l joyof'' ::Fetiruary 2002. /I .1 Seals ,.•••••r•r, „•••""'r•••. •••'•" •' Bruce G.Kelley C airman J S.Birdsley 'It .o wet, 4 fee CO, �•,, 'PjY 8 �� of Companies S 2 3, 4, 5 & 6; resident Assistant Secretary J.0111*..,a•. ,Arno, s o - yR - 0. =yJ�II\,0.10 �J�,S p•� O j4•0."RR� e + of Company 1; Vice Chairman and ( s z c' 1863 T a n- 1953 CEO of Company 7 , C 9.�HEALr• GN:( , n ;3;'..,, .. •.a a. , ., ,, !yyhlu,l! pit r,YO q,niun•• •I N,11,Myy, .. • pU,n ,,,ruur„r,r . ,uu W'•FCp• �•PE ,pmu, CF •: mnr, ,4��FIMIj" `," `at:'all 004'%Ly, , SEAL ,_' :d: SEAL ?a-' SEAL :J. s %,,a''•rynu„i •, - L puns• •• j "I ••, IOWN '., RIM eME0.\.. •,, OINE9.'�`.•` V. :Er: RUTA KRUMINS Commission Exp. Number 0.8003 My Comm.et. Sept, 30. R003 On this lam day of February AD `N ;^'2D02T • before me•a-' Notary Public in and for the State of Iowa, personally appeared Bruce G. Kelley and Jeffrey S. Birdsley, who, being by me duly sworn, did say that they are, and are known to me to be the Chairman, President Vice Chairman and CEO, andlor Assistant Secretary, respectively, of each of The Companies above; that the seals affixed to this instrument are the seals of said corporations; that said instrument was signed and sealed on behalf of each of the Companies by authority of their respective Boards of Directors; and that the said Bruce G. Kelley and Jeffrey S. Birdsley, as such officers, acknowledge the execution; of said instrument tD;be the, voluntaryactand deed of each of the Companies. •} My Commission Expires September 30, 2003. I!.) ., \.,. • .. \ate Notary Public in and for the State of Iowa CERTIFICATE I, David L. Hixenbaugh, Vice President of the Companies, do hereby certify that the foregoing resolution of the Boards of Directors by each of the npanles, and this Power of Attorney Issued pursuant thereto on February 1. 2002 ,ce_ mTimothy P FatteI Carolyn Hunter, Michael D. Halter, Traci Hankins, Kevin Bruick, Randy Irvin, Alfred L Williams, r' are true and onrrectand are stillm full force and effect. Carla Sue Hollis, Marion Thompson, Charles M. Allen, G. Robert SIr ith Dale E Temple", c; In TestimonyWhereof•1 heve subscribed my name and affixed the facsimile seal of each Company this I day of �/DVo rvr t �r ✓E . , t. l ��,� Vtco•PresWent Township Builders, Inc. (Name of Contractor) P.O. Box 7252, Little Rock, AR 72217 (Address of Contractor) a Corporation hereinafter called (Corporation), (Partnership), or (Individual), Principal, and (Name of Surety) (Address of Surety) hereinafter called Surety, are held and firmly bound unto • City of Fayetteville, Arkansas (Name of Owner) 113 W. Mountain Street, Fayetteville, AR 72701 (Address of Owner) hereinafter called OWNER, in the penal sum of Dollars, ($ ) in lawful money of the United States, for payment of which sum well and truly to. be made, we bind ourselves, and successors, and assigns, jointly and severally, firmly by these presents. THE CONDITION OF THIS OBLIGATION is such that whereas, the Principal entered into a certain Contract with the Owner, dated the J day of �(fo_ __ 20 , a copy of which is hereto attached and made a part hereof for the construction of: Cleveland Street Improvements (Hall Ave. to Leverett) • CD -35 Copyright C 2002 Crafton Tull & Associates, Inc. NOW, THEREFORE, if the Principal shall promptly make payment to all 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 of modification thereof, including all amounts due for materials, lubricants, oil, gasoline, coal and coke, repairs on machinery, equipment and tools, consumed or used in connection with the construction of such work, and all insurance premiums on said work, and for all labor, performed in such work whether by subcontractor or otherwise, 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 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 contractor 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. • CD -36 Copyright © 2002 Crafton Tull & Associates, Inc. IN WITNESS WHEREOF, this instrument is executed in three �• counterparts, each one of which shall be deemed an original, this day of njrnfo,ryLbt• , 20(9`a - ATTEST: (Principal Secretary) (SEAL) (Witness as to Principal) (Address) ATTEST: (Surety) Secretary (SEAL) • Witness as to Surety (Address) .• Fi7 (Principal) (Address) Surety BY Attorney -in -Fact (Address) CD -37 Copyright ® 2002 Crafton Tull & Associates, Inc. NOTE: Date of Bond must not be prior to date of Contract. If �• Contractor is Partnership, all partners should execute bond. • • IMPORTANT: Surety companies executing bonds must appear on the treasury Department'.s most current list (Circular 570 as amended) and be authorized to transact business in the state where the project is located. CD -3S Copyright ® 2002 Crafton Tull & Associates, Inc. • PERFORMANCE BOND 'i ' yti ]1 I Township Builders, Inc. (Name of Contractor) P.O. Box 7252, Little Rock, AR 72217 (Address of Contractor) a Corporation hereinafter Corporation, Partnership, Individual), called Principal, and (Name of Surety) hereinafter called Surety, are held and firmly bound unto City of Fayetteville, Arkansas (Name of Owner) 113 W. Mountain Street, Fayetteville, AR 72701 • (Address of Owner) hereinafter called Owner, in the penal sum of Dollars, ($ in lawful money of the United States, for the payment of which sum well and truly to be made, we bind ourselves, our successors, and assigns, jointly and severally, firmly by these presents. THE CONDITION OF TBIS OBLIGATION is such that whereas, the Principal entered into a certain Contract with the Owner, dated the 1 day of !'Jp'I M6vr , 201p2 , a copy of which is hereto attached and made a part hereof for the construction of: Cleveland Street Improvements (Hall Ave. to Leverett) • CD -39 Copyright O 2002 Crafton Tull & Associates, Inc. NOW, THEREFORE, if the Principal shall well, truly and faithfully perform its l• duties, all the undertakings, covenants, terms, 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 during the one year guarantee period, and if he shall satisfy all claims and demands incurred under such Contract, and shall fully indemnify and save harmless the Owner from all costs and damages 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 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 work to be performed thereunder of 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 0 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. • CD -40 Copyright m 2002 Crafton Tull & Associates, Inc. IN WITNESS WHEREOF, this instrument is executed in three �.• counterparts, each one of which shall be deemed an original, this _____ day of //\IDQM�� , 20O ATTEST: (Principal) BY (Principal (Secretary) (SEAL) (Witness as to Principal) (Address) ATTEST: (Surety) Secretary (SEAL) Witness as to Surety • (Address) Surety BY Attorney -in -Fact. (Address) CD -41 Copyright ® 2002 Crafton Tull & Associates, Inc. NOTE: Date of Bond must not be prior to date of Contract. If !• Contractor is Partnership, all partners should execute bond. • t• IMPORTANT: Surety companies executing bonds must appear on the treasury Department's most current list (Circular 570 as amended) and be authorized to transact business in the state where the project is located. CD -42 Copyright ® 2002 Crafton Tull & Associates, Inc. . I ex�w ev.x• OF / a i •• :. August 29, 2002 Sid Norbash City of Fayetteville/Eng., Div. 113 W. Mountain St Fayetteville, AR 72701 Re: Cleveland Street Improvement Project Fayetteville, Arkansas Washington County Dear Ms. Moody: Please be advised that the Arkansas Prevailing Wage Law shall not be construed to apply to or affect highway, road, street, or bridge construction and maintenance or related work contracted for or performed by ' incorporated towns, cities, counties, or the Arkansas State Highway and Transportation Department Ark: Code Ann. § 22-9-303 (b) (1987). Since your request is for work incidental to a street improvement project, the Prevailing Wage Law would exclude the above -referenced project from coverage and you are under no obligation to obtain a wage determination from this department Please note that you may access a copy of the Prevailing Wage Law and Regulations at www.accessarkansas.orp/labor. If you have any questions, or if I can be of further assistance, please contact me at the above address or call (501) 682-4536. Sincerely, Joyce Morris Prevailing Wage Supervisor PWL-12A • SEP-04-2002 14:58 501 575 8202 97i P.02 Section 100 GENERAL PROJECT REQUIREMENTS: 1. Scope of Work. The work shall be as shown upon the contract drawings and defined within the contract specifications, referenced AHTD Specifications and shall include the furnishing of all materials, equipment, tools, supplies, plant, labor and others as necessary in the construction of work generally as follows: All traffic control, earthwork, water service lines adjustments, sewer lines and sewer service adjustments, sewer manholes, stormwater drainage pipes, stormwater manholes, box culvert, retaining walls, sidewalks, driveways, curbs and gutter, base and surfacing, pavement marking and other construction required for the Cleveland Street Improvement Project as shown in the contract documents. No attempt has been made to segregate work to be performed by any trade or subcontract. Any segregation between the trades or crafts will be solely a matter for agreement between the Contractor, subcontractor, and their respective employees. The Specifications as a whole will govern the construction of the entire work. The applicable provisions will govern work to be performed under each schedule. 2. Referenced AHTD Standard Specifications. The AHTD Standard Specifications contained in the "Standard Specifications for Highway Construction," Edition of 1996, published by the Arkansas State Highway Commission are hereby referenced and made a part of these Specifications. These Specifications are available for inspection in the Engineer's office, or may be obtained from the Arkansas State Highway Department, Little Rock, Arkansas. The AHTD Standard Specifications when referenced in the bid schedule shall be used as the Technical Specifications for this specific project. The Standard "Front-end" specifications, including the Advertisement for Bids, Instructions to Bidders, Bid Proposal, Contract, General Conditions, Supplemental Conditions, Performance and Payment Bonds and Section 100 - "General Project Requirements" shall be as contained and shown in this specific set of Contract documents and specifications. All conflicts and discrepancies shall be resolved in the favor of the Contract Documents and Specifications as written by the City of Fayetteville. Special attention is directed to paragraph 28 - Testing - of this Section 100 for additional requirements for all tests. • Section 100 page 1 3. Sequence of the Work and Contract Time. After the contract bonds and certificates of insurance have been delivered to the Owner, and the contract has been executed, the Owner will issue a Notice to Proceed in accordance with the General Specifications which shall designate the date the contract will commence. The Contractor shall complete the project within three hundred (300) calendar days from the date specified in the Notice to Proceed. The Contractor shall be responsible to submit a schedule of construction, in accordance with Technical Specification section 100.5 "Schedules", which completely and clearly defines the items of work. The Owner may require the Contractor to add to his plant, equipment, or construction forces, as well as increase the working hours, if operations fall behind the approved schedule to an extent that the completion of the work within the specified time appears doubtful. If conditions beyond the control of the Contractor justify, and the Contracting Authority approves an extension of contract time, the Contractor shall revise the construction schedule in accordance with the approved extension. 4. Submittals. • The following submirequired ttals shall be for this specific project: a. Manufacturer's data for all pipe material, fittings, valves and fire hydrants. b. Schedules as noted in paragraph 5 below. c. Asphalt and concrete mix designs for pavements and structures. 5. Schedules. Before work is started, and in accordance with the General and Supplemental Conditions, the Contractor under each schedule shall prepare a detailed schedule of all construction operations that shall not only indicate the sequence of the work, but also the time of starting and completion of each part. The schedule shall be submitted to the Engineer for his approval. For projects with a total estimated costs of up to $100,000.00 the Contractor may submit a schedules) based upon bar charts, narrative or Critical Path Network Diagram. For Projects with a total estimated costs in excess of $100,000.00 the Contractor shall submit the schedule(s) in the form of a Critical Path Method (CPM) Network Diagram. • The contractor shall also be required to submit an updated version of the schedule(s) with each submission of a periodic payment request. Section 100 page 2 6. lands and Rights of Ways. The necessary rights -of -way and easements for the project and to carry out the work along the project will be provided by the City of Fayetteville except for restrictions as noted below. The contractor shall confine his construction operations to the immediate vicinity of the locations shown on the plans and shall use due care in placing construction tools, equipment, excavated materials, and pipeline materials and supplies, so as to cause the least possible damage to property and interference with traffic. The placing of such tools, equipment, and materials shall be subject to the approval of the Engineer. The City of Fayetteville will not be responsible for haul road to and from the right-of-way. The contractor shall not store any material, place any construction material or trench material, place any equipment or activities nor allow any workmen off of the defined construction area. The City of Fayetteville will not provide a materials storage area, a staging area or any other area for use by the contractor except for the actual water line and appurtenance construction. The contractor shall not store any materials upon the streets or within the street right-of-ways or on the utility or water line easements which will not be installed within the same day. The contractor shall not store any materials in any private yard without first furnishing to the Engineer a copy of written permission from the property owner. The Contractor shall be responsible to '• obtain any storage or yard areas the contractor requires. The Contractor shall be responsible for all damage to all property outside of the rights -of -way and easements, and shall make satisfactory settlement for the damage directly with the property owner and tenant involved, as their interests may require. All work performed, and all operations of the Contractor, his employees, or his subcontractors, within the limits of railroad and highway rights -of -way shall be in conformity with the requirements, and be under the control (with the City of Fayetteville), of the railroad or highway authority owning or having jurisdiction over and control of, the right-of-way in each case. All existing fences which interfere with the construction operations shall be maintained by the Contractor until the completion of the work affected thereby, unless written permission is obtained from the City of Fayetteville thereof, to leave an interfering fence dismantled for an agreed period of time. Where fences must be maintained across the right-of-way, adequate gates shall be installed therein. Gates shall be kept closed and locked at all times when not in use, with duplicate keys furnished to the Engineer. Upon completion of the work restore all fences to their purchasing new material and i Temporary gates installed by place with the permission of • All materials used in fence Engineer. Section 100 page 3 across any tract of land, the Contractor shall original or to a better condition and quality, .eplace all materials lost, damaged, or destroyed. the Contractor in any fence line may be left in the property owner and tenant of the property. repairs or replacements shall be approved by the 6 7. Protection and Maintenance of Public and Private Property. The Contractor shall protect, shore, brace, support, and maintain all underground constructions uncovered or otherwise affected by the construction work performed by him. All pavement, surfacing, driveways, curbs, walks, buildings, utility poles, guy wires, and other surface structures affected by construction operations in connection with the performance of the Contract, together with all sod and shrubs in yards and parking removed or otherwise damaged, shall be restored to their original condition as determined and approved by the Engineer. All replacements shall be made with new materials. The Contractor shall be responsible for all damage to streets, roads, highways, shoulders, ditches, embankments, culverts, bridges, or other public or private property or facility, regardless of location of character, which may be caused by moving, hauling, or otherwise transporting equipment, materials, or men to or from the work or any part or site thereof, whether by him or his subcontractors. The Contractor shall make satisfactory and acceptable arrangements with the owner of, or the agency or authority having jurisdiction over, the damaged property or facility concerning its repair or replacement or payment of costs incurred in connection with said damage. All fire hydrants and water control valves shall be kept free from obstruction and available for use at all times. 8. Maintenance of Traffic. The Contractor shall be responsible for the maintenance of traffic. All, work within AHTD right-of-way shall be in conformance with the AHTD permit requirements. The Contractor shall be responsible to provide access to residences adjacent to the project at all times during this project - no exceptions. The contractor shall limit the trenching and pipe installation to the work which can be installed, inspected and properly backfilled within the working day and shall not block any private drives. Open trenches shall not be allowed to remain overnight. The contractor shall provide traffic control personnel and signage as necessary for public safety. 9. Underground Installations and Structures. Unless noted otherwise on the plan documents, pipelines and other existing underground installations and structures in the vicinity of the work to be done hereunder are indicated on the plans according to the best information available to the Engineer. The Engineer and Owner does not guarantee to accuracy of such information. House sewer connections, water and gas services, and other utility lines may not be indicated on the plans. The Contractor shall make every effort to locate all underground pipelines, conduits, and • structures by contacting owner of underground utilities and by prospection in advance of trench excavation. The moving of planned improvements to avoid conflict with existing pipelines and other existing installations and Section 100 page 4 structures in the vicinity of the work to be done for the convenience of the Contractor shall be accomplished at no additional cost to the Owner. 10. Lines and Grades. All work shall be done to the lines, grades, and elevations shown on the plans. The Contractor shall keep the Engineer informed, a reasonable time in advance, of the times and places at which he wishes to work, so that reference points in accordance with General Conditions Article 4.4 may be established, and/or, measurement for record and payment may be made with minimum inconvenience to the Engineer and minimum delay to the Contractor. The Contractor shall furnish, without charge, competent men from his force and such tools, stakes, and other materials as the Engineer may require for restaking and work required to be restaked. The Contractor will not proceed with the work unless there is an accurate grade stake at a maximum distance of 50 feet. Any restaking or other field work deemed excessive by the Engineer will be billed to the contractor at a rate equal to comparable local rates (when performed by the City, or at contract Engineering rates when contracted) and deducted from the contractor's payments. Any work done without- being properly located on grade or off alignment may be ordered removed by the Engineer and replaced at the Contractor's expense. 11. Public Notification I • The Contractor, on the basis of the schedule and progress, shall be required to notify all adjacent property owners a minimum of 48 hours in advance of occupying, storing materials on, or performing work on any right-of-way or easement. All planned interruptions of water service shall be coordinated with the Engineer and the Fayetteville Water Department. A minimum of 72 hours notice shall be required. Service interruptions, if and when allowed by the Engineer, shall be scheduled between 8:00 a.m. and 5:00 p.m. unless specifically approved otherwise. It shall be the responsibility of the Contractor to provide a minimum of 72 hours advance notice to the Engineer, Traffic Department, Police and Fire department prior to cutting or blocking any public street or roadway. 12. Storage of Materials. In general, the Contractor shall be responsible for the all material furnished by him and shall replace at his own expense all such material found defective in manufacture or damaged in handling. This shall include the furnishing of all material and labor required for the replacement of installed material discovered defective prior to final acceptance of the work. The Contractor shall be responsible for the delivery and distribution of • materials at the site. The Contractor shall be responsible for the safe storage of materials furnished by or to him and accepted by him, and intended for the work, until it has been incorporated into the completed and accepted Section 100 page 5 project. All materials shall be at, manufacturer's recommendations. • Materials shall be stored so as to ensure fitness for the Work. When directed by placed upon a wooden platform or other ground, and shall be placed under cover shall not be located so as to impede work )red in strict conformance to the the preservation of their quality and the Engineer, the materials shall be hard clean surfaces and not on the when so directed. Stored materials or inspections. Pipe and accessories shall be loaded and unloaded by lifting with hoists or other equipment so as to avoid shock and damage. Under no circumstances shall material be dropped or dumped. Pipe handled on skidways shall not be skidded or rolled against pipe previously unloaded onto the ground. In distributing pipe material at the site, each piece shall be unloaded opposite or near the place it is to be laid in the trench. The interior of all pipe, fittings and other accessories shall be kept free from dirt and foreign material at all times. Pipe shall be so handled that the coating and lining will not be damaged. However, if any part of the coating or lining is damaged, the repair or replacement shall be made at the Contractor's expense in a manner satisfactory to the Engineer. NOTE: The City of Fayetteville will not provide a materials storage area, a staging area or any other area for use by the contractor. The contractor shall not store any materials upon the streets or within the street right-of-ways or upon the water line and/or utility easements which will not be installed within the same day placed at the street. The contractor shall not store any • materials in any private yard without first furnishing to the Engineer a copy of written permission from the property owner. The Contractor shall be responsible to obtain any storage or yard areas the contractor requires. 13. Saturday, Sunday, Holiday and Nicht Work. All work shall be performed during the normal work hours of the City of Fayetteville Engineering Office, 8:00 a.m. - 5:00 p.m., Monday through Friday. Except in an emergency to protect public health, safety or welfare or to protect existing work, no overtime work no work on Saturday or Sunday,nor work on any legal holiday 5bal 1 be permitted without specific written pre - 14. Monthly Estimates and Payments. Refer to Article 14 of the General Conditions and the associated Supplemental Conditions. 15. Connections to existing Facilities. • Unless otherwise indicated or specified, the Contractor shall provide for all necessary connections to existing utilities such as water, sewer, telephone and electric. In each case, the Contractor shall receive advance permission from Section 100 page 6 utility owner prior to providing for connections. Contractor shall protect facilities against deleterious substances and damages. Connections to existing facilities which are in service shall be thoroughly planned in advance, and all required equipment, materials and labor shall be on hand at the time of undertaking the connections. Work shall proceed continuous (around the clock) as necessary to complete the connections in minimum time. Operation of values or• other appurtenances on existing utilities, when required, shall be by or under the direct supervision of the owning utility. All connections to the water and/or sewer facilities owned by the City of Fayetteville shall be coordinated with and shall be inspected by the City of Fayetteville's Engineering Division and the Water/Sewer Department. 16. Temporary Facilities. (a) Utilities. All water, electricity and other utility services required by the Contractor for operation of Contractor's plant or equipment, or for any other use by the Contractor to conduct or to expedite the work shall be provided by the Contractor at his sole cost and expense. The Contractor shall arrange for service at his discretion from the appropriate utility company, and shall assume liability for all charges until the improvements have been accepted by the Owner. When applicable, the Owner will request the transfer of the service on that date, and assume the liability for charges incurred by the Owner from 46 that date forward. Water to be used to test, flush and place the new water line in service shall be provided by the City of Fayetteville. (b) Sanitary Facilities. The Contractor shall furnish temporary sanitary facilities at the site for the needs of the Construction workers and others performing work or furnishing services on the project. Sanitary facilities shall be of reasonable capacity, properly maintained throughout the construction period, and obscured from public view to the greatest practical extent. If toilets of the chemically -treated type are used, at least one toilet will be furnished for each 20 workers. The Contractor shall enforce the use of such sanitary facilities by all personnel at the site. 17. Operation and Maintenance Data and Manuals. Adequate operation and maintenance information shall be supplied to the Engineer for all equipment requiring maintenance or other special attention. The equipment supplier will prepare an operation and maintenance manual for each type of equipment indicated herein. Parts lists and operating and maintenance instructions shall be furnished for other equipment not listed in the following schedule. iInformation shall be required for: Section 100 page 7 Al]. valves 6 inch and larger, All fire hydrants. 18. Tree and plant protection. No trees or cultured plants shall be cut, trimmed or removed unless clearly shown on the plans or marked by the Engineer. All trees and other vegetation which are so marked and must be removed to perform the work, shall be removed and disposed of by the Contractor. No on -site burning shall be permitted. All protection of trees, trimming and repair of trees and plants shall be performed by qualified nurserymen or horticulturists in accordance with the City of Fayetteville's Ordinance Chapter 162 "TREE PROTECTION AND PRESERVATION". 19. Security. The contractor shall be responsible for protection of the site, and all work, materials, equipment and existing facilities thereon against vandals and other unauthorized persons. Security measures shall be at least equal to those usually provided by the Owner to protect his existing facilities during normal operation, but shall also include such additional security fencing, lighting, barricades, watchman's services and other measures as required to protect the site. No claim shall be made against the Owner by reason of any act of an employee or trespasser, and the Contractor shall make good all damage to Owner's property resulting from Contractor's failure to provide adequate security measures. 20. Safety. The Contractor is further notified and reminded of the presence of children and pedestrians in the general vicinity of the project. The Contractor shall take all measures necessary and as required by the General Conditions (Article 6) to protect the General Public, animals and property from harm due to the construction activities including the project site. 21. Parking. The contractor shall provide and maintain suitable parking areas for the use of the construction workers and others performing work or furnishing services in connection with the project, as required, to avoid any need of parking personal vehicles where they may interfere with the owner's operations or construction activities, or normal traffic operation on public and/or private roads. 22. Dust Control. • The Contractor shall take all reasonable measures to prevent unnecessary dust. Earth surfaces subject to dusting shall be kept moist with water or application Section 100 page 8 1] 6 of an approved chemical dust suppressant shall be covered to prevent blowing. Dusty materials in piles or transit Buildings or operating facilities which may be adversely affected by dust shall be adequately protected. Existing or new machinery, motors, instrument panels or similar equipment shall be protected by suitable dust screens which include adequate ventilation features. 23. Temporary Drainage and Erosion Control Provisions. The Contractor shall provide for the drainage of storm water and such water as may be applied or discharged on the site in the performance of the work. Drainage facilities shall be adequate to prevent damage to the work, the site and adjacent properties. Existing drainage channels and conduits shall be cleaned, enlarged or supplemented as necessary to carry increased runoff attributable to the Contractor's operations.. Temporary dikes shall be constructed as necessary to divert increased runoff from entering adjacent properties (except in natural channels or storm sewers), to protect the Owner's property, facilities and the work, and to direct water into natural channels or conduits. Retention shall be provided as necessary to prevent downstream flooding. The Contractor shall prevent the erosion of soil on the site and adjacent property resulting from the construction activities. Effective measures shall be initiated prior to the commencement of clearing, grading, excavation or other operations that will disturb the natural vegetation or protection. Erosion measures may include hay bales, silt fencing, jute mat, fast growing vegetation, and ponds. Work shall be scheduled on exposed areas subject to erosion for the shortest possible time, and natural vegetation shall be preserved to the greatest extent possible. Temporary storage areas, construction building and access shall be located to minimize erosion. The Contractor shall be responsible for application and acquisition of all necessary permits, including coverage, under the Federal/State NPDES Regulations for Storm Water Management and the City of Fayetteville's Physical Alteration of Land (Grading permit) when applicable. Unless specifically included as separate bid item Cs), all Work necessary for the control of storm water runoff shall be considered as subsidiary to the project and no separate payment shall be made to the Contractor. 24. Pollution Control. The Contractor shall apply with all requirements of the General Conditions and all Federal, State and local laws and regulations governing pollution. Additionally, the Contractor shall prevent the pollution of drains and watercourses by sanitary wastes, sediment debris and other substances resulting from construction activities. No sediment, debris or other substances shall be permitted to enter any sanitary sewers, storm sewer, nor any drain or • watercourse. Section 100 page 9 25. Clean up during construction. During construction, the Contractor shall keep the construction area in a clean, neat and workmen like condition at all times. Pipe, equipment, and all other materials shall be stored and protected in an area away. from the construction activities. As soon as practicable, the area around all structures shall be backfilled, and the entire area maintained in a neat condition. 26. Access. The Contractor shall provide for safe and ready access to the construction activities during working hours or as requested to authorized representatives of the City of Fayetteville and other State or Federal Agencies as required. 27. Construction Observation Inspection. Construction observation and inspection shall be by the Engineer. The Contractor shall note the requirements of a detailed schedule and note all requirements for the scheduling of tests and test requirements as noted in Technical Specification section 100.28 TESTING. The Engineer shall have no responsibility to the Contractor or subcontractor for the supervision of personnel or layout of work. Prior to final acceptance by the City, the project shall be subject to a final inspection by designated representatives of the City of Fayetteville and the Contractor. 28. Testing. The City of Fayetteville shall be responsible for the cost of all equipment, materials, labor, testing procedures and lab work for all tests as outlined in these specifications. The City of Fayetteville shall have the right to approve or reject the 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. If testing results do not meet or exceed the requirements of these specifications, the Contractor shall bear all costs associated with the re -testing required due to poor workmanship. The City of Fayetteville will not be responsible for any costs associated with re -testing. 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. 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 City of Fayetteville Engineering Office. 29. Measurement and Payment. • It is the intent of the proposal and the specifications that the total bid for each schedule, as submitted, shall cover all work shown on the contract Section 100 page 10 drawings and required by the Specifications and other Contract Documents. All costs in connection with the work including furnishing of all materials, equipment, supplies, and appurtenances; providing all construction plant, equipment, and tools; and performing of all necessary labor to fully complete the work, shall be included in the unit and lump sum prices named in the proposal. No item of work that is required by the Contract Documents for the proper and successful completion of the Contract will be paid for outside of or in addition to the prices submitted in the proposal. All work not specifically set forth in the proposal as a pay item shall be considered a subsidiary obligation of the Contractor and all costs in connection therewith shall be included in the prices named in the proposal. The method of measurement and basis of payment for each item as listed in the proposal shall be as stipulated under the item of Work or as specified in Supplementary Conditions (18) Prices to Include and Special Specifications. 30. Explosives. Explosives shall not be allowed for excavation or any other purpose unless a detailed plan for such use is approved in writing by the Engineer, proof of blasting insurance is submitted, and experienced personnel licensed in the State of Arkansas for blasting is utilized. The plan must include as a minimum a pre -blast survey andthe utilization of qualified seismographic procedures. 31. Excavation Safety. The current edition of Occupational Safety and Health Administration Standard for Excavation and Trench Safety Systems, 29 CSR 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 Contractor shall 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. 32. Utility Mix - Slurry mix "digable" backfill aka low strength flowable fill. Where shown on the plans, a "digable" backfill, also called utility mix, shall be used. The. utility mix shall be a low strength concrete mixture that is readily digable with standard equipment. The mixture shall be in the ratio of 3400 lbs sand: 150 lbs cement: 100 lbs flyash. The mixture shall be plant mixed and shall have a compressive strength of 300 psi at 28 days. The design of the mix may be modified if approved in writing by the Engineer. Normal strength concrete shall not be used for utility mix. 33. "Hillside" fill. • "Hillside" fill material, where shown on the plans or in the bid schedule, shall be cherty clay material locally referred to as "hillside". All Section 100 page 11 6 • "hillside" material shall be supplied from off -site location and shall be subject to approval by the Engineer. Compaction of "hillside" shall be as shown on the drawings or as specified in the technical specifications. 34. Disposal of waste materials. The Contractor shall be responsible to disposal of all waste materials of all types and conditions, including excavation materials not specified for reuse as backfill, in compliance with all Federal, State and City of Fayetteville laws, rules and regulations. The Engineer shall have the right to require the Contractor to document the location of the disposal area and provide proof of compliance with all Federal, State and City of Fayetteville laws, rules and regulations for disposal of the materials. 35. Coordination of Work. AHTD Job 040273, MAPLE ST. - HWY. 112S (FAYETTEVILLE) throughout the Cleveland Street Improvement Project. widen Garland Avenue (S.H. 112) in the vicinity of Cleve] the intersection with Cleveland Street. The plans for Improvement Project have been prepared to coordinate the projects to the extent possible. (S), may be on -going %HTD Job 040273 will and Street, including the Cleveland Street improvements of both The Contractor shall coordinate his work with the contractor for AHTD Job 040273 to not interfere with that project. Coordination of work will be necessary with this Contractor and for any other Contractors that have work adjoining this project. The Contractor shall schedule and perform the several operations of construction in such a sequence that work on the facility will progress in an expeditious manner. The Contractor shall furnish the Engineer for approval a plan or schedule of his proposed work in areas where coordination of work with another Contractor will be necessary. He shall keep the Engineer informed or advised of any action or cause that might affect the successful coordination of work and endeavor to minimize delay or inconvenience for any Contractor. End of Section 100 - General Project Requirements Section 100 page 12 This document has important legal consequences; consultation with an attorney is encouraged with respect to its use or modification. This document should be adapted to the particular circumstances of the contemplated Project and the Controlling Law. GENERAL CONDITIONS OF THE CONSTRUCTION CONTRACT Prepared by ENGINEERS JOINT CONTRACT DOCUMENTS COMMITTEE and Issued and Published Jointly By National Society of Professional Engineers AMERICAN CONSULTING ProIesslona/EnglnserstoPrlvalePncgce AMERICAN SOCIETY OF • ENGINEERS COUNCIL CIVIL ENGINEERS PROFESSIONAL ENGINEERS IN PRIVATE PRACTICE a practice division of the NATIONAL SOCIETY OF PROFESSIONAL ENGINEERS I• AMERICAN CONSULTING ENGINEERS COUNCIL AMERICAN SOCIETY OF CIVIL ENGINEERS .. .:.. ay*�, c,��p These General Conditions have been prepared for use with the Owner -Contractor Agreements (No. 1910-8-A-1 or 1910- 8-A-2) (1996 Editions). Their provisions are interrelated and a change in one may necessitate a change in the other. Comments concerning their usage are contained in the EICDC User's Guide (No. 1910-50). For guidance in the preparation of Supplementary Conditions, see Guide to the Preparation of Supplementary Conditions (No. 1910-17) (1996 Edition). EJCDC No. 1910-8 (1996 Edition) • • I• Copyright 01996 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, Now York, NY 10017 00700-2 TABLE OF CONTENTS ARTICLE 1 - DEFINITIONS AND TERMINOLOGY . ............................... . .... 00700 - 6 1.01 Defined Terms...................................................00700-6 1.02 Terminology ...................... . . . . . . . . . . . . . •. . . . . . . . . . . . . . . . . 00700 - 8 ARTICLE 2 - PRELIMINARY MATTERS ............................................ 00700 - 9 2.01 Delivery of Bonds .............................................. •...00700-9 2.02 Copies of Documents...............................................00700-9 2.03 Commencement of Contract Times; Notice to Proceed ... ................... . .. .00700-9. 2.04 Starting the Work ............................................ ' S ... 00700-9 2.05 Before Starting Construction ........................................... 00700 - 9 2.06 Preconstruction Cogference.......................................... 00700 - 10 2.07 Initial Acceptance of Schedules ........................................ 00700 - 10 ARTICLE 3 - CONTRACT DOCUMENTS: INTENT, AMENDING, REUSE .................... 00700-10 3.01 Intent ................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .......... 00700- 10 3.02 Reference Standards .............................................. 00700.10 3.03 Repotting and Resolving Discrepancies ................................... 00700-11 3.04 Amending and�Suupplementing Contract Documents ........................... 00700.11 3.05 Reuse of Documents . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 00700- 11 ARTICLE 4 -AVAILABILITY OF LANDS; SUBSURFACE AND PHYSICAL CONDITIONS; REFERENCE POINNTS. . . . . . . . . . . . . . . . . . 4 4 4 4 . . . . . . . . . . . . . . . . . . . . . . . . 00700-11 4.01 Availability of Lands .'. . . . . . . . •. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 00700-11 4.02 Subsurface and Physical Conditions ..................................... 00700 - 12 4.03 Differing Subsurface or Physical Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 00700#12 4.04 Underground Facilities .............. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 00700-13 4.05 Reference Points . . . . . . . . . . . . . . . . . . . . . . . ......................... 00700-13 • 4.06 Hazardous Environmental Condition at Site ......................... ... 00700 - 14 ARTICLE 5 - BONDS AND INSURANCE ........................................... 00700 - 15 5.01 Performance, Payment, and Other Bonds ................................. 00700 - 15 5.02 Licensed Sureties and Insurers ........................................ 00700 - 15 5.03 Certitcates of Insurance ....... 4 ..... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 00700 - 15 5.04 CONTRACTOR'S Liability Insurance .................................... 00700 - 15 5.05 OWNER'S Liability Insurance ......................................... 00700 - 16 5.06 PropertyInsurance ..................tole . . . . . . . . . . . 4. . . 44 . . . . . . . . 00700-16 5.07 Waiver of Rights .................. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 00700-17 5.08 Receipt and Application of Insurance Proceeds . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 00700-18 5.09 Acceptance of Bonds and Insurance; Option to Replace 1.11, . . . . . . . . . . . . . . . . . . . 00700-18 5.10 Partial Utilization, Ack nowledgmnent of Property Insurer ........................ 00700-18 ARTICLE 6 - CONTRACTOR'S RESPONSIBILITIES .... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 00700 - 18 6.01 Supervision and Superintendence ........ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 00700 - 18 6.02 Labor, Working Hours 4 4 4 4 .......... . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . 00700-19 6.03 Services, Materials, and Equipment ..................................... 00700 - 19 6.04 Progress Schedule . . . . . . . . . . . . . . . . . . . . . . . . .. . . . 4 9 . 4 .. 0 ........... 00700-19 6.05 Substitutes and "Or -Equals" .......................................... 00700 - 19 6.06 Concerning Subcontractors, Suppliers, and Others ............................ 00700-20 6.07 Patent Fees and Royalties ........................................... 00700 - 21 6.08 Permits....................................................... 00700-21 6.09 Laws and Regulations ............... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 00700-22 6.10 Taxes 444.....4... ...4444 .... .. ....... ........................ 00700-22 6.11 Use of Site and Other Areas.....................4.4.................. 00700- 22 6.12 Record Documents ................................................ 00700-22 • 6.13 Safety and Protection .......... 4 4 4 4 ............................... 00700-23 6.14 Safety Representative . . . . . . . . I 4444. ... 4 S IS I I4II II I......... 00700-23 6.15 Hazard Communication Programs ............................. 4 ........ 00700 - 23 00700-3 6.16 Emergencies 4 . . 4 . . . 0 . 4 . . . . . •. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 00700-23 6.17 Shop Drawings and Samples ........................... .............. 00700 23 6.18 Continuing the Work . . . . . . . . . . . . . . . . . . . . .............. 00700 - 24 6.19 C�O��N7RACTOR's General Warranty and Guarantee ........................... 00700 - 25 I6.20 ndemnifncation . . . . . . . . . . . •. . . . . . . . . . . . . . . . . . . . . . . . . . . •. . . . . . . . . . 00700-25 ARTICLH7-OTHER WORK .................. .................................00700-26 7.01 Related Work at Site ............................................... 00700-26 7.02 Coordination .................... . . . . . 0 . . . . 0 . . . . . . . . •. . •. . . . .. . 007C)0-26 ARTICLE 8 - OWNER'S RESPONSIBILITIES ........................................ 00700 - 26 8.01 Communications to Contractor ........................................ 00700 - 26 8.02 Replacement of ENGINEER .......................................... 00700 - 26 8.03 Fhrnish Data ................................................... 00700-26 8.04 Pay Promptly When Due ............................................ 00700-26 8.05 Land�s.and Easements; Reports and Tests ............................. ... 00700 - 26 8.06 Inns. /u..rance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . •. . 00700 27 8.07 Change Order.4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 'I . . . . . . . . . . . . . . •. . 00700-27 8.08 Inspecctions, Tests, and Approvals ....... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 00700 - 27 8.09 Limitations on OWNER's Responsibilities .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 . 00700-27 8.10 Undisclosed HazardousEnvironmentai Condition ...................... 0 ..... 00700-27 8.11 Evidence of Financial Arrangements ..................................... 00700.27 ARTICLE 9 - ENGINEER'S STATUS DURING CONSTRUCTION ........................... 00700-27 9.01 OWNER'S Representative ............ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 00700 - 27 9.02 Visits to Site .................................................... 00700-27 9.03 ProjectRepresentative .............. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 00700 _7 9.04 Clar{/rcatlons and Interpretations ...................................... 00700 - 28 9.05 Authorized Variations in Work ........................................ 00700 - 28 9.06 Rejecting Defective Work ............................................ 00700-28 9.07 Shop Drawings, Change Orders and Payments . . . . . . . . . . . . . . . . . . 4 . . . . . . . . . . . 00700 - 28 9.08 Determinations for Unit Price Work ..................................... 00700 - 28 9.09 Decisions on Requirements of Contract Documents and Acceptability of Work .......... 00700-28 9.10 Limitations on ENGINEER's Authority and Responsibilities ...................... 00700 - 28 ARTICLE 10 - CHANGES IN THE WORK; CLAIMS ................................... 00700 - 29 10.01 Authorized Changes in the Work ....................................... 00700 - 29 10.02 Unauthorized Changes in the Work ..................................... 00700 - 29 10.03 Rrecution of Change Orders .......................................... 00700 - 29 10.04 Notlf?cation to Surety ............................................ 0070I-29 10.05 Claims anus Disputes .................. 0 ....................... .... 00700-30 ARTICLE 11 - COST OF THE WORK; CASH ALLOWANCES; UNIT PRICE WORK ........ . ..... 00700-30 11.01 Cost of the Work ........................................... I ..... 00700-30 11.02 Cash Allowances ........................... 4 . . . . . . . . . . 0 1 . 1 . . . 55 . . 00700-32 11.03 Unit Price Work ..................4444........................... 00700 -32 ARTICLE 12 - CHANGE OF CONTRACT PRICE; CHANGE OF CONTRACT TIMES ............. 00700-33 12.01 Change of Contract Price ......................................... . 00700 - 33 12.02 Change of Contract Times .......................................... 1 00700-33 12.03 Delays Beyond COAMUCTOR is Control ................................. 00700 - 33 12.04 Delays Within CONIRACT OR's Control .................................. 00700 - 34 12.05 Delays Beyoon�d OWNER's anal CONTR4CTOR's Control . . . . . .. . . . . . . . . . . . . . .. .. 00700-34 12.06 Deiay Damroes . . . . . . . . . . . . . . . . . . . . . . . . . . . S• 554S . . 455I . . . . •. . . . . . . . . . 00700 - 34 ARTICLE 13 - TESTS AND INSPECTIONS; CORRECTION, REMOVAL OR ACCEPTANCE OF DEFECTIVE WORK ............................................... 00700-34 13.01 Notice of Defects ..................................... 0 ......... 00d700_34. 13.02 Access to Work . . . . . . . . . . . . . . . . . . . . . . . . . . . 55 . . . . . . . . . •. . . . . . . . . . . 00700-34 13.03 Tests and Inspections ............................ 0 ... 1 . 1 1 ...... 1 ... 00700-34 • 13.04 Uncovering Work ........................ : : 4444 4444 00700_35 13.05 OWNER May Stop the Work .................• .......... 00700 - 35 13.06 Correction or Removal of Defective Work . . . . . . 0 . . . . . . . . 4 . . . . 4 . . . . . . . . . . . . 00700 35 00700-4 13.07 Correction Period ....................................... U ...... 00700 35 13.08 Acceptance of Defective Work ......................................... 00700 - 36 (• 13.09 OWNER May Correct Defective Work ....................................00700 - 36 ARTICLE 14 - PAYMENTS TO CONTRACTOR AND COMPLETION ................ . . ... . . . 00700-36 14.01 Schedule of Values ....... . .............................. .... 00700-36 14.02 Progress Payments „ 1 1 . 1 .. 1 ................................. •... • , . 00700 - 37 14.03 CONTRACTOR's Warranty of Title ........... . . ......................... 00700 - 38 14.04 Substantial Completion ............................................. 00700- 38 14.05 Partial Utilization .................................... . ........... 00700-39 14.06 Final Inspection ................................................. 00700.39 14.07 Final Payment .................... ' I ........................... 00700- 39 14.08 Final Completion Delayed ........................................... 00700 - 40 14.09 Waiver of Claims ........................................... 00700- 40 ARTICLE 15 - SUSPENSION OF WORK AND TERMINATION .. .........00700-40 15.01 OWNER May Suspend Work ......................................... . 00700 - 40 15.02 OWNER May Terminate for Cause ...................................... 00700 - 40 15.03 OWNER May Terminate For Convenience ..................... 1 ......... 1 . 00700 - 41 15.04 CONTRACTOR May Stop Work or Terminate . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . 00700-41 ARTICLE 16 - DISPUTE RESOLUTION ............................................ 00700 - 41 16.01 Methods and Procedures ............................................ 00'100 - 41 ARTICLE 17 -MISCELLANEOUS ............................................. ..00700-42 17.01 Giving Non'ce............................................ ... • .. 00700-42 17.02 Computation of Times . . ....................... . .................... 00700 - 42 17.03 Cumulative Remedies .............................................. 00700 - 42 17.04 Survival of Obligations ..................................... ... ... 00700 - 42 17.05 Controlling law ................................................. 00700- 42 S H i • 6 i GENERAL CONDITIONS ARTICLE 1- DEFINITIONS AND TERMINOLOGY 1.01 Defined Terms A. Wherever used in the Contract Documents and printed with initial or all capital letters, the terms listed below will have the meanings Indicated which are applicable to both the singular and plural thereof. 1. Addenda —Written or graphic instruments issued prior to the opening of Bids which clarify, correct, or change the Bidding Requirements or the Contract Documents. 2. Agreement —The written instrument which is evidence of the agreement between OWNER and CONTRACTOR covering the Work. I I II I I • 1r v I 1 1 L:Ie 1 • ' 1 1 1 I• I' 1• 1t4t 1: 1 111 11U.1 111 11 11"1 :111 1 •11: • 1 1 1 q 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. 5. Bid --The offer or proposal of a bidder submitted on the prescribed form setting forth the prices for the Work to be performed. 6. Bidding Documents —The Bidding Requirements and the proposed Contract Documents (including all Addenda Issued prior to receipt of Bids). 7. Bidding Requirements —The Advertisement or Invitation to Bid, Instructions to Bidders, Bid security form, if any, and the Bid form with any supplements. 8. Bonds —Performance and payment bonds and other instruments of security. 9. Change Order —A document recommended by ENGINEER 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. 10. Claim —A demand or assertion by OWNER or CONTRACTOR seeking an adjustment of Contract Price or Contract Times, or both, or other relief with respect to the terms of the Contract. A demand for money or services by a third party is not a Claim. 11. Contract —The entire and integrated written agreement between the OWNER and CONTRACTOR concerning the Work. The Contract supersedes prior negotiations, representations, or agreements, whether written or oral. .. 1 1 '1 11 .1 1 •,' 1 . 1- . 1. 11 1 L 1"- 11 - 1 . 1 1 .. • 1 . 1 • ___ 1• n 1. 1 1 1 • 1. 1. 1 1 1. : 1 1• 1 •.' : 1 ti • 1 11 1: 1. 1 11 ,, 1 • 1 • 1 1 • .11 1•• • • '11• Jill II I !1 - ' 11 " 1 • 1 1 1 1 11 1 1 11 • • • • 1 ' ii. • . u • :. • • 1 : • 1 4 -11-, .• . 1 1.. II..!!IJ 1: 1. 1L .. :11 1 1 . :.1 .1 ..1 1..' I 1.. 1•-I . 1.. I ii :.1 . .: 11 . 1 '. , . • :' • •' .. • I I • I 1. . 13. 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 11.03 in the case of Unit Price Work). 14. Contract TTmes—The number of days or the dates stated in the Agreement to: (i) achieve Substantial Completion; and (ii) complete the Work so that it is ready for final payment as evidenced by ENGINEER's written recommendation of final payment. 15. CONTRACTOR —The individual or entity with whom OWNER has entered into the Agreement. I r S L 16. Cost of the Work —See paragraph 11.01,A for definition. 17. Drawings —That part of the Contract Documents prepared or approved by ENGINEER which graphically shows the scope, extent, and character of the Work to be performed by CONTRACTOR. Shop Drawings and other CONTRACTOR submittals are not Drawings as so defined. 18. 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 parties to sign and deliver. 19. ENGINEER —The individual or entity named as such in the Agreement. 20. ENGINEER's Consultant —An individual or entity having a contract with ENGINEER to furnish services as ENGINEER's independent professional associate or consultant with respect to the Project and who is Identified as such in the Supplementary Conditions. 21. Field Order —A written order issued by ENGI- NEER which requires minor changes in the Work but which does not involve a change in the Contract Price or the Contract Times.. 22. General Requirements —Sections of Division 1 of the Specifications. The General Requirements pertain to all sections of the Specifications. 23. Hazardous Environmental Condition —The presence at the Site of Asbestos, PCBs, Petroleum, Hazardous Waste, or Radioactive Material in such quantities or circumstances that may present a substantial danger to persons or property exposed thereto in connection with the Work. 24. 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. 25. 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. 26. Liens —Charges, security interests, or encumbrances upon Project funds, real property, or personal property. 00700-7 27. Milestone —A principal event specified in the Contract Documents relating to an intermediate comple- tion date or time prior to Substantial Completion of all the Work. 28. Notice of Award —The written notice by OWNER to the apparent successful bidder stating that upon timely compliance by the apparent successful bidder with the conditions precedent listed therein, OWNER will sign and deliver the Agreement. 29. Notice to Proceed —A written notice given by OWNER to CONTRACTOR fixing the date on which the Contract Times will commence to run and on which CONTRACTOR shall start to perform the Work under the Contract Documents. 30. OWNER —The individual, entity, public body, or authority with whom CONTRACTOR has entered into the Agreement and for whom the Work is to be performed. 31. 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. 32. PCBs --Polychlorinated biphenyls. 33. 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 Waste and crude oils. 34. Project —The total construction of which the Work to be performed under the Contract Documents may be the whole, or a part as may be indicated elsewhere in the Contract Documents. 35. Project Manual —The bound documentary information prepared for bidding and constructing the Work. A listing of the contents of the Project Manual, which may be bound in one or more volumes, is contained in the table(s) of contents. 36. 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. 37. Resident Project Representative —The authorized representative of ENGINEER who may be assigned to the Site or any part thereof. C 38. 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. 39. Shop Drawings —All drawings, diagrams, illustra- tions, schedules, and other data or information which are specifically prepared or assembled by or for CON- TRACTOR and submitted by CONTRACTOR to illustrate some portion of the Work. 40. Site —Lands or areas indicated in the Contract Documents as being furnished by OWNER upon which the Work is to be performed; including rights -of -way and easements for access thereto, and such other lands furnished by OWNER which are designated for the use of CONTRACTOR. 41. Specifications —That part of the Contract Documents consisting of written technical descriptions of materials, equipment, systems, standards, and workmanship as applied to the Work and certain administrative details applicable thereto. 42. Subcontractor —An individual or entity having a direct contract with CONTRACTOR or with any other Subcontractor for the performance of a part of the Work at the Site. 43. Substantial Completion --The time at which the Work (or a specified part thereof) has progressed to the point where, in the opinion of ENGINEER, the Work (or a specified part thereof) is sufficiently complete, in accordance with the Contract Documents, so that the Work (or a specified part thereof) can be utilized for the purposes for which it is intended. The terms "substantially complete" and "substantially completed" as applied to all or part of the Work refer to Substantial Completion thereof. 44. Supplementary Conditions --That part of the Contract Documents which amends or supplements these General Conditions. 45. Supplier —A manufacturer, fabricator, supplier, distributor, materlalman, or vendor having a direct contract with CONTRACTOR or with any Subcontractor to furnish materials or equipment to be incorporated in the Work by CONTRACTOR or any Subcontractor. 46. Underground Facilities —All underground pipelines, conduits, ducts, cables, wires, manholes, vaults, tanks, tunnels, or other such facilities or attachments, and any encasements containing such facilities, including those that convey electricity, gases, steam, liquid petroleum products, telephone or other communications, cable television, water, wastewater, storm water, other liquids or chemicals, or traffic or other control systems. 47. Unit Price Work —Work to be paid for on the basis of unit prices. 48. Work —The entire completed construction or the various separately identifiable parts thereof required to be provided under the Contract Documents. Work includes and is the result of performing or providing all labor, services, and documentation necessary to produce such construction, and furnishing, installing, and incorporating all materials and equipment into such construction, all as required by the Contract Documents. 49. Work Change Directive —A written statement to CONTRACTOR 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 subsurface or physical conditions under which the Work Is to be performed or to emergencies. A Work Change Directive will not change the Contract Price or the Contract Times but is evidence that the parties expect that the change ordered or documented by a Work Change Directive 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. 50. Written Amendment --A written statement modifying 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 Documents. 1.02 Terminology A. Intent of Certain Terms or Adjectives 1. Whenever in the Contract Documents the terms "as allowed," "as approved," or terms of like effect or import are used, or the adjectives "reasonable," "suitable," "acceptable," "proper," "satisfactory," or adjectives of like effect or import are used to describe an action or determination of ENGINEER as to the Work, it is intended that such action or determination 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 e� n use of any such term or adjective shall not be effective to assign to ENGINEER any duty or authority to supervise or direct the performance of the Work or any duty or authority to undertake responsibility contrary to the provisions of paragraph 9.10 or any other provision of the Contract Documents. B. Day 1. The word "day" shall constitute a calendar day of 24 hours measured from midnight to the next midnight. C. Defective 1. The word "defective," when modifying the word "Work," refers to Work that Is unsatisfactory, faulty, or deficient in that It does not conform to the Contract Documents 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 ENGINEER's recommendation of final payment (unless responsibility for the protection thereof has been assumed by OWNER at Substantial Completion in accor- dance with paragraph 14.04 or 14.05). D. Finnish, Install, Perform, Provide 1. The word "furnish," when used in connection with services, materials, or equipment, shall mean to supply and deliver said services, materials, or equipment to the Site (or some other specified location) ready for use or Installation and in usable or operable condition. 2. The word "install," when used in connection with services, materials, or equipment, shall mean to put into use or place in final position said services, materials, or equipment complete and ready for intended use. 3. The words "perform" or "provide," when used In connection with services, materials, or equipment, shall mean to furnish and install said services, materials, or equipment complete and ready for intended use. 4. When "furnish," "install," "perform," or "pro- vide" Is not used in connection with services, materials, or equipment in a context clearly requiring an obligation of CONTRACTOR, "provide" is implied. E. Unless stated otherwise in the Contract Documents, words or phrases which have a well-known technical or construction industry or trade meaning are used in the Contract Documents in accordance with such recognized meaning. 2.01 Delivery of Bonds A. When CONTRACTOR delivers the executed Agreements to OWNER, CONTRACTOR shall also -deliver to OWNER such Bonds as CONTRACTOR may be required to furnish. 2.02 Copies of Documents A. OWNER shall furnish to CONTRACTOR up to ten copies of the Contract Documents. Additional copies will be furnished upon request at the cost of reproduction. 2.03 Commencement of Contract Times; Notice to Proceed A. The Contract Times will commence to run on the thirtieth day after the Effective Date of the Agreement or, if a Notice to Proceed is given, on the day indicated in the Noticeto Proceed. A Notice to Proceed may be given at any time within 30 days after the Effective Date of the Agreement. In no event will the 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. 2.04 Starting the Work A. CONTRACTOR shell start to perform the Work on the date when the Contract Times commence to run. No Work shall be done at the Site prior tote date on which the Contract Times commence to run. 2.05 Before Starting Construction A. CONIRACTOR's Review of Contract Documents: Before undertaking each part of the Work, CONTRACTOR shall carefully study and compare the Contract Documents and check and verify pertinent figures therein and all applicable field measurements. CONTRACTOR shall promptly report in writing to ENGINEER any conflict, error, ambiguity, or discrepancy which CONTRACTOR 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. Documents unless CONTRACTOR knew or reasonably should have known thereof. B. Preliminary Schedules: Within ten days after the Effective Date of the Agreement (unless otherwise specified try �� r 6 C In the General Requirements), CONTRACTOR shall submit to ENGINEER for its timely review: 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. a preliminary schedule of Shop Drawing and Sample submittals which will list each required submittal and the times for submitting, reviewing, and processing such submittal; and 3. a preliminary schedule of values, for all of the Work which includes quantities and prices of items which when added together equal the Contract Price and subdi- vides the Work into component parts in sufficient detail to serve as the basis for progress payments during performance of the Work. Such prices will include an appropriate amount of overhead and profit applicable to each item of Work. C. Evidence of Insurance: 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 Conditions, certificates of insurance (and other evidence of insurance which either of them or any additional insured may reasonably request) which CONTRACTOR and OWNER respectively are required to purchase and maintain in accordance with Article 5. 2.06 Preconstntctlon Conference A. Within 20 days after the Contract Times start to run, but before any Work at the Site is started, a conference attended by CONTRACTOR, ENGINEER, and others as appropriate will be held to establish a working understanding among the parties as to the Work and to discuss the schedules referred to in paragraph 2.05.B, procedures for handling Shop Drawings and other submittals, processing Applications for Payment, and maintaining required records. 2.07 Initial Acceptance of Schedules A. Unless otherwise provided in the Contract Docu- ments, at least ten days before submission of the first Application for Payment a conference attended by CON- TRACTOR. ENGINEER, and others as appropriate will be held to review for acceptability to ENGINEER as provided below the schedules submitted in accordance with paragraph 2.05.B. CONTRACTOR 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 acceptable schedules are submitted to ENGINEER. 1. The progress schedule will be acceptable to ENGINEER if it provides an orderly progression of the Work to completion within any specified Milestones and the Contract Times. Such acceptance will not impose on ENGINEER responsibility for the progress schedule, for sequencing, scheduling, or progress of the Work nor interfere with or relieve CONTRACTOR from CONTRACTOR's full responsibility therefor. 2. CONTRACTOR'S schedule of Shop Drawing and Sample submittals will be acceptable to ENGINEER if it provides a workable arrangement for reviewing and processing the required submittals. 3. CONTRACTOR's schedule of values will be acceptable to ENGINEER as to form and substance if it provides a reasonable allocation of the Contract Price to component parts of the Work. ARTICLE 3 -CONTRACT DOCUMENTS: INTENT, AMENDING, REUSE 3.01 Intent B. It Is the intent of the Contract Documents to describe a functionally complete Project (or part thereof) to be constructed in accordance with the Contract Documents. Any labor, documentation, services, materials, or equipment that may reasonably be inferred from the Contract Docu- ments or from prevailing custom or trade usage as being required to produce the intended result will be provided whether or not specifically called for at no additional cost to OWNER. C. Clarifications and Interpretations of the Contract Documents shall be issued by ENGINEER as provided in Article 9. 3.02 Reference Standards A. Standards, Specifications, Codes, Laws, and Regulations 1. Reference to standards, specifications, manuals, or codes of any technical society, organization, or association, or to Laws or Regulations, whether such reference be specific or by implication, shall mean the standard, specification, manual, code, or Laws or Regula- tions in effect at the time of opening of Bids (or on the Effective Date of the Agreement if there were no Bids), 00700-10 r i• except as may be otherwise specifically stated in the 3.04 Amending and Supplementing Contract Documents Contract Documents. 2. No provision of any such standard, specification, manual or code, or any instruction of a Supplier shall be effective to change the duties or responsibilities of OWNER, CONTRACTOR, or ENGINEER, or any of their subcontractors, consultants, agents, or employees from those set forth in the Contract Documents, nor shall any such provision or Instruction 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 performance of the Work or any duty or authority to undertake responsibility inconsistent with the provisions of the Contract Documents. 3.03 Reporting and Resolving Discrepancies A. Reporting Discrepancies B. Resolving Discrepancies 1. Except as maybe otherwise specifically stated in the Contract Documents, 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: a. the provisions of any standard, specification, manual, code, or instruction (whether or not specifi- cally Incorporated by reference in the Contract Documents); or b. the provisions of any Laws or Regulations 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). A. 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: (i) a Written Amendment; (ii) a Change Order; or (iii) a Work Change Directive. B. The requirements of the Contract Documents may be supplemented, and minor variations and deviations in the Work may be authorized, by one or more of the following ways: (i) a Field Order; (ii) ENGINEER'S approval of a Shop Drawing or Sample; or (iii) ENGINEER's written interpretation or clarification. 3.05 Reuse of Documents A. CONTRACTOR and any Subcontractor or Supplier or other Individual or entity 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 of the Drawings, Specifications, or other documents (or copies of any thereof) prepared by or bearing the seal of ENGINEER or ENGINEER's Consultant, including electronic media editions; and (ii) shall not reuse any of such Drawings, Specifications, other documents, or copies thereof on extensions of the Project or any other project without written consent of OWNER and ENGINEER and specific. written verification or adaption by ENGINEER. This prohibition will survive final payment, completion, and acceptance of the Work, or termination or completion of the Contract. Nothing herein shall preclude CONTRACTOR from retaining copies of the Contract Documents for record purposes. ARTICLE 4- AVAILABILITY OF LANDS; SUBSURFACE AND PHYSICAL CONDITIONS; REFERENCE POINTS 4.01 Availability of Lands A. OWNER shall furnish the Site. OWNER shall notify CONTRACTOR of any encumbrances or restrictions not of general application but specifically related to use of the Site with which CONTRACTOR must comply in performing the Work. OWNER will obtain in a timely manner and pay for easements for permanent structures or permanent changes in existing facilities. If CONTRACTOR and OWNER are unable to agree on entitlement to or on the amount or extent, if any, of any adjustment in the Contract Price or Contract Times, or both, as a result of any delay in OWNER's furnishing the Site, CONTRACTOR may make a Claim therefor as provided in paragraph 10.05. 00700-11 • S B. Upon reasonable written request, OWNER shall furnish CONTRACTOR with a current 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 or construction lien against such lands in accordance with applicable Laws and Regulations. ,, • .�L. , ,: .. 4.02 Subsurface and Physical Conditions A. Reports and Drawings: The Supplementary Conditions identify: , tl is -, , -,. • 4 ,• ,: ,,,. 2. those drawings of physical conditions in or relating to existing surface or subsurface structures at or contiguous to the Site (except Underground Facilities) that ENGINEER has used in preparing the Contract Documents, B. Limited Reliance by CONTRACTOR on Technical Data Authorized: 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 Supplementary Conditions. Except for such reliance on such "technical data," CONTRACTOR may not rely upon or make any Claim against OWNER, ENGINEER, or any of ENGINEER's Consultants with respect to: 1. the completeness of such reports and drawings for CONTRACTOR's purposes, including, but not limited to, any aspects of the means, methods, techniques, sequences, and procedures of construction to be employed by CONTRACTOR, and safety precautions and programs incident thereto; or 2. other data, interpretations, opinions, and information contained in such reports or shown or indicated in such drawings; or 3. any CONTRACTOR interpretation of or conclusion drawn from any "technical data" or any such other data, Interpretations, opinions, or information. 4.03 Differing Subsurface or Physical Conditions A. Notice: If CONTRACTOR believes that any subsur- face or physical condition at or contiguous to the Site that is uncovered or revealed either: 1. is of such a nature as to establish that any "technical data" on which CONTRACTOR is entitled to rely as provided in paragraph 4.02 is materially inaccurate; or 2. is of such a nature as to require a change In the Contract Documents; or PiTt 4, is of an unusual nature, and differs materially from conditions ordinarily encountered and generally recognized 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 the subsurface or physical conditions or performing any Work in connection therewith (except in an emergency as required by paragraph 6.16.A), notify OWNER and ENGINEER in writing about such condition. CONTRACTOR shall not further disturb such condition or perform any Work in connection therewith (except as aforesaid) until receipt of written order to do so. B. ENGINEER's Review: After receipt of written notice as required by paragraph 4.03.A, ENGINEER will promptly review the pertinent condition, determine the necessity of OWNER's obtaining additional exploration or tests with respect thereto, and advise OWNER in writing (with a copy to CONTRACTOR) of ENGINEER's findings and conclusions. C. Possible Price and Times Adjustments 1. The Contract Price or the Contract Times, or both, will be equitably adjusted to the extent that the existence of such differing subsurface or physical condition causes an increase or decrease in CONTRACTOR's cost of, or time required for, perfor- mance of the Work; subject, however, to the following: a. such condition must meet any one or more of the categories described in paragraph 4.03.A; and b. 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 9.08 and 11.03. 00700-12 C 2. CONTRACTOR shall not be entitled to any adjustment in the Contract Price or Contract Times if: a. 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 b. the existence of such condition could reasonably 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 CON- TRACTOR prior to CONTRACTOR's making such final commitment; or c. CONTRACTOR failed to give the written notice within the time and as required by paragraph 4.03.A. 3. If OWNER and CONTRACTOR are unable to agree on entitlement to or on the amount or extent, if any, of any adjustment in the Contract Price or Contract Times, or both, a Claim may be made therefor as provided In paragraph 10.05. However, OWNER, ENGINEER, and ENGINEER's Consultants shall not be liable to CONTRACTOR for say claims, costs, losses, or 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) sustained by CONTRACTOR on or in connection with any other project or anticipated project. 4.04 Underground Facilities A. Shown or lhdicated: 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 information and data furnished to OWNER or ENGINEER by the owners of such Underground Facilities, including OWNER, or by others. Unless it is otherwise expressly provided in the Supplementary Conditions: 1. OWNER and ENGINEER shall not be responsible for the accuracy or completeness of any such information or data; and 2. the 'cost of all of the following will be included in the Contract Price, and CONTRACTOR shall have full responsibility for: b. locating all Underground Facilities shown or indicated in the Contract Documents, c. coordination of the Work with the owners of such Underground Facilities, including OWNER, during construction, and d. the safety and protection of all such,Under- ground Facilities and repairing any damage thereto resulting from the Work. B. Not Shown or Indicated 1. If an Underground Facility is uncovered or revealed at or contiguous to the Site which was not shown or indicated, or not shown or indicated with reasonable accuracy in the Contract Documents, 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 required by paragraph 6.16.A), 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 or location of the Underground Facility. During. such time, CONTRACTOR shall be responsible for the safety and. protection of such Underground Facility. 2. If ENGINEER concludes that a change in the Contract Documents is required, a . Work Change Directive or a Change Order will be issued to reflect and document such consequences. An equitable adjustment shall be made in the Contract Price of Contract Times, or both, to the extent that they are attributable to the existence or location of any Underground Facility that was not shown or indicated or not shown or indicated with reasonable accuracy in the Contract Documents and that CONTRACTOR 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 entitlement to or on the amount or extent, if any, of any such adjustment in Contract Price or Contract Times, OWNER or CONTRACTOR may make a Claim therefor as provided in paragraph 10.05. 4.05 Reference Points A. OWNER shall provide engineering surveys to establish reference points for construction which in ENGINEER's judgment are necessary to enable CON- TRACTOR to proceed with the Work. CONTRACTOR shall be responsible for laying out the Work, shall protect and preserve the established reference points and property r 1• • monuments, and shall make no changes or relocations without the prior written approval of OWNER. CONTRACTOR shall report to ENGINEER whenever any reference point or property monument Is lost or destroyed or requires relocation because of necessary changes in grades or locations, and shall be responsible for the accurate replacement or relocation of such reference points or property monuments by professionally qualified personnel. 4.06 Hazardous Environmental Condition at Site A. Reports and Drawings: Reference is made to the Supplementary Conditions for the identification of those reports and drawings relating to a Hazardous Environmental Condition identified at the Site, if any, that have been utilized by the ENGINEER in the preparation of the Contract Documents. B. Limited Reliance by CONTRACTOR on Technical Data Authorized: 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 Supplementary Conditions. Except for such reliance on such "technical data," CONTRACTOR may not rely upon or make any Claim against OWNER, ENGINEER or any of ENGINEER's Consultants with respect to: • 1. the completeness of such reports and drawings for CONTRACTOR's purposes, including, but not limited to, any aspects of the means, methods, techniques, sequences and procedures of construction to be employed by CONTRACTOR and safety precautions and programs incident thereto; or 2. other data, interpretations, opinions and information contained in such reports or shown or indicated in such drawings; or 3. any CONTRACTOR interpretation of or conclusion drawn from any "technical data" or any such other data, Interpretations, opinions or information. C. CONTRACTOR shall not be responsible for any Hazardous Environmental Condition uncovered or revealed at the Site which was not shown or indicated in Drawings or Specifications or Identified in the Contract Documents to be within the scope of the Work. CONTRACTOR shall be responsible for a Hazardous Environmental Condition created with any materials brought to the Site by CONTRACTOR, Subcontractors, Suppliers, or anyone else for whom CON- TRACTOR is responsible. D. If CONTRACTOR encounters a Hazardous Environmental Condition or if CONTRACTOR or anyone for whom CONTRACTOR is responsible creates a Hazardous Environmental Condition, .CONTRACTOR shall immedi- ately: (i) secure or otherwise Isolate such condition; (it) stop all Work in connection with such condition and in any area affected thereby (except In an emergency as required by paragraph 6.16); and (iii) notify OWNER and ENGINEER (and promptly thereafter confirm such notice in writing). OWNER shall promptly consult with ENGINEER concerning the necessity for OWNER to retain a qualified.expert to evaluate such condition or take corrective action, if any. E. CONTRACTOR shall not be required to resume Work in connection with such condition or in any affected area until after OWNER has obtained any required permits related thereto and delivered to CONTRACTOR 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 on the amount or extent, If any, of any adjustment in Contract Price or Contract Times, or both, as a result of such Work stop- page or such special conditions under which Work is agreed to be resumed by CONTRACTOR, either party may make a Claim therefor as provided in paragraph 10.05. P. If after receipt of such 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 the portion of the Work that is in the area affected by such condition to be deleted from the Work. If OWNER and CONTRACTOR cannot agree as to entitlement to or on the amount or extent, if any, of an adjustment 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 paragraph 10.05. OWNER may have such deleted portion of the Work performed by OWNER's own forces or others in accordance with Article 7. G. To the fullest extent permitted by Laws and Regulations, OWNER shall indemnify and hold harmless CONTRACTOR, Subcontractors, ENGINEER, ENGINEER's Consultants and the officers, directors, partners, employees, agents, other consultants, and subcontractors 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) arising out of or relating to a Hazardous Environmental Condition, provided that * such Hazardous Environmental Condition: (I) was not shown or indicated in the Drawings or Specifications or identified in the Contract Documents to be included within the scope of the Work, and (ii) was not created by CONTRACTOR or by anyone for whom CONTRACTOR is responsible. Nothing 00700-14 I— Y:rr Ir ;r. .r - •' :1' ,cur r •. :v..r 1CONTRACTOR.r. r r 1 r. . :q it r r wrr rn :rr r r' err "r S •:r• r IJIn. r r r r• r r-• - r : r. u n r n- - r - n- r eparagraphs 1 H. To the fullest extent permitted by Laws and Regulations, CONTRACTOR shall indemnify and hold harmless OWNER, ENGINEER, ENGINBER's Consultants, and the officers, directors, patters, employees, agents, other consultants, and subcontractors 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) arising out of or relating to a Hazardous Environmental Condition created by CONTRACTOR or by anyone for whom CONTRACTOR is responsible. Nothing in this paragraph 4.06.P shall obligate CONTRACTOR to indemnify any individual or entity from and against the consequences of that individual's or entity's own negligence. I. The provisions of paragraphs 4.02, 4.03, and 4.04 are not intended to apply to a Hazardous Environmental Condition uncovered or revealed at the Site. ARTICLE 5- BONDS AND INSURANCE 5.01 Performance, Payment, and Other Bonds A. CONTRACTOR shall furnish performance and payment 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 Documents. 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 Contract Documents. B. All Bonds shall be in the form prescribed by the Contract Documents 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 Financial Management Service, Surety Bond Branch, U.S. Department of the Treasury. All Bonds signed by an agent must be accompanied by a certified copy of such agent's authority to act. C. If the surety on any Bond furnished by CON- TRACTOR is declared 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 5.02 Licensed Sureties and Insurers A. 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 jurisdiction 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 provided in the Supplementary Conditions. 5.03 Certificates of Insurance A. 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. 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 additional insured) which OWNER is required to purchase and maintain. 5.04 CONTRRACTOR's Liability Insurance A. CONTRACTOR shall purchase and maintain such liability and other insurance as is appropriate for the Work being performed and as will provide protection from claims set forth below which may arise out of or result from CONTRACTOR's performance of the Work and CONTRACTOR's other obligations under the Contract Documents, whether it is to be performed• by CONTRACTOR, any Subcontractor or Supplier, or by .anyone directly or indirectly employed by any of them to perform any of the Work, or by anyone for whose acts any of them may be liable: 1. claims under workers' compensation, disability benefits, and other similar employee benefit acts; 2. claims for damages because of bodily injury, occupational sickness or disease, or death of CONTRACTOR's employees; 3. claims for damages because of bodily injury, sickness or disease, or death of any person other than CONTRACTOR's employees; 00700-15 r \I 4. claims for damages insured by reasonably available personal injury liability coverage which are sus- taioe& (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. 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 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, 1. with respect to Insurance required by paragraphs 5.04.A.3 through 5,04.A.6 inclusive, include as additional insureds (subject to any customary exclusion in respect of professional liability) OWNER, ENGINEER, ENGINEER'S Consultants, and any other individuals or entities identified in the Supplementary Conditions, all of whom shall be listed as additional insureds, and include coverage for the respective officers, directors, partners, employees, agents, and other consultants and subcontractors of each and any of all such additional Insureds, and the Insurance afforded to these additional insureds shall provide primary coverage for all claims covered thereby; 2. Include at least the specific coverages and be written for not less than the limits of liability provided in the Supplementary Conditions or required by Laws or Regulations, whichever is greater; 3. include completed operations Insurance; 4. include contractual liability insurance covering CONTRACTOR's indemnity obligations under para- graphs 6.07, 6.11, and 6.20; 5. contain a provision or endorsement that the coverage afforded will not be canceled, 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 thefl Supplementary Conditions to whom a certificate of insurance has been issued (and the certificates of insurance furnished by the CONTRACTOR pursuant to paragraph 5.03 will so provide); 6. remain in effect at least until final payment and at all times thereafter when CONTRACTOR may be correcting, removing, or replacing defective Work in accordance with paragraph 13.07; and 7. 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 Supple- mentary Conditions, 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). 5.05 OWNER's Liability Insurance A. In addition to the insurance required to be provided by CONTRACTOR under paragraph 5.04, 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. 5.06 Property Insurance A. Unless otherwise provided in the Supplementary Conditions, OWNER shall purchase and maintain property insurance 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: 1. include the interests of OWNER, CONTRAC- TOR, Subcontractors, ENGINEER, ENGINEER's Consultants, and any other individuals or entities identi- fied in the Supplementary Conditions, and the officers, directors, partners, employees, agents, and other consultants and subcontractors of each and any of them, each of whom is deemed to have an insurable interest and shall be listed as an additional insured; 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, false work, and materials and equipment in transit, and shall insure against at least the following perils or causes of loss: 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 or causes of loss as may be specifically required by the Supplementary Conditions; 3. include expenses incurred in the repair or replacement of any insured property (including but not limited to fees and charges of engineers and architects); 00700 - 16 • ''•T L :, ,. •., . • a tl :: I. 5. allow for partial utilization of the Work by OWNER; 6. Include testing and startup; and 7. be maintained.in effect until final payment is made unless otherwise agreed to in writing by OWNER, CONTRACTOR, and ENGINEER with 30 days written notice to each other additional Insured to whom a certifi- cate of insurance has been issued. B. •• -•• . , .,1 maintain . 1 .• - .1• •4'•jI II • • Ui.Pan!.! i1u1F •.• , . •, • • . . I t . 1t•A' 1 • • .1 :. 1: ... • 1 . • II . 1 1 . . 1 - . 1. I. .. .: , .. 1 .. , .- -. -. _. . . . .. -. 1. I'llI...,. ... .-..col 1: , . _ ... .. :$Jiu.1 •.PiJ - .! • . !J. .1. .. .. I!SL. .1.. 1.. D. OWNER shall not be responsible for purchasing and maintaining any property insurance specified in this paragraph 5.06 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 identified deductible amount will be borne by CONTRACTOR, Subcontractors, 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. B. If CONTRACTOR requests in writing that other special insurance be included in the property insurance policies provided under paragraph 5.06, OWNER shall, if possible, 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. 5.07 Waiver of Rights A. OWNER and CONTRACTOR intend that all policies purchased in accordance with paragraph 5.06 will protect OWNER, CONTRACTOR, Subcontractors, ENGINEER, ENGINEER's Consultants, and all other individuals or entities Identified in the Supplementary Conditions to be listed as insureds or additional insureds (and the officers, .directors, partners, employees, agents, and other consultants and subcontractors of each and any of them) in such policies and Will provide primary coverage for all losses and damages caused by the perils or causes of loss 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 CONTRAC- TOR waive all rights against each other and their respective officers, directors, partners, employees, agents, and other consultants and subcontractors of each and any of them for all losses and damages caused by, arising out of or resulting from any of the perils or causes of loss 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 individuals or entities identified in the Supplemen- tary Conditions to be listed as insureds or additional insureds (and the officers, directors, partners, employees, agents, and other consultants and subcontractors of each and any of them) 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. Iiii 11 1 . . 1 •1 - - 11 • . M .. :.1. •.•1• •. ..•• 1. loss due to business interruption, loss of use, or other consequential loss extending beyond direct physical 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 2. loss or damage to the completed Project or part thereof caused by, arising out of, or resulting from fire or other insured peril or cause of loss covered by any property insurance maintained on the completed Project or part thereof by OWNER during partial utilization pursuant to paragraph 14.05, after Substantial Completion 00700-17 l • C. Any insurance policy maintained by OWNER cover- ing any loss, damage or consequential loss referred to in paragraph 5.07.B 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 CONTRACTOR, Subcontractors, ENGINEER, or ENGINEER'S Consultants and the officers, directors, partners, employees, agents, and other consultants and subcontractors of each and any of them. 5.08 Receipt and Application of Insurance Proceeds A. Any insured loss under the policies of insurance required by paragraph 5.06 will be adjusted with OWNER and made payable to OWNER as fiduciary for the insureds, as their interests may appear, subject to the requirements of any applicable mortgage clause and of paragraph 5.08.B. 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. B. 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 15 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 ply in interest, OWNER as fiduciary shall give bond for the proper performance of such duties. 5.09 Acceptance of Bonds and Insurance; Option to Replace A. If either 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 10 days after receipt of the certificates (or other evidence requested) required by paragraph 2.05.C. 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 n 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 required to provide such coverage, and a Change Order shall be issued to adjust the Contract Price accordingly: 5.10 Partial Utilization, Acknowledgment of Property Insurer • A. If OWNER finds it necessary to occupy or use a portion or portions of the Work prior to Substantial Completion of all the Work as provided in paragraph 14.05, no such use or occupancy shall commence before the insurers providing the property insurance pursuant to paragraph 5.06 have acknowledged notice thereof and in writing effected any changes In coverage necessitated thereby. The insurers providing the property insurance shall consent by endorse- ment on the policy or policies, but the property Insurance shall not be canceled or permitted to lapse on account of any such partial use or occupancy. ARTICLE 6- CONTRACTOR'S RESPONSIBILITIES 6.01 Supervision and Superintendence A. 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 Contract 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 OWNER or ENGINEER 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 accurately with the Contract Documents. B. At all times during the progress of the Work, CONTRACTOR shall assign a competent resident superin- tendent thereto 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 CONTRACTOR. All communications given to or received from the superintendent shall be binding an CONTRACTOR. L^ • 6.02 Labor; Working Hours A. CONTRACTOR shall provide competent, suitably qualified personnel to survey, lay out, and construct the Work as required by the Contract Documents. CON- TRACTOR shall at all times maintain good discipline and order at the Site. B. 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 stated 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 performance of Work on Saturday, Sunday, or any legal holiday without OWNER's written consent (which will not be unreasonably withheld) given after prior written notice to ENGINEER. 6.03 Services, Materials, and Equipment A. Unless otherwise specified in the General Re- quirements, CONTRACTOR shall provide and assume full responsibility for all services, materials, equipment, labor, transportation, construction equipment and machinery, tools, appliances, fuel, power, light, heat, telephone, water, sanitary facilities, temporary facilities, and all other facilities and incidentals necessary for the performance, testing, start-up, and completion of the Work. B. All materials and equipment incorporated into the Work shall be as specified or, if not specified, shall be of good quality and new, except as otherwise provided in the Contract Documents. Ali warranties and guarantees specifically called for by the Specifications shall expressly run to the benefit of OWNER. If required by ENGINEER, CONTRACTOR shall furnish satisfactory evidence (including reports of required tests) as to the source, kind, and quality of materials and equipment. AU materials and equipment shall be stored, applied, installed, connected, erected, protected, used, cleaned, and conditioned in accordance with instructions of the applicable Supplier, except as otherwise may be provided in the Contract Docu- ments. 6.04 Progress Schedule A. CONTRACTOR shall adhere to the progress schedule established in accordance with paragraph 2.07 as it may be adjusted from time to time as provided below. 1. CONTRACTOR shall submit to ENGINEER for acceptance (to the extent indicated in paragraph 2.07) proposed adjustments in the progress schedule that will not result in changing the Contract Times (or Milestones). Such adjustments will conform generally to the progress schedule then in effect and additionally will comply with any provisions of the General Requirements applicable thereto. 2. Proposed adjustments in the progress schedule that will change the Contract Times (or Milestones) shall be submitted in accordance with the requirements of Article 12. Such adjustments may only be made by a Change Order or Written Amendment in accordance with Article 12. 6.05 Substitutes and "Or -Equals" A. 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, appearance, 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 equipment or material or equipment of other Suppliers may be submitted to ENGINEER for review under the circum- stances described below. 1. "Or -Equal" Items: If In ENGINEER's sole discretion an item of material or equipment proposed by CONTRACTOR is functionally equal to that. named and sufficiently 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 approval of proposed substitute items. For the.purposes of this paragraph 6.05.A.1, a proposed item of material or equipment will be considered functionally equal to an item so named if: a. in the exercise of reasonable judgment ENGINEER determines that: (I) it is at least equal in quality, durability, appearance, strength, and design characteristics; (ii) it will reliably perform at least equally well the function imposed by the design concept of the completed Project as a functioning whole, and; b. CONTRACTOR certifies that: (i) there is no increase in cost to the OWNER; and (ii) it will conform substantially, even with deviations, to the detailed requirements of the item named in the Contract Documents. 2. Substitute Items a. If in ENGINEER's sole discretion an item of material or equipment proposed by CONTRACTOR does not qualify as an "or -equal" item under ['MLEiVJ paragraph 6.05.A.1, it will be considered a proposed substitute item. b. CONTRACTOR shall submit sufficient 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. Requests for review of proposed substitute items of material or equipment will not be accepted by ENGINEER from anyone other than CONTRACTOR. c. The procedure for review by ENGINEER will be as set forth in paragraph 6.05.A.2.d, as supplemented in the General Requirements and as ENGINEER may decide Is appropriate under the circumstances. d. CONTRACTOR shall first make written application to ENGINEER for review of a proposed substitute item of material or equipment that CONTRACTOR seeks to furnish or use. The application shall certify that the proposed substitute item 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 use of the Proposed substitute item will prejudice CONTRACTOR's achievement of Substantial Completion on time, whether or not use of the proposed substitute item 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 item and whether or not incorporation or use of the proposed substitute item in connection with the Work is subject to payment of any license fee or royalty. All variations of the pro- posed substitute item from that specified will be identified in the application, and available engineering, sales, maintenance, repair, and replacement services will be indicated. The application will also contain an itemized estimate of all costs or credits that will result directly or indi- reedy from use of such substitute item, including costs of redesign and claims of other contractors affected by any resulting change, all of which will be considered by ENGINEER in evaluating the proposed substitute item. ENGINEER may require CON- TRACTOR to furnish additional data about the pro- posed substitute item. • B. 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 approved by ENGI- NEER. CONTRACTOR shall submit sufficient information to allow ENGINEER, in ENGINEER's sole discretion, to determine that the substitute proposed is equivalent to that expressly called for by the Contract Documents. The proce- dure for review by ENGINEER will be similar to that provided in subparagraph 6.05.A.2. • C. Engineer's Evaluation.• ENGINEER will be allowed a reasonable time within which to evaluate each proposal or submittal made pursuant to paragraphs 6.05.A and 6.05.B. ENGINEER will be the sole judge of acceptability. No "orequal" or substitute will be ordered, installed or utilized until ENGINEER's review is complete, which will be evidenced by either a Change Order for a substitute or an approved Shop Drawing for an "or equal." ENGINEER will advise CONTRACTOR in writing of any negative determination. D. Special Guarantee: OWNER may require CON- TRACTOR to furnish at CONTRACTOR's expense a special performance guarantee or other surety with respect to any substitute. B. ENGINEER's Cost Reimbursement: ENGINEER will record time required by ENGINEER and ENGINEER's Consultants in evaluating substitute proposed or submitted by CONTRACTOR pursuant to paragraphs 6.05.A.2 and 6.05.B and in making changes in the Contract Documents (or is the provisions of any other direct contract with OWNER for work on the Project) occasioned thereby. Whether or not ENGINEER approves a substitute item so proposed or submitted by CONTRACTOR, CONTRACTOR shall reimburse OWNER for the charges of ENGINEER and ENGINEER's Consultants for evaluating each such proposed substitute. F. CONTRACTOR'S Expense: CONTRACTOR shall provide all data in support of any proposed substitute or "or -equal" at CONTRACTOR's expense. 6.06 Concerning Subcontractors, Suppliers, and Others A. CONTRACTOR shall not employ any Subcontractor, Supplier, or other individual or entity (including those acceptable to OWNER as indicated in paragraph 6.06.B), whether initially or as a replacement, against whom OWNER may have reasonable objection. CONTRACTOR shall not be required to employ any Subcontractor, Supplier, or other individual or entity to furnish or perform any of the Work against whom CONTRACTOR has reasonable objection. B. If the Supplementary Conditions require the identity of certain Subcontractors, Suppliers, or other individuals or 00700-20 • L r 1— entities to be submitted to OWNER in advance for acceptance by OWNER by a specified date prior to the Effective Date of the Agreement, and if CONTRACTOR has submitted a list thereof in accordance with the Supplementary Conditions, OWNER'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 Subcontractor, Supplier, or other individual or entity so identified may be revoked on the basis of reasonable objection after due investigation. CON- TRACTOR shall submit an acceptable replacement for the rejected Subcontractor, Supplier, or other individual or entity, and the Contract Price will be adjusted by the differ- ence in the cost occasioned by such replacement, and an appropriate Change Order will be issued or Written Amendment signed. No acceptance by OWNER of any such Subcontractor, Supplier, or other individual or entity, whether initially or as a replacement, shall constitute a waiver of any right of OWNER or ENGINEER to reject defective Work. C. CONTRACTOR shall be fully responsible to OWNER and ENGINEER for all acts and omissions of the Subcontractors, Suppliers, and other individuals or entities performing or furnishing any of the Work just as CONTRACTOR 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 individual or entity any contractual relationship between OWNER or ENGINEER and any such Subcontractor, Supplier or other individual or entity, nor shall it create any obligation on the part of OWNER or ENGINEER to pay or to see to the payment of any moneys due any such Subcon- tractor, Supplier, or other individual or entity except as may otherwise be required by Laws and Regulations. D. CONTRACTOR shall be solely responsible for scheduling and coordinating the Work of Subcontractors, Suppliers, and other individuals or entities performing or furnishing any of the Work under a direct or indirect contract with CONTRACTOR. B. CONTRACTOR shall require all Subcontractors, Suppliers, and such other individuals or entities performing or furnishing any of the Work to communicate with ENGI- NEER through CONTRACTOR. F. The divisions and sections of the Specifications and the identifications of any Drawings shall not control CONTRACTOR In dividing the Work among Subcontractors or Suppliers or delineating the Work to be performed by any specific trade. G. All Work performed for CONTRACTOR by a Subcontractor 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 Documents 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 5.06, the agreement between the CONTRACTOR and the Subcontractor or Supplier will contain provisions whereby the Subcontractor or Supplier waives all rights against OWNER, CONTRACTOR, ENGINEER, ENGINEER's Consultants, and all other individuals or entities identified in the Supplementary Conditions to be listed as insureds or additional insureds (and the officers, directors, partners, employees, agents, and other consultants. and subcontractors of each and any of them) for all losses and damages caused by, arising out of, relating to, or resulting from any of the perils or causes of loss 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, CONTRAC- TOR will obtain the same., 6.07 Patent Fees and Royalties A. CONTRACTOR shall pay all license fees and royalties 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 harmless OWNER, ENGINEER, ENGINEER's Consultants, and the officers, directors, partners, employees or 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) arising out of or relating to any infringement of patent rights or copyrights Incident to the use in the performance of the Work or resulting from the incorporation in the Work of any invention, design, process, product, or device not specified in the Contract Documents. 6.08 Permits A. Unless otherwise provided in the Supplementary Conditions, CONTRACTOR shall obtain and pay for all construction permits and licenses. OWNER shall assist CONTRACTOR, when necessary, in obtaining such permits [r:rllr:l)6.j1 • C1 1- 0 • 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. CONTRACTOR shall pay all charges of utility owners for connections to the Work, and OWNER shall pay all charges of such utility owners for capital costs related thereto, such as plant investment fees. I •• A. CONTRACTOR shall give all notices and comply with all Laws and Regulations applicable to the performance of the Work. Except where otherwise expressly required by applicable Laws and Regulations, neither OWNER nor ENGINEER shall be responsible for monitoring CONTRACTOR's compliance with any Laws or Regulations. B. 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 (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) arising out of or relating to such Work; however, it shall not be CONTRACTOR's primary responsibility to make certain that the Specifications and Drawings am in accordance with Laws and Regulations, but this shall not relieve CONTRACTOR of CONTRACTOR's obligations under paragraph 3.03. C. Changes in Laws or Regulations not known at the time of opening of Bids (or, on the Effective Date of the Agreement if there were no Bids) having an effect on the cost or time of performance of the Work may be the subject of an adjustment in Contract Price or Contract Times. If OWNER and CONTRACTOR are unable to agree on enti len,ent to or on the amount or extent, If any, of any such adjustment, a Claim may be made therefor as provided in paragraph 10.05. 6.10 Taxes A. CONTRACTOR shall pay all sales, consumer, use, and other similar taxes required to be paid by CONTRAC- TOR in accordance with the Laws and Regulations of the place of the Project which are applicable during the performance of the Work. 6.11 Use of Site and Other Areas A. Limitation on Use of Site and Other Areas .•1• •11 t .Tr•• . ••. , •• unreasonably encumber the Site and other areas with construction equipment or other materials or equipment.• CONTRACTOR shall assume full responsibility for any damage 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. 2. 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 arbitration or other dispute resolution proceeding or at law. • I I 1 1 . 1. 1 a •' :1' : I •. •I ... .I' 1 1. 1 , t . 1 I: .. 111, -1A :11.1 \I' 1I 11. •I. 1:: 11 1 1. I : 1. 11• • ti . "I ii • • u • • a • • v • • - ' • • ' . • . • .. 1 • 1 4jfrJU••,LL ri ,l:tIPI1 11 • t•i• 1 - . 1 • . C. Cleaning: Prior to Substantial Completion of the Work CONTRACTOR shall clean the Site and make it ready for utilization by OWNER. At the completion of the Work CONTRACTOR shall remove from the Site all tools, appliances, construction equipment and machinery, and surplus materials and shall restore to original condition all property not designated for alteration by . the Contract Documents. D. Loading Structures: 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 par'T of the Work or adjacent property to stresses or pressures that will endanger it. 6.12 Record Documents A. CONTRACTOR shall maintain in a safe place at the Site one record copy of all Drawings, Specifications, Addenda, Written Amendments, Change Orders,. Work 00700-22 r • J 6.13 Safety and Protection :L. , gt I. 1. all persons on the Site or who may be affected by the Work; 2. all the Work and materials and equipment to be incorporated therein, whether in storage on or off the Site; and 3. other property at the Site or adjacent thereto, including trees, shrubs, lawns, walks, pavements, roadways, structures, utilities, and Underground Facilities not designated for removal, relocation, or replacement in the course of construction. B. CONTRACTOR shall comply with all applicable Laws and Regulations relating to the safety of persons or property, or to the protection of persons or property from damage, Injury, or loss; and sha11 erect and maintain all necessary safeguards for such safety and protection. CONTRACTOR shall notify owners of adjacent property and of Underground Facilities and other 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 6.13•A.2 or 6.13.A.3 caused, directly or Indirectly, in whole or in part, by CON- TRACTOR, any Subcontractor, Supplier, or any other individual or entity directly or indirectly employed by any of them to perform 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 Con- sultant, or anyone employed by any of them, or anyone for whose acts any of them may be liable, and not attributable, directly or indirectly, in whole or in part, to the fault or negligence of CONTRACTOR or any Subcontractor, Supplier, or other individual or entity 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 OWNERand CONTRACTOR in accordance with paragraph 14.07.B that the Work is acceptable (except as otherwise expressly provided in connection with Substantial Completion). 6.14 Safety Representative • • _,..:uulh all .• 6.15 Hazard Communication Programs CONTRACTOR ... .- ...)r' . - . J.!.:.j(. ....•,1*taIrk"yH" ?ti' L1ymH.. 6.16 Emergencies A. In emergencies affecting the safety or protection of persons or the Work or property at the Site or adjacent thereto, CONTRACTOR is obligated to act to prevent threatened damage, injury, or loss. CONTRACTOR 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 or are required as a result thereof. 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. 6.17 Shop Drawings and Sampler A. CONTRACTOR shall submit Shop Drawings to ENGINEER for review and approval in accordance with the acceptable schedule of Shop Drawings and Sample submittals. 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 quantities, dimen- sions, specified performance and design criteria, materials, and sinniar data to show ENGINEER the services, materials, and equipment CONTRACTOR proposes to provide and to enable ENGINEER to review the information for the limited purposes required by paragraph 6.17.E. .. • 00700-23 6 submittals. 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 6.17.E. The numbers of each Sample to be submitted will be as specified in the Specifications. C. Where a Shop Drawing or Sample Is required by the Contract Documents or the schedule of Shop Drawings and Sample submittals acceptable to ENGINEER as required by paragraph 2.07, any related Work performed prior to ENGINEER's review and approval of the pertinent submittal will be at the sole expense and responsibility of CONTRACTOR. D. Submittal Procedures 1. Before submitting each Shop Drawing or Sample, CONTRACTOR shall have determined and verified: a. all field measurements, quantities, dimen- sions, specified performance criteria, installation requirements, materials, catalog numbers, and similar information with respect thereto; b. all materials with respect to intended use, • c. all information relative to means, methods, techniques, sequences, and procedures of construc- tion and safety precautions and programs incident thereto; and d. 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 Docu- ments. 2. Each submittal shall bear a stamp or specific written indication that CONTRACTOR has satisfied CONTRACTOR's obligations under the Contract Documents with respect to CONTRACTOR's review and approval of that submittal. 3. At the time of each submittal, CONTRACTOR shall give ENGINEER specific written notice of such variations, 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 com- munication 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. E. ENGINEER's Review 1. ENGINEER will timely review and approve Shop Drawings and Samples in accordance with the schedule of Shop Drawings and Sample submittals acceptable to ENGINEER. 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. 2. ENGINEER's review and approval will not extend to means, methods, techniques, sequences, or procedures of construction (except where a particular means, method, technique, sequence, or procedure of construction is specifically and expressly 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. 3. ENGINEER's review and approval; of Shop Drawings or Samples shall not relieve CONTRACTOR from responsibility for any variation from the require- ments of the Contract Documents unless CONTRACTOR has in writing called ENGINEER's attention to each such variation at the time of each submittal as required by paragraph 6.17.D.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 6.17.D.I. F. Resubmittal Procedures 1. CONTRACTOR shall make corrections required by ENGINEER and shall return the required number of corrected copies of Shop Drawings and submit as required new Samples for review and approval. CON- TRACTOR shall direct specific attention in writing to revisions other than the corrections called for by ENGI- NEER on previous submittals. 6.18 Continuing the Work A. 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 pending resolution of any disputes or disagreements; except bbiZ�:t>61'i 0 40 • as permitted by paragraph 15.04 or as OWNER and CONTRACTOR may otherwise agree in writing. 6.19 CONTRACT0R's General Warranty and Guarantee A. 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: 1. abuse, modification, or Improper maintenance or operation by persons other than CONTRACTOR, Sub- contractors, Suppliers, or any other individual or entity for whom CONTRACTOR is responsible; or B. CONTRACTOR's obligation to perform and complete 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 obligation to perform the Work in accordance with the Contract Documents: 1. observations by ENGINEER; 3. the issuance of a certificate of Substantial Completion by ENGINEER or any payment related thereto by OWNER; 4. use or occupancy of the Work or any part thereof by OWNER; 5. any acceptance by OWNER or any failure to do so; 6. any review and approval of a Shop Drawing or Sample submittal or the issuance of a notice of acceptabil- ity by ENGINEER; 7. any inspection, test, or approval by others; or 8. any correction of defective Work by OWNER. 6.20 Indemnification A. 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, partners, employees, agents, and other consultants and subcontractors 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) arising out of or relating to the performance of the Work, providedthat any such claim, cost, loss, or damage: 1. 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 2. is caused in whole or in part by any negligent act or omission of CONTRACTOR, any Subcontractor, any Supplier, or any individual or entity directly or indirectly employed by any of them to perform 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 an individual or entity indem- nified hereunder or whether liability is imposed upon such indemnified party by Laws and Regulations regardless of the negligence of any such individual or entity. B. In any and all claims against OWNER or ENGINEER or any of their respective consultants, agents, officers, directors, partners, or employees by any employee (or the survivor or personal representative of such employee) of CONTRACTOR, any Subcontractor, any Supplier, or any individual or entity directly or indirectly employed by any of them to perform any of the Work, or anyone for whose acts any of them may be liable, the indemnification obligation under paragraph 6.20.A 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 Individual or entity under workers' compensation acts, disability benefit acts, or other employee benefit acts. C. The indemnification obligations of CONTRACTOR under paragraph 6.20.A shall not extend to the liability of ENGINEER and ENGINEER's Consultants or to the officers, directors, partners, employees, agents, and other consultants and subcontractors of each and any of them arising out of: 1. the preparation or approval of, or the failure to prepare or approve, maps, Drawings, opinions, reports, surveys, Change Orders, designs, or Specifications; or 2. giving directions or instructions, or failing to give them, if that is the primary cause of the injury or damage. 00700-25 ARTICLE 7- OTHER WORK 7.01 Related Work at Site A. OWNER may perform other work related to the Project at the Site by OWNER's employees, or let other direct contracts therefor, or have other work performed by utility owners. If such other work is not noted in the Con- tract Documents, then: 1. written notice thereof will be given to CON- TRACTOR prior to starting any such other work; and 2, if OWNER and CONTRACTOR are unable to agree on entitlement to or on the amount or extent, if any, of any adjustment in the Contract Price or Contract Times that should be allowed as a result of such other work, a Claim may be made therefor as provided in paragraph 10.05. B. 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 other 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 coordinate the Work with theirs. Unless otherwise provided in the Contract Documents, CON- TRACTOR shall do all cutting, fitting, and patching of the Work that may be required to properly connect or otherwise make its several parts come together and properly integrate with such other work. CONTRACTOR shall not endanger any work of others by cutting, excavating, or otherwise 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 CONTRACTOR in said direct contracts between OWNER and such utility owners and other contractors. C. 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 to so report will constitute an acceptance of such other work as fit and proper for integration with CONTRACTOR's Work except for latent defects and deficiencies in such other work. 7.02 Coordination A. If OWNER Intends to contract with others for the performance of other work on the Project at the Site, the following will be set forth in Supplementary Conditions: 1. the individual or entity who will have authority and responsibility for coordination of the activities among the various contractors will be identified; 2. the specific matters to be covered by such authority and responsibility will be itemized; and 3. the extent of such authority and responsibilities will be provided. B. Unless otherwise provided in the Supplementary Conditions, OWNER shall have sole authority and respon- sibility for such coordination. ARTICLE 8- OWNER'S RESPONSIBILITIES 8.01 Communications to Contractor A. Except as otherwise provided In these General Condi- tions, OWNER shall issue all communications to CONTRACTOR through ENGINEER. 8.02 Replacement of ENGINEER A. In case of termination of the employment of ENGI- NEER, OWNER shall appoint an engineer to whom CONTRACTOR makes no reasonable objection, whose status under the Contract Documents shall be that of the former ENGINEER. 8.03 Furnish Data A. OWNER shall promptly furnish the data required of OWNER under the Contract Documents, 8.04 Pay Promptly When Due A. OWNER shall make payments to CONTRACTOR promptly when they are due as provided in paragraphs 14.02.C and 14.07.C. 8.05 Lands and Easements; Reports and Tests A. OWNER's duties in respect of providing lands and easements and providing engineering surveys to establish reference points are set forth in paragraphs 4.01 and 4.05. Paragraph 4.02 refers to OWNER's identifying and making available to CONTRACTOR copies of reports of explorations [II1➢bIs r ,j S and tests of subsurface conditions and drawings of physical conditions In or relating to existing surface or subsurface structures at or contiguous to the Site that have been utilized by ENGINEER in preparing the Contract Documents. 8.06 Insurance A. OWNER's responsibilities, if any, in respect to pur- chasing and maintaining liability and property insurance are set forth in Article 5. 8.07 Change Orders A. OWNER is obligated to execute Change Orders as indicated in paragraph 10.03. 8.08 Inspections. Tests, and Approvals A. OWNER's responsibility in respect to certain inspec- tions, tests, and approvals is set forth in paragraph 13.03.B. 8.09 Limitations on OWNER's Responsibilities A. The OWNER shall not supervise, direct, or have control or authority over, nor be responsible for, CONTRACTOR's means, methods, techniques, sequences, or procedures of construction, or the safety precautions and programs incident thereto, or for any failure of CON- TRACTOR to comply with Laws and Regulations applicable to the performance of the Work. OWNER willnot be responsible for CONTRACTOR's failure to perform the Work in accordance with the Contract Documents. 8.10 Undisclosed Hazardous Environmental Condition A. OWNER's responsibility in respect to an undisclosed Hazardous Environmental Condition is set forth in paragraph 4.06. 8.11 Evidence of Financial Arrangements I A. If and to the extent OWNER has agreed to furnish CONTRACTOR reasonable evidence that financial arrangements 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 9.01 OWNER'S Representative A. ENGINEER will be OWNER's representative during the construction period. The duties and responsibilities and the limitations of authority of ENGINEER as OWNER's representative during construction are set forth in the Contract Documents and will not be changed without written consent of OWNER and ENGINEER. 9.02 Visits to Site A. ENGINEER will make visits to the Site at intervals appropriate to the various stages of construction as ENGINEER 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 CONTRACTOR's executed Work. Based on information obtained during such visits and observations, ENGINEER, for the benefit of OWNER, will determine, in general, if the Work is proceeding in accordance with the Contract Documents. ENGINEER will not be required to make exhaustive or continuous inspections on the Site 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 observations, ENGINEER will keep OWNER informed of the progress of the Work and will endeavor to guard OWNER against defective Work. B. ENGINEER's visits and observations are subject to all the limitations on ENGINEER's authority and responsibility set forth in paragraph 9.10, and particularly, but without limitation, during or as a result of ENGINEER's visits or observations of CONTRACTOR's Work ENGINEER will not supervise, direct, control, or have authority over or be responsible for CONTRACTOR's means, methods, techniques, sequences, or procedures of construction, or the safety precautions and programs incident thereto, or for any fail= of CONTRACTOR to comply with Laws and Regulations applicable to the performance of the Work. 9.03 Project Representative A. If OWNER and ENGINEER agree, ENGINEER will furnish a Resident Project Representative to assist ENGINEER in providing more extensive 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 9.10 and in the Supplementary Conditions. If OWNER designates another 00700-27 I— representative or agent to represent OWNER at the Site who is not ENGINEER's Consultant, agent or employee, the responsibilities and authority and limitations thereon of such other individual or entity will be as provided in the Supple- mentary Conditions. 9.04 Clarifications and Interpretations A. ENGINEER will issue with reasonable promptness such written clarifications or interpretations of the require- ments of the Contract Documents as ENGINEER may deter- mine necessary, which shall be consistent with the intent of and reasonably Inferable from the Contract Documents. Such written clarifications and interpretations will be binding on OWNER and CONTRACTOR. If OWNER and CON- TRACTOR are unable to agree on entitlement to or on the amount or extent, If any, of any adjustment in the Contract Price or Contract Times, or both, that should be allowed as a result of a written clarification or interpretation, a Claim may be made therefor as provided In paragraph 10.05. 9.05 Authorized Variations in Work A. 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 are 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 and CONTRAC- TOR are tenable to agree on entitlement to or on the amount or extent, if any, of any adjustment in the Contract Price or Contract Times, or both, as a result of a Field Order, a Claim may be made therefor as provided in paragraph 10.05. 9.06 Rejecting Defective Work A. ENGINEER will have authority to disapprove or reject Work which ENGINEER believes to be defective, or that ENGINEER believes will not produce a completed Project that conforms in 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 inspection or testing of the Work as provided in paragraph 13.04, whether or not the Work is fabricated, installed, or completed. 9.07 Shop Drawings, Change Orders and Payments B. In connection with ENGINEER's authority as to Change Orders, see Articles 10, 11, and 12. C. In connection with ENGINEER's authority as to Applications for Payment, see Article 14. 9.08 Deterndnations for Unit Price Work A. ENGINEERwill-determine the actual quantities and classifications of Unit Price Work performed by CONTRACTOR. ENGINEER will review with CON- TRACTOR the ENGINEER's preliminary determinations on such matters before rendering a written decision thereon (by, recommendation of an Application for Payment or otherwise). ENGINEER's written decisionthereon will be final and binding (except as modified by ENGINEER to reflect changed factual conditions or more accurate data) upon OWNER and CONTRACTOR, subject to the provisions of paragraph 10.05. 9.09 Decisions on Requirements of Contract Documents and Acceptability of Work A. 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, the quantities and classifications of Unit Price Work, the interpretation of the requirements of the Contract Documents pertaining to the performance of the Work, and Claims seeking changes in the Contract Price or Contract Times will be referred initially to ENGINEER in writing, in accordance with the provisions of paragraph 10.05, with a request for a formal decision, B. When functioning as interpreter and judge under this paragraph 9.09, 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 this paragraph 9.09 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 14.07) 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. 9.10 Limitations on ENGINEER's Authority and Respon- sibilities A. Neither ENGINEER's authority or responsibility 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 y • or responsibility or the undertaking, exercise, or performance of any authority or responsibility by ENGINEER shall create, impose, or give rise to any duty in contract, tort, or otherwise owed by ENGINEER to CONTRACTOR, any Subcontractor, any Supplier, any other individual or entity, or to any surety for or employee or agent of any of them. B. ENGINEER will not supervise, direct, control, or have authority over or be responsible for CONTRACTOR'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 performance of the Work. ENGINEER will not be responsible for CONTRACTOR's failure to perform the Work in accordance with the Contract Documents. C. ENGINEER will not be responsible for the acts or omissions of CONTRACTOR or of any Subcontractor, any Supplier, or of any other individual or entity performing any of the Work. D. ENGINEER's review of the final Application for Payment and accompanying documentation and all mainte- nance and operating instructions, schedules, guarantees, Bonds, certificates of inspection, tests and approvals, and other documentation required to be delivered by paragraph 14.07.A 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 Documents. E. The limitations upon authority and responsibility set forth in this paragraph 9.10 shall also apply to ENGINEER's Consultants, Resident Project Representative, and assistants. ARTICLE 10 - CHANGES IN THE WORK; CLAIMS 10.01 Authorized Changes in the Work A. 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 by a Written Amendment, a Change Order, or a Work Change Directive. Upon receipt of any such document, CONTRACTOR shall promptly proceed with the Work involved which will be performed under the applicable conditions of the Contract Documents (except as otherwise specifically provided). B. If OWNER and CONTRACTOR are unable to agree on entitlement to, or on the amount or extent, if any, of an adjustment in the Contract Price or Contract Times, or both, that should be allowed as a result of a Work Change Directive, a Claim may be made therefor as provided in paragraph 10.05. 10.02 Unauthorized Changes in the Work A. 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,requiryd by the Contract Documents as amended, modified, or supplemented as provided in paragraph 3.04, except in the case of an emergency as provided in paragraph 6.16 or in the case of uncovering Work as provided in paragraph 13.04.B. 10.03 Execution of Change Orders A. OWNER and CONTRACTOR shall execute appropriate Change Orders recommended by ENGINEER (or Written Amendments) covering: 1. changes in the Work which are: (i) ordered by OWNER pursuant to paragraph 10.01.A, (ii) required because of acceptance of defective Work under para- graph 13.08.A or OWNER's correction of defective Work under paragraph 13.09, or (iii) agreed to by the parties; .TsrrI"r )fl. :.',iL.u. 4€ .A. t , *4*!li*, J ',JItiq1q 3. changes in the Contract Price or Contract Times which embody the substance of any written decision rendered by ENGINEER pursuant to paragraph 10.05; 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, CONTRACTOR shall carry on the Work and adhere to the progress schedule as provided in paragraph 6.18.A. 10.04 Notification to Surety A. If notice of any change affecting the general scope of the Work or the provisions of the Contract Documents (including, 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 responsibility. The amount of each applicable Bond will be adjusted to reflect the effect of any such change. 6 • 10.05 Claims and Disputes A. Notice: Written notice stating the general nature of each Claim, dispute, or other matter shall be delivered by the claimant to ENGINEER and the other party to the Contract promptly (but in no event later than 30 days) after the start of the event giving rise thereto. Notice of the amount or extent of the Claim, dispute, or other matter with supporting data shall be delivered to the ENGINEER and the other party to the Contract within 60 days after the start of such event (unless ENGINEER allows additional time for claimant to submit additional or more accurate data in support of such Claim, dispute, or other matter). A Claim for an adjustment in Contract Price shall be prepared in accordance with the provisions of paragraph 12.01.8. A Claim for an adjustment in Contract Time shall be prepared in accordance with the provisions of paragraph 12.02.8. Each Claim shall be accompanied by claimant's written statement that the adjust- ment claimed is the entire adjustment to which the claimant believes it is entitled as a result of said event. The opposing party shall submit any response to ENGINEER and the claimant within 30 days after receipt of the claimant's last submittal (unless ENGINEER allows additional time), B. ENGINEER's Decision: ENGINEER will render a formal decision in writing within 30 days after receipt of the last submittal of the claimant or the last submittal of the opposing party, if any. ENGINEER'S written decision an such Claim, dispute, or other matter will be final and binding upon OWNER and CONTRACTOR unless: 1. an appeal from ENGINEER's decision is taken within the time limits and in accordance with the dispute resolution procedures set forth in Article 16; or 2. if no such dispute resolution procedures have been set forth in Article 16, 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 30 days after the date of such decision, and a formal proceeding is instituted by the appealing party in a forum of competent jurisdiction within 60 days after the date of such decision or within 60 days after Substantial Completion, whichever is later (unless otherwise agreed in writing by OWNER and CONTRACTOR), 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. C. If ENGINEER does not render a formal decision in writing within the time stated in paragraph 10.05.8, a decision denying the Claim in its entirety shall be deemed to have been issued 31 days after receipt of the last submittal of the claimant or the last submittal of the opposing party, if any. D. No Claim for an adjustment in Contract Price or Contract Times (or Milestones) will be valid if not submitted in accordance with this paragraph 10.05. ARTICLE 11 - COST OF THE WORK; CASH ALLOWANCES; UNIT PRICE WORK 11.01 Cost of the work A. Costs Included: The term Cost of the Work means the sum of all costs necessarily incurred and paid by CON- TRACTOR in the proper performance of the Work. When the value of any Work covered by a Change Order or when a Claim for an adjustment in Contract Price is determined on the basis of Cost of the Work, the costs to be reimbursed to CONTRACTOR will be only those additional or incremental costs required because of the change in the Work or because of the event giving rise to the Claim. Except as otherwise maybeagreed 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 11.01.8. 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 limitation superintendents, foremen, and other personnel employed 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, unem- ployment, excise, and payroll taxes, workers' compensation, health and retirement benefits, bonuses, sick leave, vacation and holiday pay applicable thereto. The expenses of performing Work outside of regular working hours, on Saturday, Sunday, or legal holidays, shall be included in the above to the extent authorized by OWNER. 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 CONTRACTOR 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 materials and equipment shall accrue to OWNER, and CONTRACTOR shall make provisions so that they may be obtained. 00700-30 u • 3. Payments made by CONTRACTOR to • Subcontractors for Work performed by Subcontractors. 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 acceptable. 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 CONTRACTOR's Cost of the Work and fee as provided in this paragraph 11.01. 4. Costs of special consultants (including but not limited to engineers, architects, testing laboratories, surveyors, attorneys, and accountants) employed for services specifically related to the Work. 5. Supplemental costs including the following: a. The proportion of necessary transportation, travel, and subsistence expenses of CONTRACTOR's employees incurred in discharge of duties connected with the Work. b. Cost, including transportation and mainte- mince,. of all materials, supplies, equipment, machinery, appliances, office, and temporary facili- ties at the Site, and hand tools not owned by the workers, which are consumed in the performance of the Work, and cost, less market value, of such items used but not consumed which remain the property of CONTRACTOR. c. Rentals of all construction equipment and machinery, and the parts thereof whether rented from CONTRACTOR or others in accordance with rental agreements approved by OWNER with the advice of ENGINEER, and the costs of transportation, loading, unloading, assembly, dismantling. and removal thereof. All such costs shall be in accordance with the terms of said rental agreements. The rental of any such equipment, ma- chinery, or parts shall cease when the use thereof is no longer necessary for the Work. d. Sales, consumer, use, and other similar taxes related to the Work, and for which CON- TRACTOR is liable, imposed by Laws and Regu- lations. • e. 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. f. 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 perfor- mance of the Work (except losses and damages within the deductible amounts of property insurance established in accordance with paragraph 3.06.D), provided such losses and damages have resulted from causes other than the negligence of CONTRACTOR, 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 settlements 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. g. The cost of utilities, fuel, and sanitary facilities at the Site. h. Minor expenses such as telegrams, long distance telephone calls, telephone service at the Site, expressage, and similar petty cash items in connection with the Work. I. When the Cost of the Work is used to determine the value of a Change Order or of a Claim, the cost of premiums for additional Bonds and insurance required because of the changes in the Work or caused by the event giving rise to the Claim. j. When all the Work is performed on the basis of cost-plus, the costs of premiums for all Bonds and insurance CONTRACTOR is required by the Contract Documents to purchase and maintain. B. Costs Excluded: The term Cost of the Work shall not include any of the following items: 1. Payroll costs and other compensation of CONTRACTOR's officers, executives, principals (of partnerships and sole proprietorships), general manag- ers, engineers, architects, estimators, attorneys, audi- tors, accountants, purchasing and contracting agents, expediters, timekeepers, clerks, and other personnel employed by CONTRACTOR, whether at the Site or in CONTRACTOR's principal or branch office for general administration of the Work and not specifically included in the agreed upon schedule of job classifications referred to in paragraph 11.01.A.1 or specifically covered by paragraph 11.01.A.4, all of which are to be GIti7t',tl3dl n fl considered administrative costs covered by the CONTRACTOR's fee. 2. Expenses of CONTRACTOR's principal and branch offices other than CONTRACTOR's office at the Site. 3. Any part of CONTRACTOR's capital expenses, including interest on CONTRACTOR's capital employed for the Work and charges against CONTRACTOR for delinquent payments. 4. Costs due to the negligence of CONTRACTOR, any Subcontractor, or anyone directly or indirectly 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. 5. Other overhead or general expense costs of any kind and the costs of any item not specifically and expressly Included in paragraphs 11.01.A and 11.01.B. C. C0NTRACTOR's Fee: When all the Work is performed on the basis of cost-plus, CONTRACTOR's fee shall be determined as set forth in the Agreement. When the value of any Work covered by a Change Order or when a Claim for an adjustment In Contract Price is determined on the basis of Cost of the Work, CONTRACTOR's fee shall be determined as set forth in paragraph 12.01.C. D. Docmneruatton.• Whenever the Cost of the Work for any purpose is to be determined pursuant to paragraphs 11.01.A and 11.01.B, CONTRACTOR will establish and maintain records thereof in accordance with generally accepted accounting practices and submit In a form acceptable to ENGINEER an itemized cost breakdown 11.02 Cash Allowances A. It is 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 performed for such sums as may be acceptable to OWNER and ENGINEER. CONTRACTOR agrees that: 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 2. CONTRACTOR's costs for unloading and handlhrg on the Site, labor, installation costs, overhead, profit, and other expenses contemplated for the allow - ances 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. B. 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. 11.03 Unit Price Work A. Where the Contract Documents provide that all or part of 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 unit price for each separately identified item of Unit Price Work times the estimated quantity of each item as indicated in the Agree- ment. 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 classifications of Unit Price Work performed by CONTRACTOR will be made by ENGINEER subject to the provisions of paragraph 9.08. B. 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 separately identified Item. C. OWNER or CONTRACTOR may make a Claim for an adjustment in the Contract Price in accordance with paragraph 10.05 if: 1. the quantity of any item of Unit Price Work performed by CONTRACTOR differs materially and significantly from the estimated quantity of such item indicated in the Agreement; and 2. there is no corresponding adjustment with respect any other item of Work; and 3. if CONTRACTOR believes that CONTRACTOR Is entitled to an increase In Contract Price as a result of having incurred additional expense or OWNER believes 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. 00700 -32 ARTICLE 12 - CHANGE OF CONTRACT PRICE; CHANGE OP CONTRACT TIMES 12.01 Change of Contract Price A. The Contract Price may only be changed by a Change Order or by a Written Amendment. Any Claim for an adjustment In the Contract Price shall be based on written notice submitted by the party making the Claim to the ENGINEER and the other party to the Contract in accor- dance with the provisions of paragraph 10.05. B. 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: 1. where the Work involved is covered by unit prices contained in the Contract Documents, by applica- tion of such unit prices to the quantities of the items involved (subject to the provisions of paragraph 11.03); or 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 12.Q1.C.2); or 3. where the Work involved is not covered by unit prices contained in the Contract Documents and agree- ment to a lump sum is not reached under paragraph 12.01.B.2, on the basis of the Cost of the Work (determined as provided in paragraph 11.01) plus a CONTRACTOR's fee for overhead and profit (deter- mined as provided in paragraph 12.01.C). C. CONTRACT'OR'S Fee: The CONTRACTOR'S fee for overhead and profit shall be determined as follows: 1. a mutually acceptable fixed fee; or 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: a. for costs incurred under paragraphs 11.01.A.1 and 11,01.A.2, the CONTRACTOR's fee shall be 15 percent; b. for costs incurred under paragraph 11.01.A.3, the CONTRACTOR's fee shall be five percent; c. 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 paragraph 12.01.C.2.a is that the Subcontractor who actually performs the Work, at whatever tier, will be paid a fee of 15 percent of the costs incurred by such Subcontractor under paragraphs 11.01.A.1 and 11.01.A.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; d. no fee shall be payable on the basis of costs itemized under paragraphs 11.01.A.4, 11.01.A.5, and 11.01.B; e. the amount of credit to be allowed by CONTRACTOR 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 f. when both additions and credits are in- volved in any one change, the adjustment in CONTRACTOR's fee shall be computed on the basis of the net change in accordance with para- graphs 12.01.C.2.a through 12.01.C.2.e, inclu- sive. 12.02 Change of Contract Times A. The Contract Times (or Milestones) may only be changed by a Change Order or by a Written Amendment. Any Claim for an adjustment in the Contract Times (or Milestones) shall be based on written notice submitted by the party malting the claim to the ENGINEER and the other party to the Contract in accordance with the provisions of paragraph 10.05. B. Any adjustment of the Contract Times (or Milestones) covered by a Change Order or of any Claim for an adjustment in the Contract Times (or Milestones) will be determined in accordance with the provisions of this Article 12. 12.03 Delays Beyond CONTRACTOR's Control A. Where CONTRACTOR is prevented from completing any part of the Work within the Contract Times (or Milestones) due to delay beyond the control of CONTRACTOR, 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 12.02.A. Delays beyond the control of CONTRACTOR shall include, but not be limited to, acts or neglect by OWNER, acts or neglect of utility owners or other contractors performing other work as contemplated by 00700-33 r • Article 7, fires, floods, epidemics, abnormal weather conditions, or acts of(}od::.' . 12.04 Delays Within CONIRACTOR's Control A. The Contract Times (or Milestones) will not be extended due to delays within the control of CONTRACTOR. Delays attributable to and within the control of a Subcontractor or Supplier shall be deemed to be delays within the control of CONTRACTOR. 12.05 Delays Beyond OWWRR's and CONIRACTOR's Control A. 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 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 CONTRACTOR's sole and exclusive remedy for such delay. 12.06 Delay Damages A. In no event shalt OWNER or ENGINEER be liable to CONTRACTOR, any Subcontractor, any Supplier, or any other person or organization, or to any surety for or employee or agent of any of them, for damages arising out of or resulting from: 1. delays caused by or within the control of CON- TRACTOR; or 2. delays beyond the control of both OWNER and CONTRACTOR including but not limited to fires, floods, epidemics, abnormal weather conditions, acts of God, or acts or neglect by utility owners or other contractors performing other work as contemplated by Article 7. B. Nothing in this paragraph 12.06 bars a change in Contract Price pursuant to this Article 12 to compensate CONTRACTOR due to delay, interference, or disruption directly attributable to actions or inactions of OWNER or anyone for whom OWNER is responsible. ARTICLE 13 - TESTS AND INSPECTIONS; CORRECTION, REMOVAL OR ACCEPTANCE OF DEFECTIVE WORK 13.01 Notice of Defects A. Prompt notice of all defective Work of which OWNER or ENGINEER has actual knowledge will be given to CONTRACTOR. All defective Work may be rejected, corrected, or accepted as provided in this Article 13. 13.02 Access to Work A. OWNER, ENGINEER, ENGINEER's Consultants, other representatives and personnel of OWNER, independent testing laboratories, and goverrummat .agencies with jurisdictional interests will have access to the Site and 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. 13.03 Tests and Inspections A. CONTRACTOR shall give ENGINEER timely notice 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. B. 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: 1. for Inspections, tests, or approvals covered by paragraphs 13.03.C and 13.03.) below; 2. that costs incurred in connection with tests or inspections conducted pursuant to paragraph 13.04.E shall be paid as provided in said paragraph 13.04.B; and 3. as otherwise specifically provided In the Con- tract Documents. C. 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 representative 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. D. CONTRACTOR shall be responsible for arranging 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 acceptance of materials, mix designs, or equipment submitted for approval prior to CONTRACTOR's purchase thereof for incorporation in the Work. Such inspections, tests, or approvals shall be performed by organizations acceptable to OWNER and ENGINEER. 00700-34 fl I• E. 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 requested by ENGINEER, be uncovered for observation. F. Uncovering Work as provided in paragraph 13.03.E shall be at CONTRACTOR's expense unless CON- TRACTOR has given ENGINEER timely notice of CONTRACTOR's intention to cover the same and ENGI- NEER has not acted with reasonable promptness in response to such notice. 13.04 Uncovering Work A. 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. B. If ENGINEER considers it necessary or advisable that covered Work be observed by ENGINEER or inspected or tested by others, CONTRACTOR, at ENGINEER's request, 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 (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) arising out of or relating to 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. If the parties are unable to agree as to the amount thereof, OWNER may make a Claim therefor as provided in paragraph 10.05. 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 attribut- able to such uncovering, exposure, observation, inspection, testing, replacement, and reconstruction. If the parties are unable to agree as to the amount or extent thereof, CONTRACTOR may make a Claim therefor as provided In paragraph 10.05. 13.05 OWNER May Stop the Work A. If the Work is defective, or CONTRACTOR fails to supply sufficient skilled workers or suitable materials or equipment, or fails to 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 shall not give rise to any duty on the part of OWNER to exercise this right for the benefit of CONTRACTOR, any Subcontractor, any Supplier, any other individual or entity, or any surety for, or employee or agent of any of them. 13.06 Correction or Removal of Defective Work A. CONTRACTOR shall correct all defective Work, whether or not fabricated, installed, qr completed, or, if the Work has been rejected by ENGINEER, remove it from the Project and replace it with Work that is not defective. CONTRACTOR shall pay 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) arising out of or relating to such correction or removal (including but not limited to all costs of repair or replacement of work of others). 13.07 Correction Period A. If within one year after the date of Substantial Completion or such longer period of time as may be prescribed by Laws or Regulations or by the terms of any applicable special guarantee required by the Contract Documents or by any specific provision of the Contract Documents, any Work is found to be defective, or if the repair of any damages to the land or areas made available for CONTRACTOR's use by OWNER or permitted by Laws and Regulations as contemplated in paragraph 6.11.A is found to be defective, CONTRACTOR shall promptly, without cost to OWNER and in accordance with OWNER's written instructions: (i) repair such defective land or areas, or (ii) correct such defective Work or, if the defective Work has been rejected by OWNER, remove it from the Project and replace it with Work that Is not defective, and (iii) satisfac- torily correct or repair or remove and replace any damage to other Work, to the work of others or other land or areas 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 repaired or may have the rejected Work removed and replaced, and 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) arising out of or relating to such correction or repair or such removal and replacement (including but not limited to all costs of repair or replacement of work of others) will be paid by CONTRACTOR. B. In special circumstances where a particular item of equipment Is placed in continuous service before Substantial Completion of all the Work, the correction period for that 00700-35 y N- item may start to run from an earlier date if so provided In the Specifications or by Written Amendment. C. Where defective Work (and damage to other Work resulting therefrom) has been corrected or removed and replaced under this paragraph 13.07, the correction period hereunder with respect to such Work will be extended for an additional period of one year after such correction or removal and replacement has been satisfactorily completed. D. CONTRACTOR's obligations under this paragraph 13.07 are in addition to any other obligation or warranty. The provisions of this paragraph 13.07 shall not be construed as a substitute for or a waiver of the provisions of any applicable statute of limitation or repose. 13.08 Acceptance of Defective Work A. If, Instead of requiring correction or removal and replacement of defective Work, OWNER (and, prior to ENGINEER's recommendation of final payment, ENGINEER) prefers to accept Its OWNER may do so. CONTRACTOR shall pay 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) attributable to OWNER's evaluation of and determination to accept such defective Work (such costs to be approved by ENGINEER as to reasonableness) and the diminished value of the Work to the extent not otherwise paid by CONTRACTOR pursuant to this sentence. 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, reflecting the diminished value of Work so accepted. If the parties are unable to agree as to the amount thereof, OWNER may make a Claim therefor as provided in paragraph 10.05. If the acceptance occurs after such recommendation, an appropriate amount will be paid by CONTRACTOR to OWNER. 13.09 OWNER May Correct Defective Work A. 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 13.06.A, or if CONTRACTOR falls to perform the Work in accordance with the Contract Documents, or if CONTRACTOR fails to comply with any other provision of the Contract Documents, OWNER may, after sevendays written notice to CONTRACTOR, correct and remedy any such deficiency. B. In exercising the rights and remedies under this paragraph, OWNER shall proceed 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 tools, appliances, con- struction equipment and machinery at the Site, and incorpo- rate 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 contractors, and ENGINEER and ENGINEER's Consultants access to the Site to enable OWNER to exercise the rights and remedies under this paragraph. C. 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) incurred or sustained by OWNER In exercising the rights and remedies under this paragraph 13.09 will be charged against CON- TRACTOR, 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. If the parties are unable to agree as to the amount of the adjustment, OWNER may make a Claim therefor as provided in paragraph 10.05. Such claims, costs, losses and damages will include but not be limited to all costs of repair, or replacement of work of others destroyed or damaged by correction, removal, or replacement of CONTRACTOR's defective Work. D. CONTRACTOR shall not be allowed an extension of the Contract Times (or Milestones) because of any delay in the performance of the Work attributable to the exercise by OWNER of OWNER's rights and remedies under this paragraph 13.09. ARTICLE 14 - PAYMENTS TO CONTRACTOR AND COMPLETION 14.01 Schedule of Values A. The schedule of values established as provided in paragraph 2.07.A will serve as the basis for progress payments and will 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 completed. 00700-36 0 fl • 14.02 Progress Payments A. Applications for Payments 1. At least 20 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 equipment 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 docu- mentation 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 or other arrangements to protect OWNER's interest therein, all of which must be satisfactory to OWNER. 2. Beginning with the second Application for Payment, each Application shall include an affidavit of CONTRACTOR stating that all previous progress payments received on account of the Work have been applied on account to discharge CONTRACTOR's legitimate obligations associated with prior Applications for Payment. 3. The amount of retainage with respect to pro- gress payments will be as stipulated in the Agreement. B. Review of Applications 1. ENGINEER will, within 10 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 indicating in writing ENGINEER's reasons for refusing to recommend payment. In the latter case, CONTRACTOR may make the necessary corrections and resubmit the Application. 2. ENGINEER's recommendation of any payment requested in an Application for Payment will constitute a representation by ENGINEER to OWNER, based on ENGINEER's observations on the Site of the executed Work as an experienced and qualified design profession- al and on ENGINEER's review of the Application for Payment and the accompanying data and schedules, that to the best of ENGINEER's knowledge, information and belief: a. the Work has progressed to the point indicated; b. the quality of the Work is generally in accordance with the Contract Documents (subject to an evaluation 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 9.08, and to any other qualifications stated in the recommendation); and c, the conditions precedent to CONTRACTOR's being entitled to such payment appear to have been fulfilled in so far as it is ENGINEER's responsibility to observe the Work. 3. By recommending any such payment ENGI- NEER will not thereby be deemed to have represented that: (i) inspections made to check the quality or the quantity of the Work as it has been performed have been exhaustive, extended to every aspect of the Work in progress, or involved detailed inspections 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 CONTRACTOR to be paid additionally by OWNER or entitle OWNER to withhold payment to CONTRACTOR. 4. Neither ENGINEER's review of CONTRACTOR's Work for the purposes of recom- mending payments nor ENGINEER's recommendation of any payment, including final payment, will impose responsibility on ENGINEER to supervise, direct, or control the Work or for the means, methods, techniques, sequences, or procedures of construction, or the safety precautions and programs incident thereto, or for CON- TRACTOR's failure to comply with Laws and Regu- lations applicable to CONTRACTOR's performance of the Work. Additionally, said review or recommendation will not impose responsibility on ENGINEER to make any examination to ascertain how or for what purposes CONTRACTOR has used the moneys paid on account of the Contract Price, or to determine that title to any of the Work, materials, or equipment has passed to OWNER free and clear of any Liens. 5. 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 representa- tions to OWNER referred to in paragraph 14,02.B.2. ENGINEER may also refuse to recommend any such payment or, because of subsequently discovered evidence or the results of subsequent inspections or tests, 00700-37 (• revise or revoke any such payment recommendation previously made, to such extent as may be necessary in ENGINEER's opinion to protect OWNER from loss because: a. the Work is defective, or completed Work has been damaged, requiring correction or replace- ment; b. the Contract Price has been reduced by Written Amendment or Change Orders; c. OWNER has been required to correct defective Work or complete Work in accordance with paragraph 13.09; or, d. ENGINEER has actual knowledge of the occurrence of any of the events enumerated in para- graph 15.02.A. C. Payment Becomes Due 1. Ten days after presentation of the Application for Payment to OWNER with ENGINEER's recom- mendation, the amount recommended will (subject to the provisions of paragraph 14.02.D) become due, and when due will be paid by OWNER to CONTRACTOR. D. Reduction in Payment ..k' - I L{iay,a ,d:I<a ,hk!A,,T, a. claims have been made against OWNER on account of CONTRACTOR's performance or fur- nishing of the Work; b. 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; c. there are other items entitling OWNER to a set-off against the amount recommended; or d. OWNER has actual knowledge of the occur- rence of any of the events enumerated in paragraphs 14.02.B.5.a through 14.02.B.5.c or paragraph 15.02.A. 2. If OWNER refuses to make paymentof the full amount recommended by ENGINEER, OWNER must give CONTRACTOR immediate written notice (with a copy to ENGINEER) stating the reasons for such action and promptly pay CONTRACTOR any amount remaining after deduction of the amount so withheld. ci OWNER shall promptly pay CONTRACTOR the amount so withheld, or any adjustment thereto agreed to by OWNER and CONTRACTOR, when CONTRAC- TOR corrects to OWNER's satisfaction the reasons for such action. 3. If it is subsequently determined that OWNER's refusal of payment was not justified, the amount wrongfully withheld shall be treated as an amount due as determined by paragraph 14.02.C.1. 14.03 CONTRACTOR's Warranty of 7&le A. 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. 14.04 Substantial Completion A. 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 CONTRACTOR as incomplete) and request that ENGINEER issue a certificate of Substantial Completion. Promptly 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 substantially 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 Completion 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 14 days after submission of the tentative certificate to OWNER notify CONTRACTOR in writing, stating the reasons therefor. If, after consideration of OWNER's objections, ENGINEER considers the Work substantially complete, ENGINEER will within said 14 days execute and deliver to OWNER and CONTRACTOR a definitive certificate of Substantial 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 Comple- tion ENGINEER will deliver to OWNER and CONTRAC- TOR a written recommendation as to division of responsibili- 0 • ties pending fund payment between OWNER and CONTRACTOR with respect to security, operation, safety, and protection of the Work, maintenance, heat, utilities, 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. B. OWNER shall have the right to exclude CONTRACTOR from the Site after the date of Substantial Completion, but OWNER shall allow CONTRACTOR reasonable access to complete or correct items on the tentative list. 14.05 Penal Utilization A. Use by OWNER at OWNER's option of any substantially completed part of the Work which has specifically been identified in the Contract Documents, or which OWNER, ENGINEER, and CONTRACTOR agree constitutes a separately functioning and usable part of the Work that can be used by OWNER for its intended purp6se without significant interference with CONTRACTOR's performance of the remainder of the Work, may be accomplished prior to Substantial Completion of all the Work subject to the following conditions. 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 CONTRACTOR agrees that such part of the Work is substantially complete, CONTRACTOR will certify to OWNER and ENGINEER that such part of the Work is substantially complete and request ENGINEER to issue a certificate 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 part 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, ENGINEER will notify OWNER and CONTRACTOR in writing giving the reasons therefor. If ENGINEER considers that part of the Work to be substantially complete, the provisions of paragraph 14.04 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. 2. No occupancy or separate operation of part of the Work may occur prior to compliance with the requirements of paragraph 5.10 regarding property insurance. 14.06 final Inspection A. Upon written notice from CONTRACTOR that the entire Work or an agreed portion thereof is complete. ENGINEER will promptly make a final Inspection with OWNER and CONTRACTOR and will notify CON- TRACTOR In writing of all particulars in which this inspection reveals that the Work is incomplete or defective. CONTRACTOR shall immediately take such measures as are necessary to complete such Work or remedy such deficiencies. 14.07 Final Payment A. Application for Payment • 1. After CONTRACTOR has, in the opinion of ENGINEER, satisfactorily completed all corrections identified during the final Inspection and has delivered, in accordance with the Contract Documents, all main- tenance and operating instructions, schedules, guaran- tees, Bonds, certificates or other evidence of insurance certificates of Inspection, marked -up record documents (as provided in paragraph 6.12), and other documents, CONTRACTOR may make application for final payment following the procedure for progress payments. 2. 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 5.04.B.7; (i9) consent of the surety, if any, to final payment; and (iii) complete and legally effective releases or waivers (satisfactory to OWNER) of all Lien rights arising out of or Liens filed in connection with the Work. 3. In lieu of the releases or waivers of Liens specified in paragraph 14.07.A.2 and as approved by OWNER, CONTRACTOR 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 satisfactory to OWNER to indemnify OWNER against any Lien. i r B. Review of Application and Acceptance 1. If, on the basis of ENGINEER's observation of the Work during construction and final inspection, and ENGINEER'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 for Payment to OWNER for 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 14.09. Otherwise, ENGINEER will return the Application for Payment to CONTRACTOR, indicating in writing the reasons for refusing to recommend final payment, in which case CON- TRACTOR shall make the necessary corrections and resubmit the Application for Payment. C. Payment Becomes Due 1. Thirty days after the presentation to OWNER of the Application for Payment and accompanying docu- mentation, the amount recommended by ENGINEER will become due and, when due, will be paid by OWN- ER to CONTRACTOR. 14.08 Final Completion Delayed A. If, through no fault of CONTRACTOR, final completion 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 ENGINEER, and without terminating the Agreement, make payment of the balance due for that portion of the Work fully completed and accepted. If the remaining balance to be 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 5.01, the written consent of the surety to the payment of the balance due for that portion of the Work fully completed and accepted shall be submitted by CON- TRACTOR to ENGINEER with the Application 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. 14.09 Waiver of Claims 1. A. The making and acceptance. of final payment will constitute: 1. a waiver of all Claims by OWNER against CONTRACTOR, except Claims arising from unsettled Liens, from defective Work appearing after final inspection pursuant to paragraph 14.06, from failure to comply with the Contract Documents or the terms of any special guarantees specified therein, or from CONTRACTOR's continuing obligations under the Contract Documents; and 2. a waiver of all Claims by CONTRACTOR against OWNER other than those previously made in writing which are still unsettled. ARTICLE 15 - SUSPENSION OF WORK AND TERMINATION 15.01 OWNER May Suspend Work A. At any time and without cause, OWNER may suspend the Work or any portion thereof for a period of not more than 90 consecutive days by notice in writing to CON- TRACTOR and ENGINEER which will fix the date on which Work will be resumed. CONTRACTORehall resume the Work on 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 -a Claim therefor as provided in paragraph 10.05. 15.02 OWNER May Terminate for Cause A. The occurrence of any one or more of the following events will justify termination for cause: 1. CONTRACTOR's persistent failure to perform the Work in accordance with the Contract Documents (including, 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 2.07 as adjusted from time to time pursuant to paragraph 6.04); 2. CONTRACTOR's disregard of Laws or Regulations of any public body having jurisdiction; 3. CONTRACTOR's disregard of the authority of ENGINEER; or 4. CONTRACTOR's violation in any substantial way of any provisions of the Contract Documents. B. If one or more of the events identified in paragraph 15.02.A occur, OWNER may, after giving CONTRACTOR (and the surety, if any) seven days written notice, terminate Ll v fl C1 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 materials 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 (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) sustained by OWNER arising out of or relating to completing the Work, such excess will be paid to CONTRACTOR. If such claims, costs, losses, and damages exceed such unpaid balance, CONTRACTOR shall pay the difference to OWNER. Such claims, costs, losses, and damages incurred by OWNER will be reviewed by ENGINEER as to their reasonableness and, when so approved by ENGINEER, Incorporated in a Change Order. When exercising any rights or remedies under this paragraph OWNER shall not be required to obtain the lowest price for the Work performed. C. Where CONTRACTOR's services have been so terminated 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. 15.03 OWNER May Terminate For Convenience A. 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 Contract. In such case, CONTRACTOR shall be paid (without duplication of any items): 1. for completed and acceptable Work executed in accordance with the Contract Documents prior to the effective date of termination, including fair and reasonable sums for overhead and profit on such Work; 2, for expenses sustained prior to the effective date of termination in performing services and furnishing labor, materials, or equipment as required by the Contract Documents in connection with uncompleted Work, plus fair and reasonable sums for overhead and profit on such expenses; 3. for 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) incurred in settlement of terminated contracts with Subcontractors, Suppliers, and others; and 4. for reasonable expenses directly attributable to termination. E. 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. 15.04 . CONTRACTOR May Stop Work or Terminate A. If, through no act or fault of CONTRACTOR, the Work is suspended for more than 90 consecutive days by OWNER or under an order of court or other public authority, or ENGINEER fails to act on any Application for Payment within 30 days after it is submitted, or OWNER fails for 30 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 Contract and recover from OWNER payment on the same terms as provided in paragraph 15.03. In lieu of terminating the Contract and without prejudice to any other right or remedy, If ENGI- NEER has failed to act on an Application for Payment within 30 days after it Is submitted, or OWNER has failed for 30 days to pay CONTRACTOR any sum finally determined to be due, CONTRACTOR may, seven days after written notice Co OWNER and ENGINEER, stop the Work until payment is made of all such amounts due CONTRACTOR, Including interest thereon. The provisions of this paragraph 15.04 are not intended to preclude CONTRACTOR from making a Claim under paragraph 10.05 for an adjustment in Contract Price or Contract Times or otherwise for expenses or damage directly attributable to CONTRACTOR's stopping the Work as permitted by this paragraph. ARTICLE 16 - DISPUTE RESOLUTION 16.01 Methods and Procedures A. Dispute resolution methods and procedures, if any, shall be as set forth in the Supplementary Conditions. If no method and procedure has been set forth, and subject to the provisions of paragraphs 9.09 and 10.05, OWNER and CONTRACTOR may exercise such rights or remedies as either may otherwise have under the Contract Documents or by Laws or Regulations in respect of any dispute. 00700-41 ARTICLE 17 - MISCELLANEOUS ANEOUS • 17.01 Giving Notice A. 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. 17.02 Computation of Times A. 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. 17.03 Cunulative Remedies A. The duties and obligations imposed by these General Conditions and the rights and remedies available hereunder to the parties hereto 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. 17.04 Survival of Obligations .•• . a •:, �.: •: a-. •u• , •. .• • :• • , 17.05 Controlling Law A. This Contract is to be governed by the law of the state in which the Project is located. 00700-42 SUPPLEMENTARY CONDITIONS INDEX PAGE NUMBER • GENERAL SC -1 DEFINITIONS SC -1 BONDS SC -3 CONTRACTOR'S INSURANCE SC -3 RESIDENT PROJECT REPRESENTATIVE SC -5 RESPONSIBILITY REGARDING EXISTING SC -7 UTILITIES AND STRUCTURES WORK ON STATE HIGHWAY RIGHT-OF-WAY SC -7 SUBCONTRACTORS SC -8 GOVERNING LAWS AND REGULATIONS SC -8 RETAINAGE AND PAYMENT SC -8 RETURN OF DRAWINGS AND SPECIFICATIONS UPON TERMINATION SC -8 RELEASES AND LIEN WAIVERS SC -8 INDEPENDENT CONTRACTORS SC -8 CONTRACTOR'S RESIDENT SUPERINTENDENT SC -9 TESTING SC -9 PRICES TO INCLUDE AND SPECIAL SPECIFICATIONS SC -10 • 0 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. • RC -7 Definitions and Ithhreviations• 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 ABA - American ASTM - American AWG - American • AWPA - American 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 SC -1 Copyright c 2002 Crafton, Tull & Associates, Inc. C • AWS - American Welding Society AWWA American Water Works Association GSA General Services Administration, U.S. Government NHBA - National Builders Hardware Association NEC - National Electric Code NEMA - National Electric Manufactures Association NPPA - National Fire Protection Association NPT - National Pipe thread SEC - 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 lbs - pounds MOD - 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 Add the following to immediately follow paragraph 2.2 of the General Conditions. 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 -2 Copyright O 2002 Crafton, Tull & Associates, Inc. Add the following new paragraphs immediately after paragraph 5.1 of the General Conditions which reads as follows: SCS_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 his power -of -attorney. The m.re coun.e signing of the bonds by a resident den agent shall not be Rufficient. 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: 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 -3 Copyright C 2002 Craf ton, Tull & Associates, Inc. C 0 SC5.3.i 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. ses.3.2 Delete the second sentence of paragraph 5.3.2 ("OWNER shall deliver to Contractor. . .") in its entirety. Add the following paragraphs immediately after the respective paragraphs contained in paragraph 5.4 of the General Conditions: • The limits for liability for the insurance required by paragraph 5.4 of the General Conditions shall provide coverage for not less than the following 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 • SC -4 Copyright O 2002 Craf ton, Tull & Associates, Inc. Property Damage: $500,000.00 Each occurrence or a combined single limit of $2,000,000.00. SCS 5 OWNER'S Liability Insurance. Delete paragraph 5.5 of the General conditions in its entirety and insert the following in its place: 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. • SCS.6 Property r Tnaurance. Delete paragraph 5.6 of the General Conditions in its entirety and insert the following in its place: 5.6 Property Tnsuranae 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, losses 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. • SC -5 Copyright c 2002 Grafton, Tull & Associates, Inc. 0 sc5.7 Delete paragraph 5.7 of the General Conditions in its entirety and insert the following in its place: SOS.? 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. SC5.s Delete paragraph 5.8 of the General Conditions in its entirety and insert the following in its place: Sc S.R. 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. SC5.10. 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. SCS .13. Delete paragraph 5.13 of the General Conditions in its entirety. •pr W R ;- a) 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 -6 Copyright G 2002 Craf ton, Tull 6 Associates, Inc. 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 7.5 Separate Co ACTOR 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 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). SC -7 Copyright o 2002 Crafton, Tull & Associates, Inc. This paragraph does not prevent recovery from OWNER or ENGINEER for activities that are their respective contractual 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: l0"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 prior to execution of the work resulting in the price or scope change. Sc 11.9. Unit Price Wok. Paragraph 11.9.3 of the General Conditions is hereby deleted in its entirety and the following is substituted in its place: 1l.9.1 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 SC -8 Copyright C 2002 Crafton, Tull & Associates, Inc. S 6 11.9.3.3 if CONTRACTOR believe that it has incurred additional expense as a result thereof; or • 11.9.1.4 if OWNER believes that the quantity variation entitles OWNER to an adjustment in unit price; then 11.9.1.5 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 13.3 Tests and Inns tons_ Paragraph 13.3 of the General Conditions is hereby deleted in its entirety and the following is substituted in its place: Shy CONTRACTOR shall give the ENGINEER proper notification as detailed below and cooperate with the testing and inspection of the Work. SC 12.3.1. 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. s� All field tests required for a project shall be witnessed by tJse A Ci Engineering Division representatives in the presence of the ENGINE and CONTRA R, or their approved representatives. \`D SC 13.4 Paragra 13.4 of the General Conditions is her deleted in its entirety and the folIbs4g substituted in its place: SC 13.4. CONTRACTOR shall emplo nd pay testing laboratory to perform all to CONTRACTOR shall be responsible for e testing procedures and lab workjef all ti specifications. ENGINEER a have the proposed lab based upon s d Engineering reports must be forwa directly to the fpCthe services of an independent required by the Contract Documents. t of all equipment, materials, labor, as s outlined in these right approve or reject CONTRACTOR'S principle Copies of all testing Engineer by tThatesting laboratory. OWNER shall pr de all inspection services required by the Co act Documents and normal associated with the diligent progress of the Work (Ext as detail -'fn paragraphs 13.4.1,2,3.) Prior to final acceptance by OWR& the pro shall be subject to a final inspection by designated represent o e OWNER and CONTRACTOR. SC -9 Copyright O 2002 Craf ton, Tull & Associates, Inc. ARTICLE 14 PAYMENT TO CONTRACTOR AND OMP ETTON Sc 14-2 Annlication 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 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 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, 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 request 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. • SC -10 Copyright C 2002 Crafton, Tull & Associates, Inc. "PRICES TO INCLUDE" SPECIFICATIONS Item 1.0 MOBILIZATION, COMPLETE: METHOD OF MEASUREMENT: Work performed under this item shall be measure by the lump sum (L.S.) for mobilization. This item shall not exceed 5% of the total bid. BASIS OF PAYMENT: Work performed and accepted under this item shall be paid for at the contract price bid per lump sum for mobilization. Said price shall be full compensation for furnishing all equipment, tools, labor, and incidentals necessary to mobilize. Item 2.0 CONSTRUCTION STAKING, COMPLETE: METHOD OF MEASUREMENT: Work performed under this item shall be measured by the lump sum (L.S.) for construction staking. BASIS OF PAYMENT: Work performed and accepted under this item shall be paid for at the contract price bid per lump sum for construction staking. Said price shall be full compensation for furnishing all equipment, tools, labor, and incidentals necessary to provide construction staking. • Item 3.0 MAINTENANCE OF TRAFFIC, COMPLETE: METHOD OF MEASUREMENT: Work performed under this item shall be measure by the lump sum (L.S.) for maintenance of traffic. BASIS OF PAYMENT: Work performed and accepted under this item shall be paid for at the contract price bid per lump sum for maintenance of traffic. Said price shall be full compensation for furnishing all equipment, tools, labor, and incidentals necessary to ensure maintenance of traffic. Item 4.0 TREE PROTECTION FENCING, COMPLETE IN PLACE: METHOD OF MEASUREMENT: Completed and accepted tree protection fencing will be measured by the linear foot (l.f.). Included in this price is all work necessary to prepare the area for the tree protection fencing to be installed. BASIS OF PAYMENT: Work completed and accepted under this item and measured as provided above will be paid for at the contract unit price bid per linear foot for tree protection fencing, complete in place. Said price shall be full compensation for furnishing materials, equipment, tools, labor, and incidentals necessary to install the fencing complete. 0 SC-ll Copyright C 2002 Crafton, Tull & Associates, Inc. Item 5.0 TRENCH SAFETY, COMPLETE: METHOD OF MEASUREMENT: Work performed under this item shall be measure by the lump sum (L.S.) for trench safety. BASIS OF PAYMENT: Work performed and accepted under this item shall be paid for at the contract price bid per lump sum for trench safety. Said price shall be full compensation for furnishing all equipment, tools, labor, and incidentals necessary to ensure trench safety. Item 6.0 CLEARING & GRUBBING, COMPLETE INCLUDING OFF -SITE DISPOSAL: METHOD OF Clearing and grubbing shall be measured by the lump sum (L.S.). BASIS OF PAYMENT: Work completed and accepted under this item will be paid for at the contract unit price bid per lump sum. Said price shall be full compensation for furnishing all equipment, tools, labor, and incidentals necessary to complete the clearing for utility, ditch, and roadway construction. • Item 7.0 COMMON EXCAVATION, COMPLETE: METHOD OF MEASUREMENT: Work performed and material supplied and installed under this item shall be paid for by the cubic yard (c.y.) of common excavation. BASIS OF PAYMENT: Work performed and accepted under this item and measured as outlined above shall be paid for at the measured cubic yard (C.Y.) price bid which shall be full compensation for furnishing materials, tools, labor, and incidentals. Common Excavation shall include cutting an additional two (2) feet below the proposed pavement section extending to six (6) inches behind the proposed curb on either side of the roadway. It is the intent of this item to use any suitable excavated material for fill behind the curb (outside of roadway). This item shall include removal and disposal of excavated material unsuitable for use as fill material behind the proposed curb. No excavated material shall be removed from the site without the authorization of the Owner or Engineer. Item 8.0 ROCK EXCAVATION, COMPLETE: METHOD OF MEASUREMENT: Work performed and material supplied and installed under this item shall be field measured by the Engineer and shall consist of the removal of any rock below the plan subgrade elevation as directed by the Engineer. BASIS OF PAYMENT: SC -12 Copyright C 2002 Crafton, Tull & Associates, Inc. Work performed and accepted under this item and measured as outlined • above shall be paid for at the measured cubic yard (C.Y.) price bid which shall be full compensation for furnishing materials, tools, labor, and incidentals. Item 9.0 COMPACTED EMBANKMENT - IMPORTED HILLSIDE MATERIAL, INSTALLED COMPLETE: Work performed and material supplied and installed under this item shall be measured by the cubic yard (C.Y.) for fill compacted in place. This shall include the replacement of any unsuitable material below the proposed pavement elevation that is removed under Item 7.0 "Common Excavation" or under Item 10.0 "Undercut & Disposal" as directed by the Engineer. BASIS OF PAYMENT: Work performed and accepted under this item and measured as outlined above shall be paid for at the measured cubic yard (C.Y.) price bid which shall be full compensation for furnishing all equipment, materials, tools, labor, and incidentals necessary to install the fill to a 95% Standard Proctor Density. The conversion factor to convert loose truck yards to compacted yards in place shall be 1 loose yard of material times a factor of 0.70. The cost of undercutting, hauling, and disposing offsite the existing unsuitable material shall be included under item 10.0 as directed by the Engineer. • Item 10.0 UNDERCUT & DISPOSAL, COMPLETE: METHOD OF MEASUREMENT: Work performed and material supplied and installed under this item shall be field measured by the Engineer and shall consist of the removal and offsite disposal of any unsuitable material below the limits of common excavation as directed by the Engineer. BASIS OF PAYMENT: Work performed and accepted under this item and measured as outlined above shall be paid for at the measured cubic yard (C.Y.) price bid which shall be full compensation for furnishing materials, tools, labor, and incidentals. Item 11.0 7" ASPHALTIC CONCRETE HOT MIX BINDER COURSE TYPE 2 INSTALLED COMPLETE IN PLACE IN TWO LIFTS, INCLUDING PRIME AND TACK COATS: METHOD OF MEASUREMENT: Work completed under this item will be measured by the TON (TN.) of asphalt of the type and depth specified in place. BASIS OF PAYMENT: work performed and accepted under this item and measured as outlined above will be paid for at the contract unit price bid per ton. Said price shall be full compensation for furnishing all materials, equipment, tools, labor, and incidentals necessary to complete the work • as specified. SC -13 Copyright C 2002 Crafton, Tull & Associates, Inc. Item 12.0 2" ASPHALTIC CONCRETE HOT MIX SURFACE COURSE TYPE 2 INSTALLED COMPLETE IN PLACE, INCLUDING TACK COAT: METHOD OF MEASUREMENT: Work completed under this item will be measured by the TON (TN) of asphalt of the type and depth specified in place. BASIS OF PAYMENT: Work performed and accepted under this item and measured as outlined above will be paid for at the contract unit price bid per ton. Said • price shall be full compensation for furnishing all materials, equipment, tools, labor, and incidentals necessary to complete the work as specified. Item 13.0 CONCRETE CURB AND GUTTER, COMPLETE IN PLACE: METHOD OF MEASUREMENT: Completed and accepted curb and gutter will be measured by the linear foot (1.f.). Included in this price is all work necessary to prepare the area for curb to be installed. BASIS OF PAYMENT: Work completed and accepted under this item and measured as provided above will be paid for at the contract unit price bid per linear foot for curb and gutter, complete in place. Said price shall be full • compensation for furnishing materials, including forms, concrete placing, finishing, and for all equipment, tools, labor, and incidentals necessary to install the curb complete. Item 14.0 6' CONCRETE SIDEWALK - 4" THICKNESS, W/ 4" COMPACTED BASE INSTALLED COMPLETE: METHOD OF MEASUREMENT: Completed and accepted sidewalk will be measured by square yard (s.y.) of sidewalk installed. Included in this price is all work necessary to prepare the area for the sidewalk to be installed. Concrete traffic islands shall also be paid for under this item. BASIS OF PAYMENT: Work completed and accepted under this item and measured as provided above will be paid for at the contract unit price bid per square yard for sidewalk, complete in place. Said price shall be full compensation for furnishing materials, including forms, concrete placing, finishing, and for all equipment, tools, labor, and incidentals necessary to install the sidewalk complete, including the compacted base under the sidewalk. Item 15.0 CONCRETE DRIVEWAY - 6" THICKNESS, W/6" COMPACTED BASE, INSTALLED COMPLETE: METHOD OF MEASUREMENT: Completed and accepted concrete driveway will be measured by square yard • (s.y.) of concrete drive installed. Included in this price is all work SC -14 Copyright c 2002 Crafton, Tull & Associates, Inc. i necessary to prepare the area for the driveway to be installed. BASIS OF PAYMENT: Work completed and accepted under this item and measured as provided above will be paid for at the contract unit price bid per square yard for concrete driveway, complete in place. Said price shall be full compensation for, furnishing materials, including forms, concrete placing, finishing, and for all equipment, tools, labor, and incidentals necessary to install the concrete driveway complete, including the compacted base under the driveway. Item 16.0 18" R.C.P. DRAINAGE PIPE, CLASS 3, INSTALLED COMPLETE: Item 17.0 18" R.C.P. DRAINAGE PIPE, CLASS 3, INSTALLED COMPLETE INCLUDING GRANULAR BACKFILL: Item 18.0 24" R.C.P. DRAINAGE PIPE, CLASS 3, INSTALLED COMPLETE: Item 19.0 14"X23" HORIZONTAL ELLIPTICALR.C.P. DRAINAGE PIPE, CLASS 3, INSTALLED COMPLETE INCLUDING GRANULAR BACKFILL: Item 20.0 18" ALUMINIZED C.M.P., INSTALLED COMPLETE: METHOD OF MEASUREMENT: Completed and accepted pipe culverts will be measured by the linear foot (L.F.) in place. The linear foot upon which payment for pipe culverts will be made shall be determined by measuring all pipes laid along the centerline of the pipe to inside wall of Curb Inlets and Junction Boxes. BASIS OF PAYMENT: Work completed and accepted under the item of pipe culverts and measured as provided above will be paid for at the contract unit price bid per linear foot for the respective types of pipe culverts of the several sizes. Said price shall be full compensation for furnishing, hauling, and installing the pipe; for materials, including joint filler, granular backfill if required; for excavation and backfilling; and for all labor, tools, equipment and incidentals necessary to complete the Work. Granular backfill shall be compacted in 6" minimum lifts to 95% Modified Density to street subgrade. Item 21.0 24" R.C.P. FLARED END SECTION, INSTALLED COMPLETE: Item 22.0 14"X23" HORIZONTAL ELLIPTICAL R.C.P. FLARED END SECTION, INSTALLED COMPLETE: METHOD OF MEASUREMENT: Work completed under this item will be measured by each (EA.) flared end section of the size and type shown on the plans. BASIS OF PAYMENT: Work completed and accepted under this item and measured as outlined above shall be paid for at the contract unit price bid for each (EA.) flared end section of the size and type shown on the plans. Said price shall be full compensation for furnishing all material, equipment, tools, labor, and incidentals necessary to install each flared end • section of the size and type shown on the plans. SC -15 Copyright C 2002 Crafton, Tull & Associates, Inc. 0 Item 23.0 STANDARD TYPE A 4'x 4' CURB INLET STANDARD 5' DEPTH, INSTALLED COMPLETE: Item 24.0 STANDARD TYPE B 4'x 4' INLET W/CAST IRON GRATE, STANDARD 5' DEPTH, INSTALLED COMPLETE: METHOD OF MEASUREMENT: Work completed under -this item shall be measured by each (EA.) 4'x 4' Type A or Type B inlet constructed at the locations shown on the plans. BASIS OF PAYMENT: Work completed and accepted under this item when measured as provided above shall be paid for at the contract unit price bid per each (EA.) 4'x 4' inlet. Said price shall be full compensation for furnishing all material, equipment, tools, labor, and incidentals necessary to construct the Type A and B inlets at the locations shown on the plans. Item 25.0 STANDARD TYPE D CURB INLET w/ CAST IRON GRATE, INSTALLED COMPLETE: METHOD OF MEASUREMENT: Work completed under this item shall be measured by each (EA.) type D curb inlet w/ cast iron grate constructed at the locations shown on the plans. • BASIS OF PAYMENT: Work completed and accepted under this item when measured as provided above shall be paid for at the contract unit price bid per each (EA.) inlet Type D inlet constructed. Said price shall be full compensation for furnishing all materials, equipment, tools, labor, and incidentals necessary to construct the inlets at the locations shown on the plans and as specified. Item 26.0 EXTRA INLET DEPTH, INSTALLED COMPLETE IN PLACE: METHOD OF MEASUREMENT: Work completed under this item shall be measured by VERTICAL FOOT (V.£. of extra inlet depth installed at the location shown on the plans. BASIS OF PAYMENT: Work completed and accepted under this item when measured as provided above shall be paid for at the contract unit price bid for vertical foot of extra inlet depth installed. Said price shall be full compensation for furnishing all materials, equipment, tools labor, and incidentals necessary to install said item at the locations shown on the plans. Item 27.0 EXTRA INLET WIDTH, INSTALLED COMPLETE IN PLACE: METHOD OF MEASUREMENT: Work completed under this item shall be measured by the linear foot • (l.f.) of extra inlet width installed at the locations shown on the SC -16 Copyright a 2002 Craf ton, Tull & Associates, Inc. plans. BASIS OF PAYMENT: Work completed and accepted under this item when measured as provided above shall be paid for at the contract unit price bid per linear foot (L.F.) of extra inlet width installed. Said price shall be full compensation for furnishing all materials, equipment, tools, labor, and incidentals necessary to install the extra inlet width at the locations shown on the plans and as specified. Item 28.0 4'CURB INLET EXTENSION. INSTALLED COMPLETE: METHOD OF MEASUREMENT: Work completed under this item shall be measured by each.(EA.) 4' curb inlet extension installed at the locations shown on the plans. BASIS OF PAYMENT: Work completed and accepted under this item when measured as provided above shall be paid for at the contract unit price bid per each (EA.) 4' curb inlet extension installed as shown on the plans. Said price shall be full compensation for furnishing all materials, equipment, tools, labor, and incidentals necessary to install the 4' curb inlet extension at the locations shown on the plans and as specified. Item 29.0 8' CURB INLET EXTENSION, INSTALLED COMPLETE: • METHOD OF MEASUREMENT: Work completed under this item shall be measured by each (EA.) 8' curb inlet extension installed at the locations shown on the plans. BASIS OF PAYMENT: Work completed and accepted under this item when measured as provided above shall be paid for at the contract unit price bid per each (EA.) 8' curb inlet extension installed as shown on the plans. Said price shall be full compensation for furnishing all materials, equipment, tools, labor, and incidentals necessary to install the 8' curb inlet extension at the locations shown on the plans and as specified. Item 30.0 DBL. 4'x3'x72' PRECAST REINFORCED CONCRETE BOX CULVERT INCLUDING HKADW LLS & APRONS, INSTALLED COMPLETE: METHOD OF MEASUREMENT: Work completed under this item shall be measured by the lump sum (L.S.) for a DBL. 4'x3'x72' PRECAST REINFORCED CONCRETE BOX CULVERT INCLUDING HEADWALLS & APRONS installed at the location shown on the plans. BASIS OF PAYMENT: Work completed and accepted under this item when measured as provided above shall be paid for at the contract unit price bid per lump sum (L.S.) for a DBL. 4'x3'x72' PRECAST REINFORCED CONCRETE BOX CULVERT INCLUDING HEADWALLS & APRONS installed. Said price shall be full compensation for furnishing all material, equipment, tools, labor, and • incidentals necessary to install the DBL. 4'x3'x72' PRECAST REINFORCED SC -17 Copyright ° 2002 Crafton, Tull & Associates, Inc. C CONCRETE BOX CULVERT INCLUDING HEADWALLS & APRONS according to the plans and specifications. Item 31.0 ARTICULATED BLOCK FOR ENERGY DISSIPATION, INSTALLED COMPLETE: METHOD OF MEASUREMENT: Work completed under this item shall be measured by the square yard (s.y.) of articulated block installed. BASIS OF PAYMENT: Work completed and accepted under this item when measured as provided above shall be paid for at the contract unit price bid per square yard (s.y.) of articulated block. Said price shall be full compensation for furnishing all material, equipment, tools, labor, and incidentals necessary to install the articulated block as specified. Item 32.0 ADJUST MANHOLE TO GRADE, INSTALLED COMPLETE: METHOD OF MEASUREMENT: Work completed under this item shall be measured by each (EA.) manhole adjustment as required during construction. BASIS OF PAYMENT: Work completed and accepted under this item when measured as provided above shall be paid for at the contract unit price bid per each (EA.) manhole adjustment made during construction. Said price shall be full • compensation for furnishing all material, equipment, tools, labor, and incidentals necessary to make the manhole adjustment as required. Item 33.0 ADJUST WATER VALVE TO GRADE, INSTALLED COMPLETE: METHOD OF MEASUREMENT: Work completed under this item shall be measured by each (EA.) water valve adjustment as required during construction. BASIS OF PAYMENT: Work completed and accepted under this item when measured as provided above shall be paid for at the contract unit price bid per each (EA.) water valve adjustment made during construction. Said price shall be • full compensation for furnishing all material, equipment, tools, labor, and incidentals necessary to make the water valve adjustment as required. Item 34.0 ADJUST WATER METER TO GRADE, INSTALLED COMPLETE: METHOD OF MEASUREMENT: Work completed under this item shall be measured by each (EA.) water meter adjustment as required during construction. BASIS OF PAYMENT: Work completed and accepted under this item when measured as provided above shall be paid for at the contract unit price bid per each (EA.) • water meter adjustment made during construction. Said price shall be SC -18 Copyright a 2002 Crafton, Tull & Associates, Inc. full compensation for furnishing all material, equipment, tools, labor, • and incidentals necessary to make the water meter adjustment as required. Item 35.0 ADJUST SANITARY SEWER SERVICE, INSTALLED COMPLETE: METHOD OF MEASUREMENT: Work completed under this item shall be measured by each (EA.) sanitary sewer adjustment as required during construction. BASIS OF PAYMENT: Work completed and accepted under this item when measured as provided above shall be paid for at the contract unit price bid per each (EA.) sanitary sewer adjustment made during construction. Said price shall be full compensation for furnishing all material, equipment, tools, labor, and incidentals necessary to make the sanitary sewer adjustment as required. Item 36.0 ADJUST 1" WATER SERVICE, INSTALLED COMPLETE: METHOD OF MEASUREMENT: Work completed under this item shall be measured by each (EA.) 1" water service adjustment as required during construction. BASIS OF PAYMENT: Work completed and accepted under this item when measured as provided • above shall be paid for at the contract unit price bid per each (EA.) 1" water service adjustment made during construction. Said price shall be full compensation for furnishing all material, equipment, tools, labor, and incidentals necessary to make the sanitary sewer adjustment as required. Item 37.0 FIRE HYDRANT RELOCATION, INSTALLED COMPLETE: METHOD OF MEASUREMENT: Work completed under this item shall be measured by each (EA.) fire hydrant relocation made as required during construction. BASIS OF PAYMENT: Work completed and accepted under this item when measured as provided above shall be paid for at the contract unit price bid per each (EA.) fire hydrant relocation made during construction. Said price shall be full compensation for furnishing all material, equipment, tools, labor, and incidentals necessary to make the fire hydrant relocation as required. Item 38.0 STANDARD CAST -IN -PLACE SANITARY SEWER MANHOLE, 6' DEPTH, INSTALLED COMPLETE IN PLACE: METHOD OF MEASUREMENT: Work completed under this item will be measured by the EACH (EA.) sewer manhole installed of the various heights. • SC -19 Copyright ° 2002 Crafton, Tull & Associates, Inc. C c 0 BASIS OF PAYMENT: Completed and accepted sewer manhole installation will be paid for at the contract unit price bid per each (EA.) manhole installed as shown on the plans. Said price shall be full compensation for furnishing all materials, equipment, tools, labor, and incidentals to install the sewer manhole complete including the ring and cover. Item 39.0 8" P.V.C. SDR-26 SEWER PIPE INSTALLED COMPLETE IN PLACE INCLUDING TRENCH EXCAVATION, BEDDING AND BACKFILL: METHOD OF MEASUREMENT: Work completed under these items will be measured by the linear foot (L.F.) of pipe actually laid. BASIS OF PAYMENT: Work completed and accepted under these items and measured as outlined above will be paid for at the contract unit price bid per linear foot of sewer pipe laid; which shall full compensation for furnishing all material, equipment, tools, labor, and incidentals necessary to lay the pipe complete. Item 40.0 EXTRA MANHOLE DEPTH, INSTALLED COMPLETE IN PLACE: • METHOD OF MEASUREMENT: Work completed under this item shall be measured by VERTICAL FOOT (V.F.) of extra manhole depth installed at the location shown on the plans. BASIS OF PAYMENT: Work completed and accepted under this item when measured as provided above shall be paid for at the contract unit price bid for vertical foot of extra manhole depth installed. Said price shall be full compensation for furnishing all materials, equipment, tools labor, and incidentals necessary to install said item at the locations shown on the plans. Item 41.0 MAILBOX RELOCATION, INSTALLED COMPLETE: METHOD OF MEASUREMENT: Work completed under this item shall be measured by each (EA.) mailbox relocation made as required, during construction. BASIS OF PAYMENT: Work completed and accepted under this item when measured as provided above shall be paid for at the contract unit price bid per each (EA.) mailbox relocation made during construction. Said price shall be full compensation for furnishing all material, equipment, tools, labor, and incidentals necessary to make the mailbox relocation as required. Item 42.0 CROSSWALK SIGNS & SIGNAL LIGHT RELOCATION: • METHOD OF MEASUREMENT: SC -20 - Copyright C 2002 Crafton, Tull & Associates, Inc. Work completed under this item will be measured by the lump sum (L.S.). BASIS OF PAYMENT: Work completed and accepted under this item and measured as outlined above shall be paid for at the contract unit price bid per lump sum. Said price shall be full compensation for furnishing all material, equipment, tools, labor, and incidentals necessary to relocate the existing crosswalk signs & signal lights to the locations shown on the plans. Item 43.0 SIGNS, INSTALLED COMPLETE: METHOD OF MEASUREMENT: Work completed under this item will be measured by the square foot (S.F.) of signs installed resulting from construction of this project. BASIS OF PAYMENT: Work completed and accepted under this item and measured as outlined above shall be paid for at the contract unit price bid per square foot. Said price shall be full compensation for furnishing all material, equipment, tools, labor, and incidentals necessary to install said signs as a result of the construction of this project. Item 44.0 STRIPING & LETTERING: • METHOD OF MEASUREMENT: Work completed under this item will be measured by the lump sum (L.S.). BASIS OF PAYMENT: Work completed and accepted under this item and measured as outlined above shall be paid for at the contract unit price bid per lump sum. Said price shall be full compensation for furnishing all material, equipment, tools, labor, and incidentals necessary install the pavement markings as shown on the pavement marking plan upon completion of construction. All striping items shall comply with AHTD and MUTCD specifications. All pavement markings shall be thermoplastic unless otherwise noted on the plans. Item 45.0 STRAW BALE FOR EROSION CONTROL, INSTALLED COMPLETE: METHOD OF MEASUREMENT: Work completed under this item shall be measured by each (EA.) straw bale installed as a means of erosion control during construction. BASIS OF PAYMENT: Work completed and accepted under this item when measured as provided above shall be paid. for at the contract unit price bid per each (EA.) straw bale installed during construction. Said price shall be full compensation for furnishing all material, equipment, tools, labor, and incidentals necessary to install the straw bales as required per the latest edition of the AHTD specifications. • SC -21 Copyright ° 2002 Crafton, Tull & Associates, Inc. • 0 Item 46.0 EROSION CONTROL FENCE INSTALLED COMPLETE IN PLACE: METHOD OF MEASUREMENT: Work completed under these items will be measured by the linear foot (L.F.) of erosion control fence. BASIS OF PAYMENT: Work completed and accepted under these items and above will be paid for at the contract unit price erosion control fence installed; which shall be .f furnishing all material, equipment, tools, labor, necessary to install the erosion control fence as latest edition of the AHTD specifications. measured as outlined bid per linear foot of ill compensation for and incidentals required per the Item 47.0 SANDBAGS AROUND INLETS FOR EROSION CONTROL, INSTALLED COMPLETE: METHOD OF MEASUREMENT: Work completed under this item shall be measured by each (EA.) sandbag installed as a means of erosion control during construction. BASIS OF PAYMENT: Work completed and accepted under this item when measured as provided • above shall be paid for at the contract unit price bid per each (EA.) sandbag installed during construction. Said price shall be full compensation for furnishing all material, equipment, tools, labor, and incidentals necessary to install the sandbags as required per the latest edition of the AHTD specifications. Item 48.0 CONCRETE STEPS TO RESIDENCES, INSTALLED COMPLETE IN PLACE: METHOD OF MEASUREMENT: Work completed under this item shall be measured by VERTICAL FOOT (V.F. of concrete steps to residences installed at the location shown on the plans. BASIS OF PAYMENT: Work completed and accepted under this item when measured as provided above shall be paid for at the contract unit price bid for vertical foot of concrete steps installed. Said price shall be full compensation for furnishing all materials, equipment, tools labor, and incidentals necessary to install said item at the locations shown on the plans. Item 49.0 CAST -IN -PLACE CONCRETE RETAINING WALL, INSTALLED COMPLETE: METHOD OF MEASUREMENT: Work completedunder this item shall be measured by the lump sum (L.S.) • for a cast -in -place concrete retaining wall installed at the location SC -22 Copyright C 2002 Crafton, Tull & Associates, Inc. • ( shown on the plans. BASIS OF PAYMENT: • Work completed and accepted under this item when measured as provided above shall be paid for at the contract unit price bid per lump Bum, (L.S.) for a cast -in -place concrete retaining wall installed as shown. Said price shall be full compensation for furnishing all material, equipment, tools, labor, and incidentals necessary to install the cast - in -place concrete retaining wall according to the plans and specifications. Item 50.0 SEGMENTAL BLOCK RETAINING WALL, INSTALLED COMPLETE: METHOD OF MEASUREMENT: Work completed under this item will be measured by the square foot (S.F.) of segmental block retaining wall installed. BASIS OF PAYMENT: Work completed and accepted under this item and measured as outlined above shall be paid for at the contract unit price bid per square foot. Said price shall be full compensation for furnishing all material, equipment, tools, labor, and incidentals necessary to install the segmental block retaining walls during this project. Item 51.0 REMOVE & DISPOSE OF EXISTING STRUCTURES, COMPLETE: METHOD OF MEASUREMENT: Work completed under this item shall be measured by the lump sum (L.S.) for removing & disposing of existing structures at the locations shown on the plans. BASIS OF PAYMENT: Work completed and accepted under this item when measured as provided above shall be paid for at the contract unit price bid per lump sum (L.S.) for removing & disposing of existing structures as shown on the plans. Said price shall be full compensation for furnishing all material, equipment, tools, labor, and incidentals necessary to remove dispose of existing structures according to the plan. Item 52.0 TOPSOIL, SEEDING & MULCHING, COMPLETE: METHOD OF MEASUREMENT: Work completed under this item shall be measured by the lump sum (L.S.) for topsoil, seeding & mulching at the locations shown on the plans. BASIS OF PAYMENT: Work completed and accepted under this item when measured as provided above shall be paid for at the contract unit price bid per lump sum (L.S.) for topsoil, seeding & mulching as shown on the plans. Said price shall be full compensation for furnishing all material, equipment, tools, labor, and incidentals necessary to install said items according to the plans. SC -23 Copyright C 2002 Crafton, hill & Associates, Inc. a Item 53.0 18" R.C.P. FLARED END SECTION, INSTALLED COMPLETE: METHOD OF MEASUREMENT: Work completed under this item will be measured by each (EA.) flared end section of the size and type shown on the plans. BASIS OF PAYMENT: Work completed and accepted under this item and measured as outlined above shall be paid for at the contract unit price bid for each (EA.) flared end section of the size and type shown on the plans. Said price shall be full compensation for furnishing all material, equipment, tools, labor, and incidentals necessary to install each flared end section of the size and type shown on the plans. Item 54.0 HANDRAIL, INSTALLED COMPLETE: METHOD OF MEASUREMENT: Work completed under this item shall be measured by linear foot (L.F.) of handrail installed along the top of each headwall of the double barrel precast box culvert and along concrete steps. Hand rail will also be installed on top of block retaining walls adjacent to sidewalks where the sidewalk is higher than 30" above the adjacent ground. BASIS OF PAYMENT: Work completed and accepted under this item when measured as provided above shall be paid for at the contract unit price bid per linear foot (L.F.) of handrail installed; which shall be full compensation for furnishing and installing the required handrail, equipment, tools, labor, and incidentals necessary to complete the work. ITEMS SPECIFIC TO LEVERETT ELEMENTARY SCHOOL ENTRANCE (ITEMS 55 - 64) Item 55.0 TYPE C CURB INLET w/CAST IRON GRATE, INSTALLED COMPLETE: METHOD OF MEASUREMENT: Work completed under this item shall be measured by each (EA.) type C curb inlet w/ cast iron grate constructed at the locations shown on the plans. BASIS OF PAYMENT: Work completed and accepted under this item when measured as provided above shall be paid for at the contract unit price bid per each (EA.) • inlet Type C inlet constructed. Said price shall be full compensation SC -24 Copyright o 2002 Crafton, Tull & Associates, Inc. for furnishing all materials, equipment, tools, labor, and incidentals necessary to construct the inlets at the locations shown on the plans and as specified. Item 56.0 CONCRETE CURB AND GUTTER. COMPLETE IN PLACE: METHOD OF MEASUREMENT: Completed and accepted curb and gutter will be measured by the linear foot (l.f.). Included in this price is all work necessary to prepare the area for curb to be installed. BASIS OF PAYMENT: Work completed and accepted under this item and measured as provided above will be paid for at the contract unit price bid per linear foot for curb and gutter, complete in place. Said price shall be full compensation for furnishing materials, including forms, concrete placing, finishing, and for all equipment, tools, labor, and incidentals necessary to install the curb complete. Item 57.0 6' CONCRETE SIDEWALK - 4" THICKNESS W/ 4" COMPACTED BASE, INSTALLED COMPLETE: METHOD OF MEASUREMENT: Completed and accepted sidewalk will be measured by square yard (s.y.) of sidewalk installed. Included in this price is all work necessary to prepare the area for the sidewalk to be installed. Concrete traffic • 'islands shall also be paid for under this item. BASIS OF PAYMENT: Work completed and accepted under this item and measured as provided above will be paid for at the contract unit price bid per square yard for sidewalk, complete in place. Said price shall be full compensation for furnishing materials, including forms, concrete placing, finishing, and for all equipment, tools, labor, and incidentals necessary to install the sidewalk complete,, including the compacted base under the sidewalk. Item 58.0 COMMON EXCAVATION, COMPLETE: METHOD OF MEASUREMENT: Work performed and material supplied and installed under this item shall be paid for by the cubic yard (c.y.) of common excavation, BASIS OF PAYMENT: Work performed and accepted under this item and measured as outlined above shall be paid for at the measured cubic yard (C.Y.) price bid which shall be full compensation for furnishing materials, tools, labor, and incidentals. Item 59.0 COMPACTED EMBANKMENT - IMPORTED HILLSIDE MATERIAL, INSTALLED COMPLETE: METHOD OF MEASUREMENT: • SC -25 Copyright C 2002 Crafton, Tull & Associates, Inc. Work performed and material supplied and installed under this item be field measured by the Engineer for fill compacted in place, and include the replacement of any unsuitable material below the plan subgrade elevation that is undercut and disposed of under Item 10. directed by the Engineer. BASIS OF PAYMENT: Work performed and accepted under this item and measured as outlined above shall be paid for at the measured cubic yard (C.Y.) price bid which shall be full compensation for furnishing materials, tools, labor, and incidentals. shall shall 0 as Item 60.0 7" ASPHALTIC CONCRETE HOT MIX BINDER COURSE TYPE 2 INSTALLED COMPLETE IN PLACE IN TWO LIFTS, INCLUDING PRIME AND TACK COATS: METHOD OF MEASUREMENT: Work completed under this item will be measured by the TON (TN.) of asphalt of the type and depth specified in place. BASIS OF PAYMENT: Work performed and accepted under this item and measured as outlined above will be paid for at the contract unit price bid per ton. Said price shall be full compensation for furnishing all materials, equipment, tools, labor, and incidentals necessary to complete the work as specified. Item 61.0 2" ASPHALTIC CONCRETE HOT MIX SURFACE COURSE TYPE 2 INSTALLED COMPLETE IN PLACE, INCLUDING TACK COAT: METHOD OF MEASUREMENT: Work completed under this item will be measured by the TON (TN) of asphalt of the type and depth specified in place. BASIS OF PAYMENT: Work performed and accepted under this item and measured as outlined above will be paid for at the contract unit price bid per ton. Said price shall be full compensation for furnishing all materials, equipment, tools, labor, and incidentals necessary to complete the work as specified. Item 62.0 REMOVE & DISPOSE EXISTING STRUCTURES, COMPLETE: METHOD OF MEASUREMENT: Work completed under this item shall be measured by the lump sum (L.S.) for removing & disposing of existing structures at the locations shown on the plans. BASIS OF PAYMENT: Work completed and accepted under this item when measured as provided above shall be paid for at the contract unit price bid per lump sum (L.S.) for removing & disposing of existing structures as shown on the plans. Said price shall be full compensation for • furnishing all material, equipment, tools, labor, and incidentals SC -26 Copyright G 2002 Crafton, Tull & Associates, Inc. CA L J 0 C1 necessary to remove & dispose of existing structures according to the plan. Item 63.0 STRAW BALE FOR EROSION CONTROL, INSTALLED COMPLETE: METHOD OF MEASUREMENT: Work completed under this item shall be measured by each (EA.) straw bale installed as a means of erosion control during construction. BASIS OF PAYMENT: Work completed and accepted under this item when measured as provided above shall be paid for at the contract unit price bid per each (EA.) straw bale installed made during construction. Said price shall be full compensation for furnishing all material, equipment, tools, labor, and incidentals necessary to install the straw bales as required per the latest edition of the AHTD specifications. Item 64.0 SANDBAGS AROUND INLETS FOR EROSION CONTROL, INSTALLED COMPLETE: , METHOD OF MEASUREMENT: Work completed under this item shall be measured by each (EA.) sandbag installed as a means of erosion control during construction. BASIS OF PAYMENT: Work completed and accepted under this item when measured as provided above shall be paid for at the contract unit price bid per each (EA.) sandbag installed during construction. Said price shall be full compensation for furnishing all material, equipment,. tools, labor, and incidentals necessary to install the sandbags as required per the latest edition of the AHTD specifications. ITEM 65.0 - 6" P.V.C. C900 SDR-14 WATERLINE, INSTALLED COMPLETE IN PLACE INCLUDING TRENCH EXCAVATION AND BACKFILL: ITEM 66.0 - 10" P.V.C. C900 SDR-14 WATERLINE, INSTALLED COMPLETE IN PLACE INCLUDING TRENCH EXCAVATION AND BACKFILL: METHOD OF MEASUREMENT: Measure of pipelines, as a basis of payment shall be made along the pipe SC -27 Copyright C 2002 Crafton, Tull & Associates, Inc. I 11 from center to center of intersecting lines, or from center to end of • branch lines. This measurement shall include all fittings, valves, and appurtenances installed along the line. This measurement shall be made by the linear foot (L.F.). Measurements shall be rounded to the nearest 1.0 -foot. BASIS OF PAYMENT: Work completed and accepted under this item when measured as provided above shall be paid for at the contract unit price bid per linear foot (L.F.) for water line of the type and size of waterline specified. Which shall be full compensation for all clearing and disposal of debris, trench excavation, backfill and compaction, bedding, furnishing and installing the pipe, testing, chlorination, disposal of chlorinated water, all materials, equipment, tools, labor, and incidentals necessary to complete the work. ITEM 67.0 - 6" M.J. GATE VALVE AND BOX, INSTALLED COMPLETE IN PLACE: ITEM 68.0 - 10" M.J. GATE VALVE AND BOX, INSTALLED COMPLETE IN PLACE: METHOD OF MEASUREMENT: Work completed and accepted under this item shall be measured by each EA.) valve and box installed of the specified size. BASIS OF PAYMENT: Work completed and accepted under this item when measured as provided above shall be paid for at the contract unit price bid per each (EA.)valve and box installed of the specified size, which shall be full • compensation for furnishing and installing the specified valve which shall include all excavation, backfill, compaction, material, labor, valve stem extensions, valve box extensions, concrete collars around • valve boxes and all incidentals necessary to complete the work. ITEM 69.0 - 6" x 6".TAPPING SLEEVE & VALVE, INSTALLED COMPLETE IN PLACE: ITEM 70.0 - 10" x 10" TAPPING SLEEVE & VALVE, INSTALLED COMPLETE IN PLACE: METHOD OF MEASUREMENT: Work completed and accepted under this item shall be measured by each (EA.) tapping sleeve and tapping valve installed of the specified size. BASIS OF PAYMENT: Work completed and accepted under this item when measured as provided above shall be paid for at the contract unit price bid per each (EA.) tapping sleeve and tapping valve installed of the specified size, which shall be full compensation for furnishing and installing the specified tapping sleeve and tapping valve, operator extensions, excavation, backfill, compaction, blocking, testing, equipment, tools, labor, and incidentals necessary to complete the work. ITEM 71.0 - DUCTILE IRON M.J. FITTINGS, INSTALLED COMPLETE IN PLACE: • METHOD OF MEASUREMENT: SC -28 Copyright C 2002 Crafton, Tull & Associates, Inc. • Work completed under this item shall be measured by the each (EA.) of fitting installed. BASIS OF PAYMENT: Work completed and accepted under this item when measured as provided above shall be paid for at the contract unit price bid per pound (EACH) ductile iron fitting installed which shall be full compensation for all labor, material, fittings, bolts, gaskets, glands, thrust blocking, and all incidentals necessary to complete the work. ITEM 72.0 - CUT, CAP AND BLOCK EXISTING 6" WATERLINE, COMPLETE: ITEM 73.0 - CUT, CAP AND BLOCK EXISTING 10" WATERLINE, COMPLETE: METHOD OF MEASUREMENT: Completed and accepted waterline capping will be measured by each (EA.) existing waterline that is cut, capped & blocked for the sizes specified. BASIS OF PAYMENT: Work completed and accepted under this item shall be paid for at the contract unit price bid for each (EA.) existing waterline that is cut, capped & blocked for the sizes specified. Said price shall be full compensation for furnishing all materials, equipment, tools, labor, and incidentals necessary to cut, .cap and block the existing waterlines to complete the connections to the relocated waterlines as required. Al]. caps, other fittings and piping shall be paid for under the applicable • listed items. ITEM 76.0 - GRANULAR BACKFILL / WATER LINE STREET AND DRIVE CROSSINGS, INSTALLED COMPLETE IN PLACE: METHOD OF MEASUREMENT: Completed and accepted granular backfill shall be measured by the ton (TON). The quantities shall be determined by the following measurements: Width: Nominal pipe diameter plus 2 feet. Depth: Distance from the top of the pipe cover to pavement subgrade. Length: The distance measured along the trench line where granular backfill is placed. Conversion to tons shall be based on the weight of 1 cubic yard of compacted granular material weighing 4,000 pounds. These measurements shall be to the nearest 0.1 -foot. Ton compaction shall be rounded to the nearest ton. BASIS OF PAYMENT: Work completed and accepted will be paid for at the contract unit price bid per ton (TON). This price shall be full compensation for furnishing all materials, tools, labor, compaction, water, testing, surveying, removal and disposal of material, cleanup, and all incidentals necessary to complete the work. SC -29 Copyright C 2002 Crafton, Tull & Associates, Inc. E Item 75.0 8" DUCTILE IRON SEWER MAIN INSTALLED COMPLETE IN PLACE INCLUDING TRENCH EXCAVATION, BEDDING AND BACKFILL: METHOD OF MEASUREMENT: Work completed under these items will be measured by the linear foot (L.F.) of pipe actually laid. BASIS OF PAYMENT: Work completed and accepted under these items and measured as outlined above will be paid for at the contract unit price bid per linear foot of sewer pipe laid; which shall be full compensation for furnishing all material, equipment, tools, labor, and incidentals necessary to lay the pipe complete. Item 76.0 12" SPLIT ENCASEMENT PIPE INSTALLED COMPLETE IN PLACE INCLUDING TRENCH EXCAVATION, BEDDING AND BACKFILL: METHOD OF MEASUREMENT: Work completed under these items will be measured by the linear foot (L.F.) of split encasement pipe actually laid. BASIS OF PAYMENT: work completed and accepted under these items and measured as outlined above will be paid for at the contract unit price bid per linear foot of • split encasement pipe laid; which shall be full compensation for furnishing all material, equipment, tools, labor, and incidentals necessary to lay the pipe complete. • SC -30 Copyright C 2002 Crafton, Tull & Associates, Inc. C. DIVISION 1 - GENERAL REQUIREMENTS ABBREVIATIONS The following is an explanation of the abbreviations which are used throughout the Specifications. I. AASHTO - The American Association of State Highway and Transportation Officials, the successor to AASHO. 2. ASA - 3. AISC - 4. ASTM - 5. AWWA- 6. MBMA - 7. RPM- . 8. AWS - 9. AREA - The The The The The Rev The The American Standards Association American Institute for Steel Construction American Society for Testing and Materials American Water Works Association Metal Building Manufacturers Association Dlutions Per Minute American Welding Society American Railway Engineering Association 10.. NEMA - The National Electrical Manufacturers Association STANDARDS Where the reference is made to specifications such as ASTM, the latest edition shall be used and shall be considered a part of the specification. TS -1 Copyright © 2002 Crafton, Tull & Associates, Inc. 0 PAYMENT REQUEST General: Except as otherwise indicated, sequence of progress payments is to be regular, and each must be consistent with previous applications and payments. It is recognized that certain applications involve extra requirements, including initial applications, applications with request for payment of stored materials, and final payment application. 2. Payment Application Times: The "date" for each progress payment is the first day of each month. The period of work covered by each payment request is period ending the last day of the preceding month. 3. Payment Application Forms: Use forms for which examples are included in Division 1. • • TS -2 Copyright © 2002 Crafton, Tull & Associates, Inc. CRAFTON, TULL & ASSOCIATES, INC. 901 N. 47th St., Suite 200 Rogers, AR 72758 PROGRESS ESTIMATE No. Project: Street & Drainage Improvements for Cleveland Street Contractor: Township Builders, Inc. Address: P.O. Box 7252, Little Rock, AR 72217 Engineers Project No.: 98073.01 Contract Date: Contract for: street. Drainage & Water Line Construction Period Ending: To: The City of Fayetteville Owner Attached hereto is the Contractor's Affidavit stating that all previous payments to him under this contract have been applied by him to discharge in full all of his obligations in connection with the work covered by all prior Applications for Payments • _ In accordance with the above contract, the undersigned approved payment to the Contractor of the amount due as shown below: Crafton, Tull & Associates, Inc. ENGINEER By: STATEMENT OF WORK Previous Payments Change Orders Work to Date $ #1 $ 0.00 #1 $ 0.00 Amount Retained (10% OF 1st 50%) $ #2 $ #2 $ Subtotal $ #3 $ #3 $ Plus Materials Stored $ #4 $ #4 $ Total Amount Due Contr. $ # 5 $ # 5 $ Previous Payments $ 0.00 #6 $ Amount Due this Payment $ #7$ Original Contract Price $ 1,090,270.00 Net Change Orders $ 0.00 Adjusted Contract Price $ 1,090,270.00 • TS -3 Copyright (C) 2002 Crafton, Tull Associates, Inc. . ;&§ , �G S B§ k s m@ 8 8 ! E i .2 » k) k I J k k k j & - ; ' o a G[E Z >�§2§ z `/»w . . •z �R#§ z U) 2 0U) eee2 IL �§§ e § S U� S e S 5 S S bar Co / / § k� o ) /§ [ 2 ° Z§ @ k § k ! §a Dun § in z § z! in 2 § \ z 0 F z § ! C § ) 0 ' e u g 2$§ o k k § a k § §z k § ) § ) 8 k / \ 8 § , _ ; §k , TS -4 . Copyright © 2002 Okm,lull & Associates, Inc. z lnz in I B E @ s B 8 8 m e J' 3. • § k k k § k ( \ § -® ) § —e UI . II ■ 00 a. a. k ( 2 2 § B § ! ` ` e ` § 2. Ba \ e< -J ! § w w ! uJ § ` § C) a ° to ( b $ $ K k § § ■§ k§ § \ t 6 e on 0 - k ) 2 § ° ( § § z k z ) k■ k j) k 2 U. 2 . §§§-J§ &f§| 2 ) m B B 2 k k S. u! g ID k k% - % a z - § § I - z -= a, 0 a!■ k m • TS -5 Copyright ok« Crafton, Tull & Associates, Inc. a a d 0 0 §. o or j0 2 \ 8 ° ° o a B q 6 808 o 2\ B[§ b/J /�k /I§ R22 \ o0 � §•® _ a ; e a ® § \a So \ e& a 5 a!!» e \ §n § w ) Bz ( / ( k . § �. 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J Q J Q Q J QQ J N 111 J J N J W • U a U Q 0 o N a J t9 z IN o N o o' z �QQ U N a z ° Z UZ Z O Z K a W W < Nu. .� U y z EL o o u Cd UU, t� a ° W o a 80 o z m 0 z Z C Z U 1W11 F U m y ° pp J W m U wa 8 ci w ~ca 0 Zm zz ¢ Z Z 1 a U 0�da 2 U a 0 z �¢ u0! a a}W oz U) U) ul w 0 U tS uWi K S F U Ell No0o N N N e N N TS -7 Copyright © 2002 Crafton, Tull & Associates, Inc. bz • C S- S e e m° e e m N. «■ k I k k j k§\ k 3 , - = CO ! 0 k©§°§ | E/§b -�O 2/»§ k$lCLoS. z§I W/§§ ■m \o• R e r■ . ; S S . • �� . e -I a a ! § . 1'. k . d ~ k § k §_ 0 UI C e m ) w w U % z 0. k ) z j k \ ) § § k k \ \ -w ; / a_ § 2§ S \ z > k ka § ( § ! a O;e § . k a I !§ d/ N§ U) U) •CO • 0k CO/ • %\ ( Q § § § § § 2 § |CO CO CO I- • TS -8 Copyright ©&G Crafton, Associates, Inc. n 0 0 b\ 8z § § a § § @ in ' m § Z t9 _ bz oou /§k °Kz `®8 \ §§§ § R e f / §e a 2 u. U) CD U) • z cc § k z cc - • C /cc Q) (9 z § z ; z cc 2 \ § m § z ] § ) a § ` cc sOad % \ § D a D § o o to § k / § § 2 § cth § E The undersigned CONTRACTOR hereby swears under penalty of perjury that (1) all previous progress payments received from the OWNER on account of work performed under the contract referred to above have been applied by the undersigned to discharge in full all obligations of the undersigned Incurred in connection with work covered by prior APPLICATIONS FOR PAYMENT under said contract, being APPLICATIONS FOR PAYMENT numbered through Inclusive; and (2) all materials and equipment Incorporated In said Project or otherwise listed in or covered by this APPLICATION FOR PAYMENT are free and clear of all liens, claims, security interests and encumbrances. DATED: 20 CONTRACTOR NAME TITLE County of Benton State of Arkansas • Beforeme on this _day of ,20 personally appeared known to me, who being duly sworn, did depose and say that he is the (Office) of the Contractor above mentioned; that he executed the above Application for Payment and statement on behalf of said Contractor; and that all of the statements contained therein are true, correct, and complete. My Commission Expires: Notary Public TS -1 0 Copyright (C) 2002 Crafton, Tull Associates, Inc. SECTION 02050 DEMOLITION PART I GENERAL 1.01 SECTION INCLUDES A. Demolition of designated site structures, retaining walls and foundations and removal of materials from site. B. Demolition and removal of pavements, curbs and gutters, drainage structures, utilities, signage or landscaping. C. Disconnecting and capping or removal of identified utilities. D. Filling or removal of underground tanks, piping, and appurtenances. E. Filling voids in subgrade created as a result of removals or demolition. F. Hazardous material compliance. 1.02 RELATED SECTIONS A. Section 02100 - Site Preparation B. Section 02200 - Earthwork C. Section 02227 - Aggregate Materials D. Section 02270 - Slope Protection and Erosion Control E. Storm Water Pollution Prevention Plan F. Construction Drawings 1.03 REGULATORY REQUIREMENTS A. Conform to applicable State and local codes for demolition of structures, safety of adjacent structures, dust control, and runoff control. B. Obtain required permits and licenses from appropriate authorities. Pay associated fees including disposal charges. C. Notify affected utility companies before starting work and comply with their requirements. D. Do not close or obstruct roadways, sidewalks, or fire hydrants without appropriate permits. E. Conform to applicable regulatory procedures when hazardous or contaminated materials are discovered. F. Test soils around buried tanks for contamination. 1.04 PROJECT RECORD DOCUMENTS •' Accurately record actual locations of capped utilities and subsurface obstructions that will remain after demolition. 02050-1 *05 PROJECT CONDITIONS A. Structures to be demolished will be discontinued in use and vacated prior to start of work. B. Owner assumes no responsibility for condition of structures to be demolished. C. Conditions existing at time of inspection for bidding purposes will be maintained by Owner as practicable. Variations within structures may occur by Owner's removal and salvage operations prior to start of demolition work. D. Unless otherwise indicated In Contract Documents or specified by the Owner, items of salvageable value to Contractor shall be removed from site and structures. Storage or sale of removed items on site will not be permitted and shall not interfere with other work specified in Contract Documents. E. Explosives shall not be brought to site or used without written consent of authorities having jurisdiction. Such written consent will not relieve Contractor of total responsibility for injury to persons or for damage to property due to blasting operations. Performance of required blasting shall comply with governing regulations. PART2 PRODUCTS 2.01 FILL MATERIALS Aggregate materials as specified in Section 02227. PART 3 EXECUTION 3.01 PREPARATION A. Provide, erect, and maintain erosion control devices, temporary barriers, and security devices at locations indicated on Construction Drawings. B. Protect existing landscaping materials, appurtenances, and structures which are not to be demolished. Repair damage caused by demolition operations at no cost to Owner. C. Prevent movement or settlement of adjacent structures. Provide bracing and shoring as needed. D. Mark location of utilities. Protect and maintain in safe and operable condition utilities that are to remain. Prevent interruption of existing utility service to occupied or used facilities, except when authorized in writing by authorities having jurisdiction. Provide temporary services during interruptions to existing utilities as acceptable to governing authorities and Owner. 3.02 DEMOLITION REQUIREMENTS A. Conduct demolition to minimize interference with adjacent structures or pavements. B. Cease operations immediately if adjacent structures appear to be in danger. Notify authority having jurisdiction. Do not resume operations until directed by authority. C. Conduct operations with minimum of interference to public or private access. Maintain ingress and egress at all times. • 02050-2 D. Obtain written permission from adjacent property owners when demolition equipment will traverse, infringe upon, or limit access to their property. E. Sprinkle work with water to minimize dust. Provide hoses and water connections for this purpose. Comply with governing regulations pertaining to environmental protection. G. Clean adjacent structures and improvements of dust, dirt, and debris caused by demolition operations. Return adjacent areas to condition existing prior to start of work. 3.03 DEMOLITION A. Demolish buildings completely and remove from site using methods as required to complete work within limitations of governing regulations. Small structures may be removed intact when acceptable to Owner and authorities having jurisdiction. B. Locate demolition equipment and remove materials so as to prevent excessive loading to supporting walls, floors, or framing. C. Demolish concrete and masonry in small sections. Break up concrete slabs -on -grade that are 2 -feet or more below proposed subgrade. Remove slabs -on -grade and below grade construction within 2 -feet of proposed subgrade. 3.04 FILLING BASEMENTS AND VOIDS A. Completely fill below grade areas and voids resulting from demolition or removal of structures, underground fuel storage tanks, wells, cisterns, etc., using approved select fill materials consisting of stone, gravel, and sand free from debris, trash, frozen materials, roots, and other organic matter. B. Ensure that areas to be filled are free of standing water, frost, frozen or unsuitable material, trash, and debris prior to fill placement. C. Place fill materials in accordance with Section 02200 unless subsequent excavation for new work is required. D. Grade surface to match adjacent grades and to provide flow of surface drainage after fill placement and compaction. 3.05 DISPOSAL OF DEMOLISHED MATERIALS A. Remove from site debris, rubbish, and other materials resulting from demolition operations. B. No burning of any material, debris, or trash on -site or off -site will be allowed, except when allowed by appropriate governing authority and Owner. If allowed as stated above, burning shall be performed in manner prescribed by governing authority. Attend burning materials until fires have burned out and have been completely extinguished. C. Transport materials removed from demolished structures with appropriate vehicles and dispose off -site to areas which are approved for disposal by governing authorities and appropriate property owners. END OF SECTION 02050 • 02050-3 4 PART 1 1.01 SECTION 02100 SITE PREPARATION GENERAL SECTION INCLUDES A. Cleaning site of debris, grass, trees, and other plant life in preparation for site or building earthwork. B. Protection of existing structures, trees, or vegetation indicated on the Construction Drawings to remain. C. Stripping topsoil from areas that are to be incorporated into limits of project and where so indicated on Construction Drawings. 1.02 RELATED SECTIONS A. Section 02050 - Demolition B. Section 02200 - Earthwork C. Section 02270 - Slope Protection and Erosion Control D. Storm Water Pollution Prevention Plan E. Construction Drawings 1.03 ENVIRONMENTAL REQUIREMENTS A. Construct temporary erosion control systems as shown on Construction Drawings or as directed by "Storm Water Pollution Prevention Plan" (SWPPP) to protect adjacent properties and water resources from erosion and sedimentation. B. In event that sitework on this project will disturb 5 or more acres, Contractor shall not begin construction without "National Pollution Discharge Elimination System" (NPDES) permit governing discharge of storm water from site for entire construction period. NPDES permit requires SWPPP to be in place during construction. C. Contractor shall be totally responsible for conducting storm water management practices in accordance with NPDES permit and for enforcement action taken or imposed by Federal or State agencies, including cost of fines, construction delays, and remedial actions resulting from Contractor's failure to comply with provisions of NPDES permit. 1.04 PROJECT CONDITIONS • A. Conditions existing at time of inspection for bidding purposes will be maintained by Owner in so far as practical. B. Variations to conditions or discrepancy in actual conditions as they apply to site preparation operations are to be brought to attention of Owner prior to commencement of sitework. 02100-1 #ART2PRODUCTS 01 EQUIPMENT A. Off -site materials shall be transported to project using well maintained and operating vehicles. Once on site, transporting vehicles shall stay on designated haul roads and shall at no time endanger improvements by rutting, overloading, or pumping. PART 3 EXECUTION 3.01 PREPARATION A. Identify existing plant life that is to remain and verify clearing limits are clearly tagged, identified, and marked in such manner as to ensure their safety throughout construction operations. 3.02 PROTECTION A. Locate and identify existing utilities that are to remain and protect these from damage. B. Protect trees, plant growth, and features designated to remain as part of final landscaping. C. Conduct operations with minimum interference to public or private accesses and facilities. Maintain ingress and egress at all times and clean or sweep roadways daily as required by SWPPP or governing authority. Dust control shall be provided with sprinkling systems or equipment provided by Contractor. D. Protect benchmarks, property corners, and other survey monuments from damage or displacement. If marker needs to be removed it shall be referenced by licensed land surveyor and replaced, as necessary, by same. E. Provide traffic control as required, in accordance with the US Department of Transportation's "Manual on Uniform Traffic Control Devices" and applicable state highway department requirements. 3.03 CLEARING A. Clear areas required for access to site and execution of work. B. Unless otherwise Indicated on Construction Drawings, remove trees, shrubs, grass, other vegetation, improvements, or obstructions interfering with installation of new construction. Removal includes digging out stumps and roots. Depressions caused by clearing and grubbing operations are to be filled to subgrade elevation to avoid ponding of water. Satisfactory fill material shall be placed in accordance with Section 02200. C. Remove grass, trees, plant life, stumps, and other construction debris from site to dump site that is suitable for handling such material according to state laws and regulations. 3.04 TOPSOIL EXCAVATION A. Topsoil shall consist of organic surficial soil found in depth of not less than 6 -inches. Satisfactory topsoil shall be reasonably free of subsoil, clay lumps, stones and other objects over 2 -inches in diameter, weeds, roots, and other objectionable material. B. Cut heavy growths of grass from areas before stripping and remove cuttings with remainder of cleared vegetative material. 02100-2 C C. Strip topsoil from areas that are to be filled, excavated, landscaped, or re -graded to such depth that it • prevents intermingling with underlying subsoil or questionable material. D. Stockpile topsoil in storage piles in areas shown on Construction Drawings or where directed by Owner. Construct storage piles to freely drain surface water. Cover storage piles as required to prevent windblown dust. Dispose of unsuitable topsoil as specified for waste material, unless otherwise specified by Owner. Excess topsoil shall be removed from site by Contractor unless specifically noted otherwise on Construction Drawings. END OF SECTION 02100 6 • [if j 1i c] SECTION 02200 EARTHWORK PARTI GENERAL 1.01 SECTION INCLUDES A. Protection, modification, or installation of utilities as sitework progresses with particular attention to grade changes and necessary staging or phasing of work. B. Cutting, filling, and grading to required lines, dimensions, contours, and elevations for proposed improvements. C. Scarifying, compacting, drying, dewatering and removal of unsuitable material to ensure proper preparation of areas for fills or proposed improvements. 1.02 RELATED SECTIONS A. Section 02050 - Demolition B. Section 02100 - Site Preparation C. Section 02221 - Excavation, Backfill, and Compaction for Structures D. Section 02222 - Excavation, Backfill, and Compaction for Utilities E. Section 02223 - Excavation, Backfill, and Compaction for Pavement Section 02224 - Excavation, Backfill, and Compaction for Out Parcels G. Section 02227 - Aggregate Materials H. Section 02229 - Rock Removal Section 02245 - Soil Stabilization J. Section 02270 - Slope Protection and Erosion Control K. Construction Drawings 1.03 REFERENCE STANDARDS A. American Society for Testing and Materials (ASTM) latest edition 1. D 698 Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-Ibf/ft3 (600 kN.m/m3)) 2. D 1556 Density and Unit Weight of Soil In Place by the Sand -Cone Method 3. D 1557 Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-Ibf/ft3 (2,700 Kn.m/m3)) 4. D 2167 Density and Unit Weight of Soil In Place by the Rubber Balloon Method 5. D 2216 Laboratory Determination of Water (Moisture) Content of Soil, Rock, and Soil -Aggregate Mixtures 6. D 2487 Classification of Soils for Engineering Purposes 7. D 2922 Density of Soil and Soil -Aggregate In Place by Nuclear Methods (Shallow Depth) 8. D 3017 Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth) 02200-1 9. D 4318 Liquid Limit, Plastic Limit, and Plasticity Index of Soils • B. American Association of State Highway and Transportation Officials (AASHTO) latest edition 1. T 88 Particle Size Analysis of Soils 1.04 QUALITY ASSURANCE A. An independent testing laboratory, selected and paid by Owner, will be retained to perform construction testing on site. 1. The independent testing laboratory shall prepare test reports that indicate test location, elevation data, and test results. Owner, Civil Engineering Consultant, and Contractor shall be provided with copies of reports within 96 hours of time that test was performed. In event that test performed fails to meet Specifications, Owner and Contractor shall be notified immediately by the independent testing laboratory. 2. Costs related to retesting due to failures shall be paid for by Contractor at no additional expense to Owner. Contractor shall provide free access to site for testing activities. 1.05 SUBMITTALS A. Submit 100 -pound sample of each type of off -site fill material that is to be used at the site in air tight container(s) for the independent testing laboratory or submit gradation and certification of aggregate material that is to be used at the site to the independent testing laboratory for review. B. Submit name of each material supplier and specific type and source of each material. Change in source throughout project requires approval of Owner. C. If fabrics or geogrids are to be used, design shall be submitted for approval to Owner. 40 D. Submit Dewatering Plans upon request by Owner. PART 2 PRODUCTS 2.01 MATERIALS A. Excavated and re -used material for subsoil fill as specified herein. B. Aggregate fill as specified in Section 02227. C. Imported fill material approved by Owner and specified herein. D. Topsoil fill as specified in Section 02100. E. Acceptable stabilization fabrics and geogrids as specified in Section 02245. F. Filter and drainage fabrics as specified in Section 02270. 2.02 EQUIPMENT A. Transport off -site materials to project using well maintained and operating vehicles. Once on site, transporting vehicles shall stay on designated haul roads and shall at no time endanger improvements by rutting, overloading, or pumping. 2.03 SOURCE QUALITY CONTROL • A. In areas to receive pavement, California Bearing Ratio (CBR) or Limerock Bearing Ratio (LBR) test shall be performed for each type of material that is imported from off -site. B. Following tests shall be performed as part of construction testing requirements on each type of on -site or imported soil material used as compacted fill: 1. Moisture and Density Relationship: ASTM D 698 (or ASTM D 1557) 2. Mechanical Analysis: AASHTO T 88 3. Plasticity Index: ASTM D 4318 PART 3 EXECUTION 3.01 PREPARATION A. Identify required lines, levels, contours, and datum. B. Locate and identify existing utilities that are to remain and protect from damage. C. Notify utility companies to remove or relocate utilities that are in conflict with proposed improvements. D. Protect plant life, lawns, fences, existing structures, sidewalks, paving, and curbs from excavating equipment and vehicular traffic. E. Protect benchmarks, property comers, and other survey monuments from damage or displacement. If marker needs to be removed it shall be referenced by licensed land surveyor and replaced, as necessary, by same. F. Remove from site, material encountered in grading operations that, in opinion of Owner, is unsuitable or undesirable for backfilling, subgrade, or foundation purposes. Dispose of in manner satisfactory to Owner. Backfill areas with layers of suitable material and compact as specified herein. G. Prior to placing fill in low areas, such as previously existing creeks, ponds, or lakes, perform following procedures: 1. Drain water out by gravity with ditch having flow line lower than lowest elevation in low area. If drainage cannot be performed by gravity ditch, use adequate pump to obtain the same results. 2. After drainage of low area is complete, remove mulch, mud, debris, and other unsuitable material by using acceptable equipment and methods that will keep natural soils underlying low area dry and undisturbed. 3. If proposed for fill, muck, mud, and other materials removed from low areas shall be dried on -site by spreading in thin layers for observation by Owner. Material shall be inspected and, if found to be suitable for use as fill material, shall be incorporated into lowest elevation of site filling operation, but not under building subgrade or within 10'-0" of perimeter of building subgrade or paving subgrade. If, after observation by Owner, material Is found to be unsuitable, unsuitable material shall be removed from site. H. Dewatering General: a. Design and provide dewatering system using accepted and professional methods consistent with current industry practice to eliminate water entering the excavation under hydrostatic head from the bottom and/or sides. Design system to prevent differential hydrostatic head which would result in floating out soil particles in a manner termed as a "quick" or "boiling" condition. System shall not be dependent solely upon sumps and/or pumping water from within the excavation where differential head would result in a quick condition, which would continue to worsen the integrity of the excavation's stability. b. Provide dewatering system of sufficient size and capacity to prevent ground and surface water flow into the excavation and to allow all Work to be installed in a dry condition. c. Control, by acceptable means, all water regardless of source and be fully responsible for disposal of the water. 02200-3 d. Confine discharge piping and/or ditches to available easement or to additional easement obtained by Contractor. Provide necessary permits and/or additional easement at no additional cost to Owner. e. Control groundwater in a manner that preserves strength of foundation soils, does not cause instability or raveling of excavation slopes, and does not result in damage to existing structures. Where necessary to these purposes, lower water level in advance of excavation, utilizing wells, wellpoints, jet educators, or similar positive methods. The water level as measured by piezometers shall be maintained a minimum of 3 feet below prevailing excavation level. f. Commence dewatering prior to any appearance of water in excavation and continue until Work is complete to the extent that no damage results from hydrostatic pressure, flotation, or other causes. g. Open pumping with sumps and ditches shall be allowed, provided it does not result in boils, loss of fines, softening of the ground, or instability of slopes. h. Install wells and/or wellpoints, if required, with suitable screens and filters, so that continuous pumping of fines does not occur. Arrange discharge to facilitate collection of samples by the Owner. During normal pumping, and upon development of well(s), levels of fine sand or silt in the discharge water shall not exceed 5 ppm. Install sand tester on discharge of each pump during testing to verify that levels are not exceeded. i. Control grading around excavations to prevent surface water from flowing into excavation areas. j. No additional payment will be made for any supplemental measures to control seepage, groundwater, or artesian head. 2. Design: a. Contractor shall designate and obtain the services of a qualified dewatering specialist to provide dewatering plan as may be necessary to complete the Work. b. Contractor shall be responsible for the accuracy of the drawings, design data, and • operational records required. c. Contractor shall be solely responsible for the design, installation, operation, maintenance, and any failure of any component of the system. 3. Damages: a. Contractor shall be responsible for and shall repair without cost to the Owner any damage to work in place, or other contractor's equipment, utilities, residences, highways, roads, railroads, private and municipal well systems, adjacent structures, natural resources, habitat, existing wells, and the excavation, including, damage to the bottom due to heave and including but not limited to, removal and pumping out of the excavated area that may result from Contractor's negligence, inadequate or improper design and operation of the dewatering system, and any mechanical or electrical failure of the dewatering system. b. Remove subgrade materials rendered unsuitable by excessive wetting and replace with approved backfill material at no additional cost to the Owner. 4. Maintaining Excavation in Dewatering Condition: a. Dewatering shall be a continuous operation. Interruptions due to power outages, or any other reason will not be permitted. b. Continuously maintain excavation in a dry condition with positive dewatering methods during preparation of subgrade, installation of pipe, and construction of structures until the critical period of construction and/or backfill is completed to prevent damage of subgrade support, piping, structure, side slopes, or adjacent facilities from flotation or other hydrostatic pressure imbalance. c. Provide standby equipment on site, installed, wired, and available for immediate operation if required to maintain dewatering on a continuous basis in the event any part of the system becomes inadequate or fails. If dewatering requirements are not satisfied due to inadequacy or failure of dewatering system, perform such work as may be required to restore damaged structures and foundation soils at no additional cost to Owner. 022004 C1 d. System maintenance shall include but not be limited to 24 -hour supervision by personnel skilled in the operation, maintenance, and replacement of system components, and any other work required to maintain excavation in dewatered condition. 5. System Removal: a. Remove dewatering equipment from the site, including related temporary electrical service. b. Wells shall be removed or cut off a minimum of 3 feet below final ground surface, capped, and abandoned in accordance with regulations by agencies having jurisdiction. 3.02 EXCAVATION FOR FILLING AND GRADING A. Classification of Excavation: by submitting bid, Contractor acknowledges that site has been investigated to determine type, quantity, quality, and character of excavation work to be performed. Excavation shall be considered unclassified excavation, except as indicated in the Contract Documents. B. When performing grading operations during periods of wet weather, provide adequate dewatering, drainage and ground water management to control moisture of soils. C. Shore, brace, and drain excavations as necessary to maintain excavation as safe, secure, and free of water at all times. D. Excavated material containing rock or stone greater than 6 -inches in largest dimension is unacceptable as fill within proposed building subgrade and paving subgrade. E. Rock or stone less than 6 -inches in largest dimension is acceptable as fill to within 24 -inches of surface of proposed subgrade when mixed with suitable material. 40 F. Rock or stone less than 2 -inches in largest dimension and mixed with suitable material is acceptable as fill within the upper 24 -inches of proposed subgrade. 3.03 FILLING AND SUBGRADE PREPARATION A. Fill areas to contours and elevations shown on Construction Drawings with unfrozen materials. B. Place fill in continuous lifts specified herein. C. Refer to Section 02221 for filling requirements for structures. D. Refer to Section 02222 for filling requirements for utilities. E. Refer to Section 02223 for filling requirements for pavements. F. Refer to Section 02224 for filling requirements for out parcels. G. Refer to Section 02245 for soil stabilization using lime, cement, fly ash, and geotextile fabrics. H. Refer to Section 02229 for rock excavation. I. Areas exposed by excavation or stripping and on which subgrade preparations are to be performed shall be scarified to minimum depth of 8 -inches and compacted to minimum of 95 percent of maximumdensity, in accordance with ASTM D 698 (or 92 percent of maximumdensity, in accordance with ASTM D 1557) at moisture content of not less than 1 percent below and not more than 3 percent above optimum moisture content. These areas shall then be proofrolled to detect areas of insufficient compaction. Proofrolling shall be accomplished by making minimum of 2 complete passes with fully -loaded tandem -axle dump • truck, or approved equal, in each of 2 perpendicular directions while under the supervision and direction of the independent testing laboratory. Areas of failure shall be excavated and recompacted as specified 02200-5 herein. Continual failure areas shall be stabilized in accordance with Section 02245 at no additional cost to Owner. J. Fill materials used in preparation of subgrade in all areas other than structures, utilities, pavements, or out parcels (see related sections for backfilling within these areas) shall be placed in lifts or layers not to exceed 8 -inches loose measure and compacted to 95 percent of maximumdensity, in accordance with ASTM D 698, (or 92 percent of the maximumdensity, in accordance with ASTM D 1557) at moisture content of not less than 1 percent below and not more than 3 percent above optimum moisture content. K. Material imported from off -site shall have CBR or LBR value equal to or above pavement design subgrade CBR or LBR value indicated on Construction Drawings. 3.04 MAINTENANCE OF SUBGRADE A. Verify finished subgrades to ensure proper elevation and conditions for construction above subgrade. B. Protect subgrade from excessive wheel loading during construction, including concrete trucks, dump trucks, and other construction equipment. C. Remove areas of finished subgrade found to have insufficient compaction density to depth necessary and replace in manner that will comply with compaction requirements by use of material equal to or better than best subgrade material on site. Surface of subgrade after compaction shall be hard, uniform, smooth, stable, and true to grade and cross-section. 3.05 BORROW AND SPOIL SITES A. Contractor shall be responsible for compliance with NPDES and local erosion control permitting requirements for any and all on -site and off -site, disturbed spoil and borrow areas. Upon completion of spoil and/or borrow operations, clean up spoil and/or borrow areas in a neat and reasonable manner to the satisfaction of off -site property owner, if applicable, Owner, and Civil Engineering Consultant. 3.06 RIP -RAP A. Place rip -rap in areas where indicated on Construction Drawings. Stone for rip -rap shall consist of field stone or rough unhewn quarry stone as nearly uniform in section as is practical. Stones shall be dense, resistant to action of air and water, and suitable for purpose intended. Unless otherwise specified, stones used as rip -rap shall weigh between 50 -pounds and 150 -pounds each, and at least 60 percent of stones shall weigh more than 100 -pounds each. B. C. • Dress slopes and other areas to be protected to line and grade shown on Construction Drawings prior to placing of rip -rap. Undercut areas to receive rip -rap to elevation equal to final elevation less average diameter of stones before placing rip -rap. Install filter fabric and bedding stone prior to placement of stones if so indicated on Construction Drawings. Bedding stone shall be quarried and crushed angular limestone, 6 -inches in depth in accordance with Section 02227 and with the following gradation: Sieve Designation % By Weight Passing Square Mesh Sieves 3" 100 No. 4 20-65 No. 200 0-10 Filter fabric shall be as specified in Section 02270 and as detailed on Construction Drawings. 02200-6 D. Place stones so that greater portion of weight is carried by earth and not by adjacent stones. Place stones in single layer with close joints. Upright areas of stone shall make angle of approximately 90 degree with embankment slope. Place courses from bottom of embankment upward, with larger stones being placed in lower courses. Fill open joints with spalls. Embed stones in embankment as necessary to present uniform top surface such that variation between tops of adjacent stones shall not exceed 3 - inches. 3.07 FINISH GRADING A. Grade areas where finish grade elevations or contours are indicated on Construction Drawings, other than paved areas and buildings, including excavated areas, filled and transition areas, and landscaped areas. Graded areas shall be uniform and smooth, free from rock, debris, or Irregular surface changes. Finished subgrade surface shall not be more than 0.10 -feet above or below established finished subgrade elevation. Ground surfaces shall vary uniformly between indicated elevations. Grade finished ditches to allow for proper drainage without ponding and in manner that will minimize erosion potential. For topsoil, sodding and seeding requirements, refer to Section 02900. B. Correct settled and eroded areas within 1 year after date of completion at no additional expense to Owner. Bring grades to proper elevation. Replant or replace grass, shrubs, bushes, or other vegetation that appears dead, dying, or disturbed by construction activities. Refer to Section 02270 for slope protection and erosion control. 3.08 FIELD QUALITY CONTROL A. Field density tests for in -place materials shall be performed as part of construction testing requirements according to one of following standards: 1. Sand -Cone Method: ASTM D 1556 41 2. Balloon Method: ASTM D 2167 3. Nuclear Method: ASTM D 2922 (Method B -Direct Transmission) B. Perform density test as follows: 1. Building Subgrade Areas, Including 10'-0" Outside of Exterior Building Lines: In cut areas, not less than 1 compaction test for every 2,500 sq. ft. In fill areas, same rate of testing for each 8 - inch lift, measured loose. 2. Areas of Construction Exclusive of Building Subgrade Areas: In cut areas, not less than 1 compaction test for every 10,000 sq. ft. In fill areas, same rate of testing for each 8 -inch lift, measured loose. C. Corrective measures for non -complying compaction: 1. Remove and recompact deficient areas until proper compaction is obtained at no additional expense to Owner. END OF SECTION 02200 • 02200-7 I SECTION 02221 EXCAVATION, BACKFILL, AND COMPACTION FOR STRUCTURES PART1 GENERAL 1.01 SECTION INCLUDES A. Excavation to line, grade, and configuration as shown on Construction Drawings for proposed structures and future expansion areas. B. Fill to line, grade, and configuration as shown on Construction Drawings for proposed structures and future expansion areas. C. Compacting for materials in acceptable manner as specified herein. 1.02 RELATED SECTIONS A. Section 02200 - Earthwork B. Section 02227 - Aggregate Material C. Section 02229 - Rock Removal D. Section 02245 - Soil Stabilization E. Construction drawings 1.03 REFERENCE STANDARDS A. See Section 02200 1.04 QUALITY ASSURANCE A. An independent testing laboratory, selected and paid by Owner, will be retained to perform construction testing on filling operations and subgrade analysis as specified in Section 02200 and as specified herein. 1.05 SUBMITTALS A. Shop drawings or details pertaining to excavating and filling for structures are not required unless otherwise shown on Construction Drawings or if contrary procedures to Contract Documents are proposed. B. Submit 100 -pound sample of each type of off -site fill material that is to be used in backfilling in air -tight container(s) to the independent testing laboratory or submit gradation and certification of aggregate material that is to be used at the site to the independent testing laboratory for review. PART 2 PRODUCTS 2.01 MATERIALS A. Fill material from on -site as specified in Section 02200 and approved by Owner. B. Fill material from off -site as specified in Section 02200 and approved by Owner. 02221-1 C. Aggregate material as specified in Section 02227. 2.02 EQUIPMENT A. Transport off -site materials to the project using well maintained and operating vehicles. Once on site, transporting vehicles shall stay on designated haul roads and shall at no time endanger improvements by rutting, overloading, or pumping. PART 3 EXECUTION 3.01 PREPARATION A. Identify lines, elevations, and grades necessary to construct building subgrades as shown on Construction Drawings. B. Protect benchmarks, property comers, and other survey monuments from damage or displacement. If marker needs to be removed it shall be referenced by licensed land surveyor and replaced, as necessary, by same. C. Locate and identify utilities that have previously been installed and protect from damage. D. Locate and identify existing utilities that are to remain and protect from damage. E. Overexcavate and properly prepare areas of subgrade that are not capable of supporting proposed structures. Stabilized these areas by using acceptable geotextile fabrics or aggregate materials placed and compacted as specified in Section 02245. 3.02 EXCAVATION A. Excavate building areas to line and grade as shown on Construction Drawings being careful not to overexcavate beyond elevations needed for building subgrades. B. Place suitable excavated material into project fill areas as specified in Section 02200. C. Unsuitable excavated material is to be disposed of in manner and location that is acceptable to Owner and local governing agencies. D. Perform excavation using capable, well maintained equipment and methods acceptable to Owner and local governing agencies. 3.03 FILLING AND SUBGRADE PREPARATION A. Building area subgrade pad shall be that portion of site directly beneath and 10 -feet beyond building and appurtenances, including limits of future building expansion areas as shown on Construction Drawings. B. Prepare building area subgrade pad in strict accordance with "Foundation Subsurface Preparation" as shown on the Construction Drawings and/or the architectural -structural drawings, whichever is more stringent. Rock larger than 6 -in, shall not be part of building subgrade fill. C. Areas exposed by excavation or stripping and on which building subgrade preparations are to be performed shall be scarified to a minimum depth of 8 -inches and compacted to minimum of 95 percent of optimum density, in accordance with ASTM D 698, (or 92 percent of optimum density, in accordance with • ASTM D 1557) at moisture content of not less than 1 percent below and not more than 3 percent above optimum moisture content. Proofroll these areas to detect areas of insufficient compaction. Accomplish 02221-2 proofrolling by making a minimum of 2 complete passes with a fully -loaded tandem -axle dump truck, or approved equal, in each of 2 perpendicular directions while under supervision and direction of the independent testing laboratory. Excavate and recompact areas of failure as specified herein. Continual failure areas shall be stabilized in accordance with Section 02245 at no additional cost to Owner. D. Place fill materials used in preparation of subgrade in lifts or layers not to exceed 8 -inches loose measure and compacted to a minimum density of 95 percent of optimum density, in accordance with ASTM D 698 (or 92 percent of optimum density, in accordance with ASTM D 1557) at moisture content of not less than 1 percent below and not more than 3 percent above optimum moisture content. Unless specifically stated otherwise in "Foundation Subsurface Preparation" on Construction Drawings, following table stipulates maximum allowable values for plasticity index (PI) and liquid limit (LL) of suitable materials to be used as fill in specified areas: *Building area, below upper four feet 20 50 'Building area, upper four feet 12 40 ('References to depth are to proposed subgrade elevations) 3.04 COMPACTION A. Maintain optimum moisture content as specified above of fill materials to attain required compaction density. B. Test materials in accordance with Section 02200. C. Corrective measures for non -complying compaction: Remove and recompact deficient areas until proper compaction is obtained at no additional expense to Owner. 3.05 MAINTENANCE OF SUBGRADE A. Verify finished subgrades to ensure proper elevation and conditions for construction above subgrade. B. Protect subgrade from excessive wheel loading during construction, including concrete trucks, dump trucks, and other construction equipment. C. Remove areas of finished subgrade found to have insufficient compaction density to depth necessary and replace in manner that will comply with compaction requirements by use of materials equal to or better than best subgrade material on site. Surface of subgrade after compaction shall be hard, uniform, smooth, stable, and true to grade and cross-section. 3.06 FINISH GRADING A. Finish grading shall be in accordance with Section 02200 and as more specifically specified herein. B. Check grading of building subgrades by string line from grade stakes (blue tops) set at not more than 50 - foot centers. Tolerance of 0.10 -feet, more or less, will be permitted. Engineer to provide engineering and field staking necessary for verification of lines, grades, and elevations. END OF SECTION 02221 • 02221-3 9 SECTION 02222 EXCAVATION, BACKFILL, AND COMPACTION FOR UTILITIES PART GENERAL 1.01 SECTION INCLUDES A. Excavation of trenches for installation of utilities. B. Backfilling trenches with bedding material as specified and filling trenches with suitable material to proposed subgrade. C. Compacting backfill materials in acceptable manner. D. Borings and casings under roads. 1.02 RELATED SECTIONS A. Section 02050 - Demolition B. Section 02200 - Earthwork C. Section 02227 - Aggregate Materials D. Section 02229 - Rock Removal E. Section 02245 - Soil Stabilization F. Section 02605 - Sewer Structures I. Section 02720 - Storm Sewer Systems J. Section 02730 - Sanitary Sewer Systems 1.03 REFERENCE STANDARDS A. American Society for Testing and Materials (ASTM) latest edition 1. D 2321 Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity -Flow Applications B. American Association of State Highway and Transportation Officials (AASHTO) latest edition 1. T 180 Moisture -Density Relations of Soils Using a 10 pounds (4.54 kg) Rammer and an 18 -inch (457 mm) Drop C. National Fire Protection Association (NFPA) latest edition 1. Chapter 70 National Electric Code D. American Water Works Association (AWWA) latest edition 1. C200 Steel Water Pipe -6 In. (150 mm) and Larger 2. C206 Field Welding of Steel Water Pipe 02222-1 r IL i E. American Welding Society (AWS) latest edition 1. D7-0-62 National Electric Code (NEC) latest edition 1. 300-5 2. 710-36 G. Additional references per Section 2200 1.04 QUALITY ASSURANCE A. An independent testing laboratory will perform testing at intervals not exceeding 200 -feet of trench for first and every other 8 -inch lift of compacted trench backfill and furnish copies of results as specified herein. 1.05 SUBMITTALS A. Shop drawings or details pertaining to site utilities are not required unless required by regulatory authorities or unless use of materials, methods, equipment, or procedures that are contrary to Construction Drawings or Specifications are proposed. Do not perform work until required shop drawings have been accepted by Owner. B. Contact utility companies and determine if additional easements will be required to complete project. Provide written confirmation of the status of all easements to Owner at time of Preconstruction Conference or no later than 90 days prior to project possession date. C. Submit 100 -pound sample of each type of off -site fill material that is to be used in backfilling in air -tight container(s) to the independent testing laboratory or submit gradation and certification of aggregate material that is to be used at the site to the independent testing laboratory for review. 1.06 PROJECT RECORD DOCUMENTS A. Accurately record actual locations of subsurface utilities, structures, and obstructions encountered. PART 2 PRODUCTS 2.01 MATERIALS A. Bedding Material: Class I granular material in accordance with ASTM D 2321 which is free from clay lumps, organic, or other deleterious material. . B. Haunching Material: Class I or II granular material in accordance with ASTM D 2321 which is free from clay lumps, organic, or other deleterious material. C. Backfill material from the site as specified in Section 02200 and approved by Owner. D. Backfill material from off -site as specified in Section 02200 and approved by Owner. E. Steel Casing Pipe: Comply with AWWA C200 minimum grade B, size, and wall thickness as indicated on Construction Drawings. 02222-2 C F. Backfill material shall not contain rock or stone with a maximum size greater than 2 inches 2.02 EQUIPMENT A. Transport off -site materials to project using well maintained and operating vehicles. Once on site, transporting vehicles shall stay on designated haul roads and shall at no time endanger improvements by rutting, overloading, or pumping. PART 3 EXECUTION 3.01 PREPARATION A. Set lines, elevations, and grades for proposed systems. B. Protect benchmarks, property comers, and other survey monuments from damage or displacement. If marker needs to be removed it shall be referenced by licensed land surveyor and replaced, as necessary, by same. C. Maintain in operating condition existing utilities, previously installed utilities, and drainage systems encountered in utility installation. Repair surface or subsurface improvements shown on Construction Drawings. D. Verify location, size, elevation, and other pertinent data required to make connections to existing utilities and drainage systems as indicated on Construction Drawings. E. Overexcavate and properly prepare areas of subgrade that are not capable of supporting proposed systems. Stabilize these areas by using acceptable geotextile fabrics or additional bedding material placed and compacted as specified in Section 02245. F. Provide dewatering systems as required for utility excavations. Dewatering systems shall comply with requirements of Section 02200. 3.02 EXCAVATION A. Contract local utility companies before excavation begins. Dig trench at proper width and depth for laying pipe, conduit, or cable. Cut trench banks vertical, if possible, and remove stones from bottom of trench as necessary to avoid point -bearing. Overexcavate wet or unstable soil, if encountered, from trench bottom as necessary to provide suitable base for continuous and uniform bedding. B. Trench excavation side walls shall be sloped, shored, sheeted, braced, or otherwise supported by means of sufficient strength to protect workmen in accordance with applicable rules and regulations established for construction by the Department of Labor, Occupational Safety and Health Administration (OSHA), and by local ordinances. Lateral travel distance to exit ladder or steps shall not be greater than 25 -feet in trenches 4 -feet or deeper. C. Perform excavation as indicated on Construction Drawings for specified depths. During excavation, stockpile materials suitable for backfilling in orderly manner far enough from bank of trench to avoid overloading, slides, or cave-ins. D. Remove excavated materials not required or not suitable for backfill or embankments and waste off -site or at on -site locations approved by the Owner and in accordance with 02222-3 governing regulations. Dispose of structures discovered during excavation as specified in Section 02050. E. Prevent surface water from flowing into trenches or other excavations by temporary grading or other methods, as required. Remove accumulated water in trenches or other excavations as specified in Section 02200. F. Open cut excavation with trenching machine or backhoe. Where machines other than ladder or wheel -type trenching machines are used, do not use clods for backfill. Dispose of unsuitable material and provide other suitable material at no additional cost to Owner. G. Accurately grade trench bottom to provide uniform bearing and support for each section of pipe on bedding material at every point along entire length, except where necessary to excavate for bell holes, proper sealing of pipe joints, or other required connections. Dig bell holes and depressions for joints after trench bottom has been graded. Dig no deeper, longer, or wider than needed to make joint connection properly. H. Trench width below top of pipe shall not be less than 12 -inches or more than 18 -inches wider than outside surface of pipe or conduit that is to be installed to designated elevations and grades. Other trench width for pipe, conduit, or cable shall be least practical width that will allow for proper compaction of trench backfill. Trench depth requirements measured from finished grade or paved surface shall meet the following requirements or applicable codes and ordinances, whichever is more stringent: 1. Water Mains: 30 -inches to top of pipe barrel or 6 -inches below frost line, established by local building official, whichever is deeper. 2. Sanitary Sewer: Elevations and grades as indicated on Construction Drawings. 3. Storm Sewer: Elevations and grades as indicated on Construction Drawings. 4. Electrical Conduits: 24 -inches minimum to top of conduit or as required by NEC 300-5, NEC 710-36 codes, or local utility company requirements, whichever is deeper. 5. TV Conduits: 18 -Inches minimum to top of conduit or as required by local utility company, whichever is deeper. 6. Telephone Conduits: 18 -inches minimum to top of conduit, or as required by local utility company, whichever is deeper. 7. Gas Mains and Service: 30 -inches minimum to top of pipe, or as required by local utility company, whichever is deeper. 3.03 PIPE BEDDING A. Accurately cut trenches for pipe or conduit that is to be installed to designated elevations, 4 -inches below bottom of pipe and to the width as specified herein. Place 4 -inches of bedding material, compact in bottom of trench, and accurately shape to conform to lower portion of pipe barrel. B. Place geotextile fabric as specified on Construction Drawings and in accordance with Section 02245. 3.04 BACKFILLING A. Criteria: Do not backfill trenches until required tests are performed and utility systems comply with and are accepted by applicable goveming authorities. Backfill trenches as specified in Sections 02200 and one or more of the following sections, as applicable: • 02221 for trenches below structures; 02223 for trenches below pavements; or 02224 for trenches on out parcels. If improperly backfilled, reopen to depth required to obtain 02222-4 • proper compaction. Backfill and compact, as specified herein, to properly correct the condition in an acceptable manner. B. Backfilling: After pipe or conduit has been installed, bedded, and tested as required, backfill trench or structure excavation with specified material placed as given in the Construction Documents. C. Backfill trenches to contours and elevations shown on Construction Drawings with unfrozen materials. D. Systematically backfill to allow maximum time for natural settlement. Do not backfill over porous, wet, frozen, or spongy subgrade surfaces. 3.05 COMPACTION A. Exercise proper caution when compacting immediately over top of pipes or conduits. Water jetting or flooding is not permitted as method of compaction. B. Maintain optimum moisture content of fill materials as specified in Section 02200 to attain required compaction density. C. Materials used for backfill shall comply with requirements of ASTM D 2321 and as specified herein. 3.06 BORINGS AND CASINGS UNDER ROADS, HIGHWAYS, AND RAILROAD CROSSINGS A. When Indicated by Construction Drawings, street, road, highway, or railroad crossings for utility mains installed by jacking and boring method shall be in accordance with area specifications and governing authorities. B. Excavation of approach pits and trenches within right-of-way of street, road, highway, or railroad shall be of sufficient distance from paving or railroad tracks to permit traffic to pass without Interference. Tamp backfill for approach pits and trenches within right-of-way in layers not greater than 6 -inches thick for entire length and depth of trench or pit. Compact backfill to 95 percent of maximum density obtained at optimum moisture as determined by AASHTO T 180. Mechanical tampers may be used after cover of 6 -in. has been obtained over top of barrel of pipe. C. Accomplish boring operation using commercial type boring rig. Bore hole to proper alignment and grade and within 2 -inches of same diameter as largest outside joint diameter of pipe installed. Install pipe in hole immediately after bore has been made and in no instance shall hole be left unattended while open. D. In event subsurface operations result in failure or damage to pavement or railroad tracks within 1 year of construction, make necessary repairs to pavement or railroad tracks at no additional cost to Owner. If paving cracks on either side of pipe line or is otherwise disturbed or broken due to construction operations, repair or replace disturbed or broken area at no additional cost to Owner. E. Clean, prime, and line interior and exterior of casing pipe with two coats of asphalt in accordance with area specifications and governing authorities. F. Butt weld steel casing. Welds shall be full penetration single butt -welds in accordance with AWWA C206 and AWS D7-0-62. 02222-5 Install casing and utility pipe with end seals, vent pipe, and other special equipment in accordance with area specifications and governing authorities. C U SECTION 02223 EXCAVATION, BACKFILL, AND COMPACTION FOR PAVEMENT PART I GENERAL 1.01 SECTION INCLUDES A. Excavation to line, grade, and configuration as shown on Construction Drawings for proposed pavement areas. B. Fill to line, grade, and configuration as shown on Construction Drawings for proposed pavement areas. C. Compacting fill materials in acceptable manner as specified herein. 1.02 RELATED SECTIONS A. Section 02200 - Earthwork B. Section 02227 - Aggregate Materials C. Section 02229 - Rock Removal D. Section 02245 - Soil Stabilization E. Section 02505 - Paving Base Course iF. Section 02511 - Asphaltic Concrete Paving G. Section 02520 - Portland Cement Concrete Paving H. Section 02525 - Curbs and Sidewalks I. Construction Drawings 1.03 REFERENCE STANDARDS A. See Section 02200 1.04 QUALITY ASSURANCE A. Independent Testing Laboratory, selected and paid by Owner, will be retained to perform construction testing on filling operations and subgrade analysis as specified in Section 02200 and as specified herein. 1.05 SUBMITTALS A. Shop drawings or details pertaining to excavating and filling for pavement are not required unless otherwise shown on Construction Drawings or if contrary procedures to Construction Documents are proposed. B. Submit 100 -pound sample of each type of off -site fill material that Is to be used in backfilling in air -tight container to independent testing laboratory or submit gradation and certification of aggregate material that Is to be used to independent testing laboratory for review. • 02223-1 °ART2 PRODUCTS .01 MATERIALS A. Fill material from on -site as specified in Section 02200 and approved by Owner. B. Fill material from off -site as specified in Section 02200 and approved by Owner. C. Aggregate material as specified in Section 02227. D. Acceptable geotextile fabrics and geogrids as specified in Section 02245. 2.02 EQUIPMENT A. Transport off -site materials to project using well maintained and operating vehicles. Once on site, transporting vehicles shall stay on designated haul roads and shall at no time endanger improvements by rutting, overloading, or pumping. PART 3 EXECUTION 3.01 PREPARATION A. Identify lines, elevations, and grades necessary to construct pavements, curb, curb and gutter, bases, sidewalk, and roadways as shown on Construction Drawings. B. Protect benchmarks, property comers, and other survey monuments from damage or displacement. If marker needs to be removed it shall be referenced by licensed land surveyor and replaced, as necessary, by same. C. Locate and identify site utilities that have previously been installed and protect from damage. D. Locate and identify existing utilities that are to remain and protect from damage. E. Overexcavate and properly prepare areas of subgrade that are not capable of supporting proposed systems. Stabilize these areas by using acceptable geotextile fabrics or aggregate material placed and compacted as specified in Section 02245. 3.02 EXCAVATION A. Excavate roadway and pavement areas to line and grade as shown on Construction Drawings. B. Place suitable material into project fill areas as specified in Section 02200. C. Unsuitable excavated material is to be disposed of in manner and location that is acceptable to Owner and local governing agencies. D. Perform excavation using capable, well maintained equipment and methods acceptable to Owner and local governing agencies. 3.03 FILLING AND SUBGRADE PREPARATION A. Areas exposed by excavation or stripping and on which subgrade preparations for paving are to be performed, including future pavement areas, shall be scarified to minimum depth of 8 -inches and compacted to minimum of 95 percent of optimum density, in accordance with ASTM D 698 (or 92 percent of optimum density, in accordance with ASTM D 1557) at moisture content of not less than 1 percent 02223-2 below and not more than 3 percent above optimum moisture content. Proofroll these areas to detect areas of insufficient compaction. Accomplish proofrolling by making minimum of 2 complete passes with fully -loaded tandem -axle dump truck, or approved equal, in each of 2 perpendicular directions under supervision and direction of the independent testing laboratory. Excavate and recompact areas of failure as specified herein. Continual failure areas shall be stabilized in accordance with Section 02245 at no additional cost to Owner. B. Place fill materials used in preparation of the subgrade in lifts or layers not to exceed 8 -inches loose measure and compacted to minimum density of 95 percent of optimum density, in accordance with ASTM D 698, (or 92 percent of optimum density, in accordance with ASTM D 1557) at moisture content of not less than 1 percent below and not more than 3 percent above optimum moisture content. C. Following table stipulates maximum allowable values for plasticity index (PI) and liquid limit (LL) of suitable fill materials to be used in specified areas, unless specifically stated otherwise on Construction Drawings: PI LL 'Paving Area, below upper two feet 20 50 'Paving Area, upper two feet 15 40 ('References to depth are to proposed subgrade elevations) D. Fill material imported from off -site or fill material removed from onsite cut areas shall have CBR or LBR value equal to or greater than pavement design subgrade CBR or LBR value indicated on Construction Drawings. 1.04 COMPACTION A. Maintain optimum moisture content of fill materials as specified herein to attain required compaction density. B. Test materials in accordance with Section 02200. C. Corrective measures for non -complying compaction: Remove and recompact deficient areas until proper compaction is obtained at no additional expense to Owner. 3.05 MAINTENANCE OF SUBGRADE A. Verify finished subgrades to ensure proper elevation and conditions for construction above subgrade. B. Protect subgrade from excessive wheel loading during construction including concrete trucks, dump trucks, and other construction equipment. C. Remove areas of finished subgrade found to have insufficient compaction density to depth necessary and replace in manner that will comply with compaction requirements by use of material equal to or better than best subgrade material on site. Surface of subgrade after compaction shall be hard, uniform, smooth, stable, and true to grade and cross-section. 3.06 FINISH GRADING A. Finish grading shall be in accordance with Section 02200 and as specified herein. B. Check grading of paving areas by string line from grade stakes (blue tops) set at not more than 50 -foot centers. Tolerances of 0.10 -foot, more or less, will be permitted. Engineer is to provide engineering and field staking necessary for verification of lines, grades, and elevations. 02223-3 SECTION 02227 AGGREGATE MATERIALS PART I GENERAL 1.01 SECTION INCLUDES A. Aggregate materials for use as specified in other Sections. 1.02 RELATED SECTIONS A. Section 02050 - Demolition B. Section 02100 - Site Preparation C. Section 02200 - Earthwork D. Section 02221 - Excavation, Backfill, and Compaction for Structures E. Section 02222 - Excavation, Backfill, and Compaction for Utilities F. Section 02223 - Excavation, Backfill, and Compaction for Pavement G. Section 02224 - Excavation, Backfill, and Compaction for Out Parcels H. Section 02245 - Soil Stabilization 1. Section 02270 - Slope Protection and Erosion Control J. Construction Drawings 1.03 REFERENCE STANDARDS A. American Society for Testing and Materials (ASTM) latest edition 1. D 698 Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3 (600 kN.m/m3)) 2. D 1556 Density and Unit Weight of Soil In Place by the Sand -Cone Method 3. D 1557 Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 Kn.m/m3)) 4. D 2167 Density and Unit Weight of Soil In Place by the Rubber Balloon Method 5. D 2216 Laboratory Determination of Water (Moisture) Content of Soil, Rock, and Soil -Aggregate Mixtures 6. D 2487 Classification of Soils for Engineering Purposes 7. D 2922 Density of Soil and Soil -Aggregate In Place by Nuclear Methods (Shallow Depth) 8. D 3017 Water Content of Soil and Rock In Place by Nuclear Methods (Shallow Depth) 9. D 4318 Liquid Limit, Plastic Limit, and Plasticity Index of Soils B. American Association of State Highway and Transportation Officials (AASHTO) latest editionT 88 Particle Size Analysis of Soils • 02227-1 u 04 QUALITY ASSURANCE A. Tests and analysis of aggregate materials will be performed in accordance with ASTM and AASHTO procedures specified herein. 1.05 SUBMITTALS A. Submit 100 -pound sample of each aggregate or mixture that is to be incorporated into project in air -tight containers to the independent testing laboratory or submit gradation and certification of aggregate material that is to be incorporated into project to the independent testing laboratory for review. B. Submit name of each material supplier and specific type and source of each material. Any change in source requires approval of Owner. PART 2 PRODUCTS 2.01 MATERIALS A. Construction and materials shall meet or exceed requirements of this Section and applicable state highway department specifications section(s) referred to or noted on the Construction Drawings which pertain to paving base course design, materials, preparation, and execution. Materials shall be as indicated on Construction Drawings and shall comply with state highway department specifications regarding source, quality, gradation, liquid limit, plasticity index, and mix proportioning. 2.02 EQUIPMENT A. Transport off -site materials to project using well maintained and operating vehicles. Once on site, transporting vehicles shall stay on designated haul roads and shall at no time endanger any improvements by rutting, overloading, or pumping. PART 3 EXECUTION 3.01 STOCKPILING Stockpile on -site at locations indicated by Owner in such manner that there will be no standing water or mixing with other materials. 3.02 BORROW AND SPOIL SITES Upon completion of borrow and/or spoil operations, clean up borrow and/or spoil areas as indicated on Construction Drawings in neat and reasonable manner to satisfaction of property owner and Owner. END OF SECTION 02227 • 02227-2 SECTION 02229 ROCK REMOVAL PART I GENERAL 1.01 SECTION INCLUDES A. Removal of identified and discovered rock during excavation. B. Use of explosives to assist rock removal. C. Incorporating removed rock into fills and embankments. 1.02 RELATED SECTIONS A. Section 02200 - Earthwork B. Section 02221 - Excavation, Backfill, and Compaction for Structures C. Section 02222 - Excavation, Backfill, and Compaction for Utilities D. Section 02223 - Excavation, Backfill, and Compaction for Pavement E. Section 02224 - Excavation, Backfill, and Compaction for Out Parcels F. Construction Drawings 1.03 REFERENCE STANDARDS A. National Fire Protection Association (NFPA) latest edition B. 495 Code For Explosive Materials C. United States Department of Interior, Bureau of Mines, Seismic Effects of Blasting (Lastest Edition) 1.04 ENVIRONMENTAL REQUIREMENTS A. Determine environmental effects associated with proposed work and safeguard those concerns as regulated by law and local governing agencies by reasonable and practical methods. 1.05 DEFINITIONS A. "Rock Excavation" is defined as removal of igneous, metamorphic or sedimentary rock or stone, boulders over two (2) cubic yards in volume in open areas and one (1) cubic yard in volume in trenches; masonry or concrete or solid frozen soil; that cannot be removed by rippers or other mechanical methods and, therefore, requires drilling and blasting. The word "trenches" shall mean excavations having vertical sides whose depths exceed its width, made for drainage, storm water, sewer, water, and gas pipes, electric and steam conduits, and related uses. 1.06 SCOPE A. Perform the Work in accordance with all pertinent Federal, state and local regulations. • 02229-1 B. "Rock Excavation" contract requirements are provided in the General and Supplementary Conditions provided in the Project Manual. C. This Section includes furnishing all drilling, blasting and protection required to complete the work indicated on the Drawings and as specified herein. D. The Contractor shall be responsible for any and all damage and/or injury from the use of explosives. The Contractor shall save and hold harmless the Owner, Architect and Engineer from any and all claims from the use of explosives. Removal of materials of any nature by blasting shall be done in such a manner and at such times as to avoid damage affecting integrity of existing construction and damage to new or existing dwellings, structures and water wells in or adjacent to the area of the work. It shall be the Contractor's responsibility to determine the method of operation to ensure desired results and integrity of completed work. All damage caused by the Contractor's blasting operations shall be repaired to the full satisfaction of the Owner at no additional cost to the Owner. 1.07 PERMITS AND LICENSES A. Prior to rock excavation, Contractor shall obtain all necessary permits from regulatory agencies. If blasting is required or undertaken, the responsible Subcontractor shall be licensed in the State and shall possess a current blasting license issued by the appropriate regulatory authority and be permitted for the transportation of explosives if required. PART2 PRODUCTS 2.01 MATERIALS A. Explosives, detonator/delay device, and blast mat materials shall be type recommended by explosive supplier and shall comply with requirements specified herein. PART 3 EXECUTION 3.01 PREPARATION A. Verify site conditions and note subsurface conditions affecting work of this section. B. Identify required lines, levels, and elevations that will determine extent of proposed removals. 3.02 ROCK EXCAVATION • A. Cut rock to form level bearing at bottom of footing and trench excavations. Remove shaled layers to provide sound and unshattered base for footings or foundations. Reuse excavated materials on site in accordance with Section 02200. B. Perform rock excavation in manner that will produce material of such size as to permit it being placed in embankments in accordance with Section 02200. Remove rock to allow for construction and/or installation of the site and building improvements as indicated on Construction Drawings. Remove loose or shattered rock, overhanging ledges and boulders which might dislodge. C. Use lean concrete or suitable materials to replace rock overblast or overexcavation in building and expansion area to facilitate placement of utilities and future footings. 02229-2 ROCK BLASTING 3..03 A. General 1. The drilling and blasting methods and programs shall be those necessary to accomplish any and all rock excavation required for completion of the improvements shown on the Construction Drawings in accordance with the procedures specified herein. Do not use explosives as a primary means of transporting material outside the excavated prism. 2. Blasting work shall be performed only with necessary permits from all regulatory authorities and prior to completion of the preblast survey. Blasting work shall take place only after persons in the vicinity have had ample notice and have reached positions of safety. Take appropriate precautions to prevent all persons from entering the blasting area. Use methods and programs that will prevent damage to, but not limited to, adjacent dwellings, structures, public domain, natural resources, habitat, existing wells and landscape features and that will minimize the scattering of rock, stumps or other debris. All affected roadways shall be inspected, cleared, and opened to traffic within 1 (one) hour of completed blasting or as required by governing authorities. 3. Complete all blasting with experienced powdermen licensed to use explosives in the State. 4. Conduct blasting at such hours so as not to disrupt surrounding residences and businesses, and in accordance with Federal, state and local regulations and/or ordinances with regard to noise. 5. Take all precautions necessary to warn and/or protect any individuals exposed to his operations prior to any blasting. Blasting mats or other approved flyrock protection shall be employed as necessary to protect areas adjacent to blasting. 6. Develop and maintain records covering pertinent data on the location, depth and area of the blast, the diameter, spacing, depth, overdepth, pattern, amount, distribution and powder factor for the explosives used per hole and per blast; the sequence and pattern delays, and description and purpose of special methods. Provide a copy of the records to the Owner upon the Owner's request. Receipt and acceptance by the Owner of blasting data will not relieve the Contractor of his responsibility to produce satisfactory results as set forth in these specifications. Drilling and blasting shall be done only to the depth, amount and at such locations, with explosives of such quantity, distribution, and density that will not produce unsafe or damage rock surfaces or damage rock beyond the prescribed excavation limits. The Contractor shall be responsible for the cost of removal of overblast and also for the cost of placement and compaction of suitable replacement fill where overblast removal is required. 7. When a drilling and blasting program results in damage to the excavation or unacceptable peak particle velocity or frequency values as specified in Section 3.03. D. below, the Contractor will be required to devise and employ revised methods that will prevent such damage or unacceptable ground motions at no cost to the Owner. The revisions may include special methods such as presplit and zone blasting, shallow lifts, reduction in size of individual blasts, small diameter blast holes, closely spaced blast holes, reduction of explosives, greater distribution of explosives by use of decking and primacord or variation in density of explosives and chemical or mechanical splitting of the rock. B. Codes, Permits And Regulations 1. Comply with all applicable laws, rules, ordinances and regulations of the Federal, State and local regulatory authorities and insurers that govern the licensing, transportation, storage, handling, use, and disposition of explosives. 2. Obtain and pay for all powder and blasting permits and licenses required to complete the work of this Section as defined in the General and Supplementary Conditions. 3. In case of conflict between regulations or between regulations and Specifications, the Contractor shall comply with the strictest applicable codes, regulations or Specifications. C. Explosives 1. Take special precautions for proper use of explosives to prevent harm to human life and damage to surface structures, utility lines, or other subsurface structures. 2. Store, handle, and employ explosives in accordance with Federal, state and local regulations, or, • in the absence of such, in accordance with the provisions of the Manual of Accident Prevention in construction issued by the Associated General Contractors of America, Inc. and OSHA. 02229-3 fl 6 S D. Blasting Vibration And Limit Criteria The amount of vibration, frequency and overpressure generated by blasting shall not exceed regulatory statutes or directives establish by State, local or other authorities. In no case shall the maximum Peak Particle Velocity (PPV) exceed the limits indicated on Figure B-1, Appendix B, of the United States Bureau of Mines Report of Investigations, RI 8507, 1980 or latest edition.. 2. The peak airblast overpressure measured at the location of the nearest occupied, above ground structure (considering wind direction) shall not exceed 0.014 psi. E. Preblast Survey 1. General: a. Conduct a preblast survey prior to initiating any blasting work. The Contractor shall have the preblast survey performed by a registered Professional Engineer or specialized consultant licensed in the State of the work covered under this contract and specialized in conducting preblast surveys. b. The work to be performed for the preconstruction/preblast survey will consist of documenting conditions of all existing dwellings and structures located within a minimum of 500 feet of the limits of all work requiring rock blasting prior to commencement of blasting or further if required by Federal, state or local regulations. c. The purpose of the preblast survey is to determine the conditions of existing dwellings, structures and water supply wells and document any pre-existing defects and other physical factors that could reasonably be affected by the blasting. Structures such as dams, ponds, pipelines, cables and transmission lines, cisterns, structures of historical significance, and/or structures with unusually costly or vulnerable contents shall be included. The preblast survey shall also note the nature and sensitivity of livestock that may be affected by the blasting. 2. Examination of and Preparation for Survey: a. The Contractor shall contact the property owners (or their legal representative) of properties within a minimum of 500 feet of the limits of all blasting work in order to obtain permission to conduct a survey of their property. If the property owner does not grant the Contractor permission to conduct the survey, the Contractor shall contact the property owner a second time by registered mail/return receipt requested. The second request for permission to conduct the survey shall include a description of the survey to be performed and the purpose of the survey. At least 72 hours prior to start of blasting work, notify the appropriate local regulatory authority of any property owners who refuse access for the preconstruction survey. b. Notify the property owners at least 48 hours prior to conducting the preblast survey. After completion of the survey, two copies of the preblast report will be submitted to the appropriate local regulatory authority for their reference if required. Additionally, one copy shall be kept on file at the location of the project and provided to the Owner upon request. 3. Method: a. The preblast survey shall include a detailed examination of the interior and exterior of structures located within a minimum of 500 feet of the limits of all blasting work. Color photographs, videotapes, and written descriptions shall be taken as required to document the condition of areas within the limits of the survey area. Particular note shall be made of evident structural faults or deficiencies, or recent repairs. b. The preblast survey shall also include an assessment of water supply wells located within a minimum 500 feet of the limits of all blasting work. This assessment shall include the following items: 1. Information regarding the date of construction of the well, depth, method of construction, yield, water quality and any other existing available data will be requested from each well owner and/or the installer, providing the installer is known. 2. A short duration pump test shall be performed on each well utilizing the existing pump that services each well. The pump shall be activated, the volume of water 02229-4 measured and the drawdown in the well measured for a 1 -hour or less period until approximate steady state conditions are achieved. The data obtained from these measurements shall be used to estimate the approximate yield of each well. 3. Upon completion of the above -described short duration pump test, obtain a groundwater sample from the well and submit to a State certified water quality laboratory. Laboratory shall analyze sample for iron, manganese, total dissolved solids, turbidity and total coliform. 4. Survey Report: a. The Contractor shall prepare a written report summarizing the results of the preblast survey. The final written report shall be signed and sealed by the Contractor's qualified inspector. The report shall contain the following: 1. Location and description of each property 2. Descriptions of the conditions of the on -site elements 3. Summary of the visual inspection 4. Color photographs, sketches, videotape with vocal summary 5. All data developed from the water supply well assessment b. Provide videotapes to include supplemental information, as required. Pictorial documentation shall be of professional quality and shall be provided with a scale, where practicable. Clearly label pictorial documentation with an Identification number, name of the project and the Engineer or qualified person conducting the survey, name of the property owner, date the picture or video tape was taken, and sufficient information to determine the location of the area in question. c. The Contractor's inspector shall Immediately report In writing to the Contractor any findings that, in his opinion, indicate that any structure or well will be adversely affected by the required construction and blasting. d. If, during the course of construction and blasting, the Contractor is requested by an adjacent property owner to view alleged damage to property, the Contractor shall give written notice to the Owner prior to the Contractor's visit to the adjacent owners property. F. Blast Monitoring 1. Perform seismic blast monitoring in accordance with State and local regulations. 2. Provide monitoring of blasting vibrations and over -pressures to allow evaluation of compliance with the specified vibration/over-pressures to criteria. As a minimum, each blast will be monitored by the Contractor as follows: a. Monitor vibrations at the exterior walls of all structures within 500 feet of each blast location. b. If no structures are located within 500 feet of the blast location, monitor vibrations at three equally spaced radial points located a minimum of 500 feet from the blast locations. c. Monitor over -pressures for all structures within a minimum 500 feet of the blast. 3. If requested by the Owner, report vibration/overpressure monitoring results to the Owner within two hours of blasting. Monitoring performed by the Contractor does not relieve the Contractor of his responsibility for control of vibration and overpressure during blasting operations. 3.04 ROCK CUT FACE EXCAVATION A. The slope of the soil above the top of any permanently exposed rock cut face shall be no less than 3(H):1(V) unless otherwise noted on the Construction Drawings. Slope of the rock face shall meet the requirements below. TYPE SLOPE (Horizontal to Vertical) Solid limestone or sandstone 1:1.2 Interbedded limestone, sandstone or shale 1:1.25 Layered shale (no hard rock) 1:1.5 • 02229-5 B. Benches of at least ten (10) feet in width at a maximum of twenty (20) feet in elevation intervals or as noted on the Construction Drawings. The benches are to provide rock traps and divert water from the rock face. 3.05 ROCK TRAP A. Locate rock traps at the base of permanently exposed rock slopes and construct as indicated on the Construction Drawings. 3.06 OVEREXCAVATION AND BACKFILL A. Overexcavation which is required to remove unsuitable natural undisturbed bedrock weakened by weathering or other cause not inflicted by the Contractor shall be immediately reported to the Owner and performed as directed by the Owner, and the theoretical lines and grades will be adjusted accordingly. Material outside the excavation limits which are disturbed due to the fault or negligence of the Contractor or due to his failure to exercise sound construction practices, shall be either replaced by him with suitable materials (earth or concrete), or bolted, or both as directed, at no cost to the Owner. END OF SECTION 02229 02229-6 1i C 0 PART I GENERAL 1.01 SECTION INCLUDES SECTION 02245 SOIL STABILIZATION A. Excavation, treatment, and backfilling of subgrade for lime stabilization. B. Excavation, treatment, and backfilling of subgrade for cement stabilization. C. Excavation, treatment, and backfilling of subgrade for fly ash stabilization. D. Excavation, treatment, and backfilling of subgrade for bridge lift stabilization. E. Installation of Geotextile Fabric for stabilization of subgrade. 1.02 RELATED SECTIONS A. Section 02200 - Earthwork B. Section 02221 - Excavation, Backfill, and Compaction for Structures C. Section 02222 - Excavation, Backfill, and Compaction for Utilities D. Section 02223 - Excavation, Backfill, and Compaction for Pavement E. Section 02227 - Aggregate Materials F. Construction Drawings 1.03 REFERENCE STANDARDS A. American Society for Testing Materials (ASTM) latest edition 1. C 150 Portland Cement 2. C 618 Fly Ash and Raw or Calcined Natural Pozzolan for use as a Mineral Admixture in Portland Cement Concrete 3. C 977 Quicklime and Hydrated Lime for Soil Stabilization 4. D 1633 Compressive Strength of Molded Soil -Cement Cylinders American Association of State Highway and Transportation Officials (AASHTO) latest edition 1. M 216 Lime for Soil Stabilization C. National Lime Association (NLA) 1. Bulletin 326 Lime Stabilization Construction Manual 1.04 ENVIRONMENTAL REQUIREMENTS A. Do not install mixed materials in wind In excess of 10 mph or when temperature is below 40 degrees Fahrenheit. 02245-1 C 1.05 QUALITY ASSURANCE • A. Perform work in accordance with state and local standards in conjunction with requirements specified herein. 1.06 SUBMITTALS A. Submit 100 -pound sample of each material to be used at the site in air -tight containers to the independent testing laboratory or submit gradation and certification of material that is to be used to the independent testing laboratory for review. B. Submit name of each materials supplier and specific type and source of each material. Change in source requires approval of Owner. C. Submit mix design and materials mix ratio that will achieve specified requirements of state and local agencies for soil stabilization. PART2 PRODUCTS 2.01 MATERIALS A. Hydrated Lime B. Portland Cement C. Fly Ash D. Coarse Aggregate E. Fine Aggregate F. Subsoil: Existing to be Reused G. Geotextile Fabric for Stabilization 1. Mirafi 500X or 600X 2. Phillips 66 Supac 6WS 3. Dupont Typar 3401 and 3601 4. Trevira S1114 and S1120 5. Tensar SS -1 and SS -2 6. Exxon GTF-200 or 350 7. TerraTex HD and GS H. Surge Stone 2.02 EQUIPMENT A. Perform operations using suitable, well maintained equipment capable of excavating subsoil, mixing and placing materials, wetting, consolidating, and compacting of material. 02245-2 PART 3 EXECUTION •.01 PREPARATION A. Obtain approval from the independent testing laboratory of mix design before proceeding with placement. B. Start stabilization only when weather and soil conditions are favorable for successful application of proposed material. C. Proofroll subgrade to identify areas in need of stabilization. 3.02 EXCAVATION A. Excavate subsoil to depth sufficient to accommodate soil stabilization. B. Remove lumped subsoil, boulders, and rock that interfere with achieving uniform subsoil conditions. 3.03 SOIL TREATMENT AND BACKFILLING A. Lime Stabilized Subgrade: Where indicated on Construction Drawings or as required after continual failure, treat prepared subgrade with hydrated lime in accordance with state highway department specifications. Compact to not less than 95 percent of optimum density as determined by ASTM D 698 (or 92 percent of optimum density, in accordance with ASTM D 1557). B. Cement Stabilized Subgrade: Where indicated on Construction Drawings or as required after continual failure, treat prepared subgrade with portland cement in accordance with state highway department specifications. Compact to not less than 95 percent of optimum density as determined by ASTM D 698 (or 92 percent of optimum density, in accordance with ASTM D 1557). C. Fly Ash Stabilized Subgrade: Where indicated on Construction Drawings or as required after continual failure, treat prepared subgrade with fly ash in accordance with state highway department specifications. Compact to not less than 95 percent of optimum density as determined by ASTM D 698 (or 92 percent of optimum density, in accordance with ASTM D 1557). D. Bridge Lifts: Where indicated on Construction Drawings or as required after continual failure, treat prepared subgrade by application of a bridge lift. Bridging over existing soils shall be acceptable only when approved in writing by the Owner. Place geotextile fabric or geogrid over existing soils to be bridged. The geotextile fabric or geogrid selected shall be appropriate for the bridge lift material being placed. Place bridge lift over geotextile fabric or geogrid. Bridge lift material may be surge stone, granular fill, or shot rock fill. Granular material shall be in accordance with Section 02227. Surge stone and shot rock will be approved by the Owner's representative on a submittal basis. The Owner and the Owner's representative shall have sole discretion as to the acceptability of all submittals. E. Maintain optimum moisture of mix materials to attain required stabilization and compaction. F. Finish subgrade surface In accordance with Section 02200. 3.04 GEOTEXTILE FABRIC A. Place geotextile fabric in those areas that are shown on Construction Drawings or in those areas that need additional stabilization prior to placement of base course. Bridge lift sections may require the use of geotextile fabric for stabilization prior to placement of fill. B. Place geotextile fabric specified on Construction Drawings and in Specifications in accordance with manufacturer's recommendations. END OF SECTION 02245 02245-3 SECTION 02270 SLOPE PROTECTION, EROSION CONTROL and EROSION CONTROL PLAN PART I GENERAL 1.01 SECTION INCLUDES A. Installation of temporary and permanent erosion control systems. B. Installation of temporary and permanent slope protection systems. 1.02 RELATED SECTIONS A. Section 02100 - Site Preparation B. Section 02200 - Earthwork C. Section 02900 — Landscaping D. Section 02720 — Storm Sewer E. Erosion Control Plan F. Construction Drawings •.03 ENVIRONMENTAL REQUIREMENTS A. Protect adjacent properties and water resources from erosion and sediment damage throughout life of contract. PART2 PRODUCTS 2.01 MATERIALS A. Quick growing grasses such as wheat, rye, or oats in accordance with Section 02900. B. Hay or straw bales as specified on Construction Drawings. C. Fencing for siltation control as specified on Construction Drawings. D. Curlex blankets by American Excelsior Company or approved equal. E. Bale stakes for each bale shall be minimum of 4 -feet in length and shall be either two #2 rebars, two steel pickets, or two 2 -inch x 2 -inch hardwood stakes driven 1'-6" into ground. F. Temporary mulches such as loose hay, straw, netting, wood cellulose, or agricultural silage. G. Fence stakes shall be minimum of 5 -ft in length and be either metal stakes or 2 -inch x 2 -inch hardwood stakes driven 1'-6" into ground. H. Rip -Rap in accordance with Section 02200. 02270 - 1 E lbI. Temporary and Permanent Outfall Structures as specified on Construction Drawings. PART 3 EXECUTION 3.01 PREPARATION A. Review Construction Drawings and Erosion Control Plan. B. Deficiencies or changes on Construction Drawings or Erosion Control Plan as it is applied to current conditions shall be brought to the attention of Owner for remedial action. 3.02 EROSION CONTROL AND SLOPE PROTECTION IMPLEMENTATION A. Place erosion control systems in accordance with Construction Drawings and Storm Water Pollution Prevention Plan or as may be dictated by site conditions In order to maintain the Intent of the specifications and permits at no additional cost to Owner. B. Owner has authority to limit surface area of erodible earth material exposed by clearing and grubbing, excavation, borrow, and embankment operations and to direct Contractor to provide immediate permanent or temporary pollution control measures. Contractor will be required to incorporate permanent erosion control features into project at earliest practical time to minimize need for temporary controls. Permanently seed and mulch cut slopes as excavation proceeds to extent considered desirable and practical. C. Maintain temporary erosion control systems as directed by Owner or governing authorities to control siltation during life of contract. Contractor shall respond to maintenance or additional work ordered by • Owner or governing authorities within 48 hours or sooner if required. D. Slopes that erode easily or that will not be graded for a period of 14 days or more shall be temporarily seeded as work progresses with wheat, rye, or oats application in accordance with Section 02900 unless otherwise specified on the Construction Drawings. • 02270-2 SECTION 02505 PAVING BASE COURSE PARTI GENERAL 1.01 SECTION INCLUDES A. Construction of granular base for asphaltic concrete and portland cement concrete paving. B. Construction of sand/shell base for asphaltic concrete and portland cement concrete paving. C. Construction of full depth asphalt base for asphaltic concrete paving. D. Construction of hot -mix sand asphalt base for asphaltic concrete paving. E. Construction of soil cement stabilized base for asphaltic concrete and portland cement concrete paving. 1.02 RELATED SECTIONS A. Section 02100 - Site Preparation B. Section 02200 - Earthwork C. Section 02223 - Excavation, Backfill, and Compaction for Pavement • D. Section 02227 - Aggregate Materials E. Section 02245 - Soil Stabilization F. Section 02511 - Asphaltic Concrete Paving H. Section 02525 - Curbs and Sidewalks J. Arkansas Highway & Transportation Department Standard Specifications K. Construction Drawings 1.03 REFERENCES A. American Society for Testing and Materials (ASTM) latest edition 1. D 698 Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft- Ibf/ft3 (600 kN.m/m3)) 2. D 1556 Density and Unit Weight of Soil In Place by the Sand -Cone Method 3. D 1557 Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft Ibf/ft3 (2,700 Kn.m/m3)) 4. D 2167 Density and Unit Weight of Soil In Place by the Rubber Balloon Method 5. D 2216 Laboratory Determination of Water (Moisture) Content of Soil, Rock, and Soil - Aggregate Mixtures 6. D 2487 Classification of Soils for Engineering Purposes 7. D 2922 Density of Soil and Soil -Aggregate In Place by Nuclear Methods (Shallow Depth) 8. D 3017 Water Content of Soil and Rock In Place by Nuclear Methods (Shallow Depth) 9. D 4318 Liquid Limit, Plastic Limit, and Plasticity Index of Soils 02505-1 B. American Association of State Highway and Transportation Officials (AASHTO) latest edition 1. T 88 Particle Size Analysis of Soils 1.04 QUALITY ASSURANCE A. An independent testing laboratory, selected and paid by Owner, will be retained to perform construction testing of in -place base course for compliance with requirements for thickness, compaction, density, and tolerances. Paving base course tolerances shall be verified by rod and level readings on not more than 50 -foot centers to be not more than 0.05 -feet above design elevation which will allow for paving thickness as shown on Construction Drawings. Contractor shall provide instruments and suitable benchmark. PART2 PRODUCTS 2.01 FILL MATERIALS A. Submit materials certificate to the independent testing laboratory which is signed by materials producer and Contractor, certifying that materials comply with, or exceed, requirements specified herein. 2.02 SOURCE QUALITY CONTROL B. Following tests will be performed on each type of material used as base course material: 1. Moisture and Density Relationship: ASTM D 698 (or ASTM D 1557) 2. Mechanical Analysis: AASHTO T 88 3. Plasticity Index: ASTM D 4318 4. Base material thickness: Perform 1 test for each 20,000 sq. ft of in -place base material area 5. Base material compaction: Perform 1 test In each lift for each 20,000 sq. ft of in -place base matTest source area 6. Test each source of base material for compliance with state highway department specifications. PART 3 EXECUTION 3.01 EXAMINATION A. Contractor shall verify to the Owner in writing that the subgrade has been inspected, tested, and gradients and elevations are correct, dry, and properly prepared in accordance with Section 02223. 3.02 CONSTRUCTION A. Perform base course construction in a manner that will drain the surface properly and prevent runoff from adjacent areas from draining onto base course construction. Compact base material to not less than 98 percent of optimum density as determined by ASTM D 698 (or 95 percent of optimum density, as determined by ASTM D 1557) unless otherwise indicated on Construction Drawings. C. Granular Base: Construct to thickness indicated on Construction Drawings. Apply in lifts or layers not exceeding 8 -inches, measured loose. D. Sand/Shell Base: Construct to thickness indicated on Construction Drawings. Apply in lifts or layers not exceeding 4 -inches, measured loose. E. Asphalt Institute Type IV Mix for Full Depth Asphalt Base: Construct to thickness indicated on Construction Drawings in lifts or layers not exceeding 3 -inches, measured loose. 02505-2 F. Asphalt Institute Type VI, VII, or VIII Mixes for Hot -mix Sand Asphalt Bases: Construct to thickness indicated on Construction Drawings. Apply in lifts or layers not exceeding 3 -inches, measured loose. G. Soil Cement Stabilized Base: Construct to thickness and strength as indicated on Construction Drawings and in accordance with state highway department specifications. If not indicated on Construction Drawings, minimum compressive strength shall be 500 p.s.i., tested at 28 days. 3.03 FIELD QUALITY CONTROL A. Field density tests for in -place materials shall be performed in accordance with one of following standards: 1. Sand -Cone Method: ASTM D 1556 2. Balloon Method: ASTM D 2167 3. Nuclear Method: ASTM D 2922 (Method B -Direct Transmission) B. The independent testing laboratory will prepare reports that indicate test location, elevation data, and test results. Owner and Contractor shall be provided with copies of the reports within 96 hours of the time the test was performed. In the event that the test results show failure to meet any of the Specifications; Owner and Contractor will be notified immediately by the independent testing laboratory. C. Costs related to retesting due to failures shall be paid for by Contractor at no additional expense to Owner. Contractor shall provide free access to the site for testing activities END OF SECTION 02505 to 02505-3 PART 1 1.01 SECTION 02511 ASPHALTIC CONCRETE PAVING GENERAL SECTION INCLUDES A. Preparation and placement of asphaltic concrete binder course. B. Preparation and placement of asphaltic concrete surface course. 1.02 RELATED SECTIONS A. Section 02223 - Excavation, Backfill, and Compaction for Pavement B. Section 02505 - Paving Base Course C. Section 02520 - Portland Cement Concrete Paving D. Section 02525 - Curbs and Sidewalks E. Section 02584 - Pavement Markings F. Arkansas Highway & Transportation Department Standard Specifications G. Construction Drawings 1.03 REFERENCE STANDARDS A. The Asphalt Institute (Al) latest edition 1. MS 2 Mix Design Methods for Asphaltic Concrete and Other Hot Mix Types 2. MS 3 Asphalt Plant Manual 3. MS 19 Basic Asphalt Emulsion Manual B. US Army Corps of Engineers 1. UN -13 Hot Mix Asphalt Paving Handbook, (CE MP -ET) C. American Society of Testing and Materials (ASTM) latest edition 1. D 946 Penetration - Graded Asphalt Cement for use in Pavement Construction 2. D 1188 Bulk Specific Gravity and Density of Compacted Bituminous Mixtures Using Paraffin - Coated Specimens 3. D 1559 Resistance to Plastic Flow of Bituminous Mixtures Using Marshall Apparatus 4. D 2726 D. American Association of State Highway and Transportation Officials (AASHTO) latest edition 1. M 117 Mineral Filler "Bitumen -Saturated Cotton Fabrics Used in Roofing and Waterproofing" 2. M 140 Tack Coat "Emulsified Asphalt" 3. M 208 Tack Coat "Cationic Emulsified Asphalt" 4. M 226 Viscosity Graded Asphalt Cement 5. T 245 Marshall Mix Design E. APWA 1. Section 2204 02511-1 104 QUALITY ASSURANCE A. An independent testing laboratory, selected and paid by Owner, will be retained to perform construction testing of in -place asphaltic concrete courses for compliance with requirements for thickness, compaction, and surface smoothness. B. Establish and maintain required lines and elevations. C. In -place compacted thickness shall not be less than thickness specified on Construction Drawings. Areas of deficient paving thickness shall receive tack coat and minimum 1 -in, overlay; or shall be removed and replaced to proper thickness, at discretion of Owner, until specified thickness of course is met or exceeded at no additional expense to Owner. D. Check surface areas at intervals necessary to eliminate ponding areas. Remove and replace unacceptable paving as directed by Owner. 1.05 SUBMITTALS A. Before asphaltic concrete paving is constructed,submit actual design mix to Civil Engineering Consultant of Record and independent testing laboratory for review and approval. Design mix submittal shall follow a format as indicated in Asphalt Institute Manual MS -2, Marshall Stability Method; and shall include type/name of mix, gradation analysis, grade of asphalt cement used, Marshall Stability in pounds (lb.) flow, effective asphalt content in percent (%), and direct references to state highway department specifications sections for each material. Design shall be for mixture listed in current edition of state highway department specifications. Mix designs over 3 years old will not be accepted by Owner. B. Submit materials certificate to the independent testing laboratory which is signed by materials producer and Contractor, certifying that materials comply with, or exceed, requirements specified herein. 1.06 PROJECT CONDITIONS A. Weather Limitations: 1. Apply prime and tack coats when ambient temperature is above 40 degrees Fahrenheit, and when temperature has been above 35 degrees Fahrenheit for 12 hours immediately prior to application. Do not apply when base is wet, contains excess moisture, or during rain. 2. Construct asphaltic concrete paving when atmospheric temperature is above 40 degrees Fahrenheit. B. Maintain access for vehicular and pedestrian traffic as required for other construction activities. Utilize temporary striping, flagmen, barricades, warning signs, and warning lights as required. PART2 PRODUCTS 2.01 MATERIALS A. Provide asphalt -aggregate mixture as recommended by local or state paving authorities to suit project conditions. Use locally available materials and gradations which meet state highway department specifications and exhibit satisfactory records of previous installations. Asphalt Cement: Comply with AASHTO M 226; Table 2 AC -1 0, AC -20, or AC -30, viscosity grade, depending on local mean annual air temperature. See chart below: Temoerature Condition Asphalt Grades Cold, mean annual air temperature AC -10 02511-2 at 45 degrees Fahrenheit or lower 85/100 pen. Warm, mean annual air temperature AC -20 between 45 degrees Fahrenheit and 60/70 pen. 75 degrees Fahrenheit Hot, mean annual air temperature AC -30 at 75 degrees Fahrenheit or higher C. Prime Coat: Medium curing cut -back asphalt or asphalt penetrating prime coat consisting of either MC -30 or SS -1 h. D. Tack Coat: Emulsified asphalt; AASHTO M 140 or AASHTO M 208, SS -1 h, CSS-1, or CSS-1 h, diluted with 1 part water to 1 part emulsified asphalt. E. Mineral Filler: Rock or slag dust, hydraulic cement, or other inert material complying with AASHTO M 117, if recommended by state highway department specifications. F. Asphalt -Aggregate Mixture: Unless otherwise noted on Construction Drawings, Design Mix shall have minimum stability based on 50 -blow Marshall complying with ASTM D 1559 of 1000 pounds with flow between 8 and 16. The Design Mix shall be within sieve analysis and bitumen ranges specified below unless approved otherwise by Owner prior to placement. SIEVE ANALYSIS OF MIX Square Sieve Total Percent Passing Percent Tolerance 3/4" 100% 7% 1/2" 90 -100% 5% #4 44-74% 4% #8 28- 58% 4% #50 5- 21% 2% #200 2- 10% 0% Percent bitumen by weight of total mix: 5.0 - 8.5 percent Air voids: 3 - 6 percent Aggregate voids filled with asphalt cement: 70 - 82 percent Allowable variance of bitumen by weight of total mix = 0.4 percent 2.02 EQUIPMENT A. Maintain equipment in satisfactory operating condition and correct breakdowns in manner that will not delay or be detrimental to progress of paving operations. PART 3 EXECUTION 3.01 PREPARATION A. Proofroll prepared base material surface to check for unstable areas. Paving work shall begin only after unsuitable areas have been corrected and are ready to receive paving. B. Remove loose material from compacted base material surface immediately before applying prime coat. S 02511-3 •. • 3.02 APPLICATIONS A. Prime Coat: 1. Apply bituminous prime coat to base material surfaces where asphaltic concrete paving will be constructed. 2. Apply bituminous prime coat in accordance with APWA Section 2204 and state highway department specifications. 3. Apply at minimum rate of 0.25 gal per sq. yd over compacted base material. Apply to penetrate and seal, but not flood surface. 4. Take necessary precautions to protect adjacent areas from overspray. 5. Cure and dry as long as necessary to attain penetration of compacted base and evaporation of volatile substances. B. Tack Coat: 1. Apply to contact surfaces of previously constructed asphaltic concrete base courses or portland cement concrete and surfaces abutting or projecting into asphaltic concrete or into asphaltic concrete pavement. 2. Apply tack coat to asphaltic concrete base course or sand asphalt base course. Apply emulsified asphalt tack coat between each lift or layer of full depth asphaltic concrete and sand asphalt bases and on surface of bases where asphaltic concrete paving will be constructed. 3. Apply emulsified asphalt tack coat in accordance with APWA Section 2204 and state highway department specifications. 4. Apply at minimum rate of 0.05 gal per sq. yd of surface. 5. Allow to dry until at proper condition to receive paving. 3.03 ASPHALTIC CONCRETE PLACEMENT A. Place asphaltic concrete mixture on completed compacted subgrade surface, spread, and strike off. Spread mixture at following minimum temperatures: 1. Ambient temperature between 40 degrees Fahrenheit and 50 degrees Fahrenheit, mixture temp. = 285 degrees Fahrenheit 2. Ambient temperature between 50 degrees Fahrenheit and 60 degrees Fahrenheit, mixture temp. = 280 degrees Fahrenheit 3. Ambient temperature higher than 60 degrees Fahrenheit, mixture temp. = 275 degrees Fahrenheit B. Whenever possible, spread pavement by finishing machine; however, inaccessible or irregular areas may be placed by hand methods. Spread hot mixture uniformly to required depth with hot shovels and rakes. After spreading, carefully smooth hot mixture to remove segregated course aggregate and rake marks. Rakes and lutes used for hand spreading shall be type designed for use on asphalt mixtures. Do not dump loads faster that they can be properly spread. Workers shall not stand on loose mixture while spreading. C. Paving Machine Placement: Apply successive lifts of asphaltic concrete in transverse directions with surface course placed parallel to flow of traffic. Place in typical strips not less than 10'-0" wide. D. Joints: Make joints between old and new pavements, or between successive days and work in manner that, will provide continuous bond between adjoining work. Construction joints shall have same texture, density, and smoothness as other sections of asphaltic concrete course. Clean contact surfaces of joints and apply tack coat. 3.04 ROLLING AND COMPACTION A. Mixture, after being spread, shall be thoroughly compacted by rolling as soon as it will bear the weight of • rollers without undue displacement. Number, weight, types of rollers, and sequences of rolling operations 02511-4 shall be such that the required density and surface are consistently attained while the mixture is in workable condition. B. Compact mixture with hot hand tampers or vibrating plate compactors In areas inaccessible to rollers. C. Breakdown Rolling: Accomplish breakdown or initial rolling immediately following rolling of joints and outside edge. Check surface after breakdown rolling and repair displaced areas by loosening and filling with hot material. D. Second Rolling: Follow breakdown rolling as soon as possible, while mixture is hot. Continue second rolling until mixture has been thoroughly compacted. E. Finish Rolling: Perform finish rolling while mixture is still warm enough for removal of roller marks. Continue rolling until roller marks are eliminated and course has attained maximum density. F. Patching: Remove and replace paving areas mixed with foreign materials and defective areas. Cut out such areas and fill with fresh, hot asphaltic concrete. Compact by rolling to maximum surface density and smoothness. G. Protection: After final rolling, do not permit vehicular traffic on pavement until it has cooled and hardened. Erect barricades to protect paving from traffic until mixture has cooled enough not to become marked. Any masked or marred finish surfaces shall be repaired or smoothed. 3.05 FIELD QUALITY CONTROL A. Asphaltic surface and base courses will be randomly cored at minimum rate of 1 core per 20,000 sq. ft of paving. However, a minimum of 3 cores in light duty areas and 3 cores in heavy duty areas shall be obtained. Coring holes shall be immediately filled with full -depth asphaltic concrete. Asphaltic concrete pavement samples will be tested for conformance with mix design. B. Testing will be performed on finished surface of each asphalt concrete course for smoothness, using 10'-0" straightedge applied parallel with, and at right angles to centerline of paved area. Results of tests will be made available to Owner upon request. Surfaces will not be accepted if the following 10 -foot straightedge tolerances for smoothness are exceeded: Base Course Surface: 1/4 -inch Wearing Course Surface: 3/16 -inch C. Field density test for in -place materials shall be performed by examination of field cores in accordance with one of following standards: 1. AASHTO Test Method T 245. (Percent of Laboratory Density) a. Temperature equal to temperature at paving machine with reheating. b. Compactive blows (35.50 or 75) equal to mix design blows. c. Minimum density = 96% of laboratory density. 2. AASHTO Test Method T 209 (Percent of Theoretical Maximum Density) a. Minimum density = 92% of Theoretical Maximum Density. D. Rate of density testing shall be 1 core per 20,000 sq. ft of pavement, with minimum of 3 cores from heavy duty areas and 3 cores from light duty areas. Cores shall be cut from areas representative of project. E. Areas of insufficient compaction shall be delineated, removed, and replaced in compliance with Specifications at no additional expense to Owner. END OF SECTION 02511 02511-5 • PART I 1.01 SECTION 02525 CURBS AND SIDEWALKS GENERAL SECTION INCLUDES A. Preparation and placement of combination portland cement concrete curb and gutter. Preparation and placement of portland cement concrete curb. C. Preparation and placement of portland cement concrete sidewalk. 1.02 RELATED SECTIONS A. Section 02100 - Site Preparation B. Section 02200 - Earthwork C. Section 02227 - Aggregate Material D. Section 02505 - Paving Base Course E. Section 03300 - Cast -in -place Concrete (See Architectural/Building Specifications) F. Construction Drawings 1.03 REFERENCE STANDARDS A. American Concrete Institute (ACI) latest edition 1. 304R Recommended Practice for Measuring, Mixing, Transporting, and Placing Concrete 2. 308 Standard Practice for Curing Concrete B. American Society for Testing and Materials (ASTM) latest edition 1. A 615 Deformed and Plain Billet -Steel for Concrete Reinforcement 2. C 33 Concrete Aggregates 3. C 94 Ready -Mixed Concrete 4. C 150 Portland Cement 5. C 260 Air -Entraining Admixtures for Concrete 6. C 309 Liquid Membrane -Forming Compounds for Curing Concrete 7. C 494 Chemical Admixtures for Concrete 8. D 1751 Performed Expansion Joint Fillers for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types) C. FS TT -C-800 - Curing Compound, Concrete, for New and Existing Surfaces. 1.04 QUALITY ASSURANCE A. Establish and maintain required lines and elevations. B. Check surface areas at intervals necessary to eliminate ponding areas. Remove and replace unacceptable work as directed by Owner. 02525-1 • 05 SUBMITTALS A. Submit materials certificate to the independent testing laboratory which is signed by materials producer and Contractor, certifying that materials comply with, or exceed, requirements specified herein. 1.06 PROJECT CONDITIONS A. Maintain access for vehicular and pedestrian traffic as required for other construction activities. Utilize temporary striping, flagmen, barricades, warning signs, and warning lights as required. PART 2 PRODUCTS 2.01 MATERIALS A. Forms: Steel, wood, or other suitable material of size and strength to resist movement during concrete placement and to retain horizontal and vertical alignment until removal. Use straight forms, free of distortion and defects. Use flexible spring steel forms or laminated boards to form radius bends as required. Forms shall be of depth equal to depth of curbing or sidewalk, and so designed as to permit secure fastening together at tops. Coat forms with nonstaining type of coating that will not discolor or deface surface of concrete. B. Reinforcing Bars: Deformed steel bars, ASTM A 615, Grade 40. C. Concrete Materials: Comply with requirements of Section 03300 for concrete materials, admixtures, bonding materials, curing materials, and others as required. D. Joint Fillers: Resilient premolded bituminous impregnated fiberboard units complying with ASTM D 1751, FS HH-F-341, Type II, Class A. E. Joint Sealers: Non -priming, pourable, self -leveling polyurethane. Acceptable sealants are Sonnebom "Sonolastic Paving Joint Sealant" Sonneborn "Sonomeric CT 1 Sealant", Sonnebom "Sonomeric CT 2 Sealant", Mameco "Vulken 245", or Woodmont Products "Chem -Caulk". 2.02 MIX DESIGN AND TESTING A. Concrete mix design and testing shall comply with requirements of Section 03300. B. Design mix to produce normal weight concrete consisting of Portland cement, aggregate, water -reducing admixture, air -entraining admixture, and water to produce following: 1. Compressive Strength: 3,500 psi, minimum at 28 days, unless otherwise indicated on Construction Drawings. 2. Slump Range: 2 to 5 -inches at time of placement 3. Air Entrainment: 5 to 8 percent PART 3 EXECUTION 3.01 PREPARATION A. Proofroll prepared base material surface to check for unstable areas. Begin paving work only after unsuitable areas have been corrected and are ready to receive paving. B. Remove loose material from compacted base material surface to produce firm, smooth surface immediately before placing concrete. 02525-2 3.02 INSTALLATION A. Form Construction 1. Set forms to required grades and lines, rigidly braced and secured. 2. Install sufficient quantity of forms to allow continuance of work and so that forms remain in place minimum of 24 hours after concrete placement. 3. Check completed formwork for grade and alignment to following tolerances: a. Top of forms not more than 1/8 -inch in 10'-0" b. Vertical face on longitudinal axis, not more than 1/4 -inch in 10'-0" 4. Clean forms after each use and coat with form release agent as often as required to ensure separation from concrete without damage. B. Concrete Placement 1. Place concrete in accordance with requirements of Section 03300. 2. Do not place concrete until base material and forms have been checked for line and grade. Moisten base material if required to provide uniform dampened condition at time concrete is placed. Do not place concrete around manholes or other structures until set at required finish elevation and alignment. 3. Place concrete using methods which prevent segregation of mix. Consolidate concrete along face of forms and adjacent to transverse joints with internal vibrator. Keep vibrator away from joint assemblies, reinforcement, or side forms. Consolidate with care to prevent dislocation of reinforcing, dowels, and joint devices. 4. Deposit and spread concrete in continuous operation between transverse joints, as far as possible. If interrupted for more than 1/2 hour, place construction joint. Automatic machine may be used for curb and gutter placement. Machine placement shall be at required cross section, line, grade, finish, and jointing as specified for formed concrete. If results are not acceptable, • remove and replace with formed concrete as specified herein. C. Joint Construction 1. Contraction Joints: Construct concrete curb or combination concrete curb and gutter, where specified on Construction Drawings, in uniform sections of length specified on Construction Drawings. Form joints between sections either by steel templates, 1/8 -inch in thickness, of length equal to width of curb and gutter, and with depth which will penetrate at least 2 -inches below surface of curb and gutter; or with 3/4 -Inch thick performed expansion joint filler cut to exact cross section of curb and gutter; or by sawing to depth of at least 2 -Inches while concrete is between 4 and 24 hours old. If steel templates are used, they shall be left In place until concrete has set enough to hold it's shape, but shall be removed while forms are still in place. 2. Longitudinal Construction Joints: Tie concrete curb or combination concrete curb and gutter, where specified on Construction Drawings, to concrete pavement with 1/2 -inch round deformed reinforcement bars of length and spacing shown on Construction Drawings. 3. Transverse Expansion Joints: Concrete curb, combination concrete curb and gutter, or concrete sidewalk shall have filler cut to exact cross section of curb, gutter, or sidewalk. Joints shall be similar to type of expansion joint used in adjacent pavement. D. Joint Fillers: Extend joint fillers full -width and depth of joint, and not less than 1/2 -inch or more than 1 - inch below finished surface where joint sealer is indicated. Furnish joint fillers in 1 -piece lengths for full width being placed, wherever possible. Where more than 1 length is required, lace or clip joint filler sections together. E. Joint Sealants: Seal joints with approved exterior pavement joint sealants. Install in accordance with manufacturer's recommendations. 3.03 CONCRETE FINISHING • 02525-3 A. After striking off and consolidating concrete, smooth surface by screeding and floating. Adjust floating to compact surface and produce uniform texture. After floating, test surface for trueness with 10'-0" straightedge. Distribute concrete as required to remove surface irregularities, and refloat repaired areas to provide continuous smooth finish. B. Work edges of sidewalks, gutters, back top edge of curb, and formed joints with edging tool, rounding edge to 1/2 -inch radius. Eliminate tool marks on concrete surface. After completion of floating and trowelling, when excess moisture or surface sheen has disappeared, complete surface finishing, as follows: 1. Curbs, gutters, and sidewalks: Broom finish by drawing fine -hair broom across surface perpendicular to flow of traffic. Repeat operation as necessary to produce fine line texture. C. Do not remove forms for 24 hours after concrete has been placed. After form removal, clean ends of joints and point up minor honeycombed areas. Remove and replace areas or sections with major defects, as directed Owner. D. Protect and cure finished concrete paving using acceptable moist -curing methods, more particularly described in water -curing" section of ACI 308. 3.04 BACKFILL A. After concrete has set sufficiently, spaces on either side of concrete curb, combination concrete curb and gutter, or concrete sidewalk shall be refilled to required elevation with suitable material compacted in accordance with Section 02200. 3.05 CLEANING AND ADJUSTING A. Sweep concrete pavement and wash free of stains, discolorations, dirt, and other foreign material just prior to final inspection. B. Protect concrete from damage until acceptance of work. Exclude traffic from pavement for at least 14 days after placement. When construction traffic is permitted, maintain pavement as clean as possible by removing surface stains and spillage of materials. END OF SECTION 02525 0 02525-4 SECTION 02584 PAVEMENT MARKINGS PART I GENERAL 1.01 SECTION INCLUDES A. Preparation and application of painted pavement markings. B. Preparation and application of paint on curbs, guard posts, and light pole bases. 1.02 RELATED SECTIONS A. Section 02200 - Earthwork B. Section 02505 - Paving Base Course C. Section 02511 - Asphaltic Concrete Paving D. Section 02520 - Portland Cement Concrete Paving E. Section 02525 - Curbs and Sidewalks F. Construction Drawings 03 REFERENCE STANDARDS A. FS TTP-85E 1.04 PROJECT CONDITIONS A. Maintain access for vehicular and pedestrian traffic as required for other construction activities. Utilize flagmen, barricades, warning signs, and warning lights as required. PART 2 PRODUCTS 2.01 MATERIALS A. Paint shall be non -bleeding, quick -drying, alkyd petroleum base paint suitable for traffic -bearing surface and shall meet FS TTP-85E and be mixed in accordance with manufacture's instructions before application. B. Preformed pavement markings shall be Stamark Intersection Grade Tape Series A420 as manufactured by 3M Traffic Control Materials Division, or approved equal. PART 3 EXECUTION 3.01 PREPARATION A. Sweep and clean surface to eliminate loose material and dust. i B. Where existing pavement markings are indicated on Construction Drawings to be removed or would interfere with adhesion of new paint, a motorized abrasive device shall be used to remove the markings. Equipment employed shall not damage existing paving or create surfaces hazardous to vehicle or pedestrian traffic. Within public rights -of -way, method of marking removal shall be approved by appropriate governing authority. 3.02 APPLICATION A. Apply two coats of paint at manufacturer's recommended rate, without addition of thinner, with maximum of 100 square feet per gallon. Apply with mechanical equipment to produce uniform straight edges. At sidewalk curbs and crosswalks, use straightedge to ensure uniform, clean, and straight stripe. B. Install pavement markings according to manufacturer's recommended procedures for the specified material. C. Following items shall be painted with colors noted below: 1. Pedestrian Crosswalks: White 2. Exterior Sidewalk Curbs, Light Pole Bases, and Guardposts: Yellow 3. Fire Lanes: Red or per local code 4. Lane Striping where separating traffic moving in opposite directions: Yellow 5. Lane Striping where separating traffic moving in the same direction: White 6. Handicap Symbols: Blue or per local code 7. Parking Stall Striping: Yellow, unless otherwise noted on Construction Drawings 8. Associate Parking Area: White, unless otherwise noted on Construction Drawings END OF SECTION 02584 Cl 02584-2 L 6 PARTI GENERAL 1.01 SECTION INCLUDES SECTION 02605 SEWER STRUCTURES A. Monolithic concrete manhole barrel with either monolithic concrete or masonry transition to lid frame. B. Modular precast concrete manhole barrel with tongue -and -groove joints with either precast concrete or masonry transition to lid frame. C. Masonry manhole barrel with masonry transition to lid frame. D. Precast polyethylene manhole assemblies. E. Preparation and installation of lid frame, covers, anchorage, and accessories. 1.02 RELATED SECTIONS A. Section 02222 - Excavation, Backfill, and Compaction for Utilities B. Section 02720 - Storm Sewer Systems C. Section 02730 - Sanitary Sewer Systems alD. Section 03300 - Cast -In -Place Concrete E. Construction Drawings 1.03 REFERENCE STANDARDS A. American Society for Testing and Materials (ASTM) latest edition 1. A 48 Gray Iron Castings 2. C 55 Concrete Building Brick 3. C 478 Precast Reinforced Concrete Manhole Sections 4. C 923 Resilient Connectors Between Reinforced Concrete Manhole Structures and Pipes 5. D 1248 Polyethylene Plastics Molding and Extrusion Materials B. International Masonry Industry All -Weather Council (IMIAC) latest edition 1. Recommended Practices and Guide Specification for Cold Weather Masonry Construction 1.04 SUBMITTALS • A. Shop Drawings: Indicate reference to Construction Drawings of manhole locations, elevations, piping with sizes, locations, and elevations of penetrations. B. Product Data: Provide data for manhole covers, manhole steps, component construction, features, configuration, and dimensions. 02605-1 • "ART2 PRODUCTS .01 MATERIALS A. Manhole Barrel: Nonreinforced cast -in -place concrete in accordance with Section 03300. 1. Cast -In -Place Manholes: 3500 psi concrete. 2. Forms: Steel sheets accurately shaped and fabricated of sufficient strength to form dense watertight walls to true dimensions. 3. Deposit concrete in evenly distributed layers of about 18 inches, with each layer vibrated to bond to preceding layer. Manhole Barrel: Reinforced precast concrete in accordance with ASTM C 478 with gaskets in accordance with ASTM C 923. 1. Construct manholes of precast concrete sections as required by Construction Drawings to size, shape, and depth indicated, but never less than 4'-0" inside diameter. C. Concrete Brick Units: ASTM C 55, Grade N Type I -moisture controlled, normal weight, of same grade, type and weight as block units, nominal modular size of 3 5/8 -inches x 7 5/8 -inches x 2 1/4 -inches D. Manhole Barrel: Precast polyethylene in accordance with ASTM D 1248. Manholes shall be manufactured with factory -molded steps. Nominal cylinder internal diameter shall be 48 -inches and shall be designed to accept concrete filled polyethylene manhole lids and standard cast iron frames with lid or grate. Manholes shall have compressive strength which meets ASTM D 2412 standards. Acceptable Manufacturers: Advanced Drainage Systems (ADS) or approved equal. E. Mortar and Grout: Mortar for finishing and sealing shall be Class "Cu. Honeycombing less than 2 -inches deep shall be repaired using Class "D" mortar. 6 F. Brick Transition Reinforcement: Formed steel 8 gauge wire with galvanized finish. 2.02 COMPONENTS A. Lid and Frame: ASTM A 48, Class 30B heavy duty cast Iron construction, machined flat bearing surface, removable lid, dosed or open as indicated on Construction Drawings, sealing gasket manufactured by Neenah Foundry Company or approved equal. B. Manhole Steps: Neenah Foundry Company catalog No. R -1982-F for precast or catalog No. R-1980-0 for brick/cast-in-place manholes or M.A. Industries PS -1 or approved equal. C. Base Pad: Cast -in -place concrete as specified in Section 03300. 2.03 CONFIGURATION A. Barrel Construction: Concentric with eccentric cone top section. B. Shape: Cylindrical C. Clear Inside Dimensions: 48 -inches diameter or as indicated on Construction Drawings. D. Design Depth: As indicated on Construction Drawings. E. Clear Lid Opening: 22 -inches minimum F. Pipe Entry: Provide openings as indicated on Construction Drawings • 02605-2 0 • 'ART2 PRODUCTS MATERIALS A. Manhole Barrel: Nonreinforced cast -in -place concrete in accordance with Section 03300. 1. Cast -In -Place Manholes: 3500 psi concrete. 2. Forms: Steel sheets accurately shaped and fabricated of sufficient strength to form dense watertight walls to true dimensions. 3. Deposit concrete in evenly distributed layers of about 18 inches, with each layer vibrated to bond to preceding layer. B. Manhole Barrel: Reinforced precast concrete in accordance with ASTM C 478 with gaskets in accordance with ASTM C 923. 1. Construct manholes of precast concrete sections as required by Construction Drawings to size, shape, and depth indicated, but never less than 4'-0" inside diameter. C. Concrete Brick Units: ASTM C 55, Grade N Type I -moisture controlled, normal weight, of same grade, type and weight as block units, nominal modular size of 3 5/8 -inches x 7 5/8 -inches x 2 1/4 -inches D. Manhole Barrel: Precast polyethylene in accordance with ASTM D 1248. Manholes shall be manufactured with factory -molded steps. Nominal cylinder Internal diameter shall be 48 -inches and shall be designed to accept concrete filled polyethylene manhole lids and standard cast iron frames with lid or grate. Manholes shall have compressive strength which meets ASTM D 2412 standards. Acceptable Manufacturers: Advanced Drainage Systems (ADS) or approved equal. E. Mortar and Grout: Mortar for finishing and sealing shall be Class "C". Honeycombing less than 2 -inches deep shall be repaired using Class "D" mortar. F. Brick Transition Reinforcement: Formed steel 8 gauge wire with galvanized finish. 2.02 COMPONENTS A. Lid and Frame: ASTM A 48, Class 30B heavy duty cast iron construction, machined flat bearing surface, removable lid, closed or open as indicated on Construction Drawings, sealing gasket manufactured by Neenah Foundry Company or approved equal. Manhole Steps: Neenah Foundry Company catalog No. R -1982-F for precast or catalog No. R-1980-0 for brick/cast-in-place manholes or M.A. Industries PS -1 or approved equal. C. Base Pad: Cast -in -place concrete as specified in Section 03300. 2.03 CONFIGURATION A. Barrel Construction: Concentric with eccentric cone top section. B. Shape: Cylindrical C. Clear Inside Dimensions: 48 -inches diameter or as indicated on Construction Drawings. D. Design Depth: As indicated on Construction Drawings. E. Clear Lid Opening: 22 -inches minimum F. Pipe Entry: Provide openings as indicated on Construction Drawings S 02605-2 C. Strip topsoil from areas that are to be filled, excavated, landscaped, or re -graded to such depth that it • prevents intermingling with underlying subsoil or questionable material. D. Stockpile topsoil in storage piles in areas shown on Construction Drawings or where directed by Owner. Construct storage piles to freely drain surface water. Cover storage piles as required to prevent windblown dust. Dispose of unsuitable topsoil as specified for waste material, unless otherwise specified by Owner. Excess topsoil shall be removed from site by Contractor unless specifically noted otherwise on Construction Drawings. END OF SECTION 02100 6 I 02100-3 SECTION 02200 EARTHWORK PART I GENERAL 1.01 SECTION INCLUDES A. Protection, modification, or installation of utilities as sitework progresses with particular attention to grade changes and necessary staging or phasing of work. B. Cutting, filling, and grading to required lines, dimensions, contours, and elevations for proposed improvements. C. Scarifying, compacting, drying, dewatering and removal of unsuitable material to ensure proper preparation of areas for fills or proposed improvements. 1.02 RELATED SECTIONS A. Section 02050 - Demolition B. Section 02100 - Site Preparation C. Section 02221 - Excavation, Backfill, and Compaction for Structures D. Section 02222 - Excavation, Backfill, and Compaction for Utilities E. Section 02223 - Excavation, Backfill, and Compaction for Pavement F. Section 02224 - Excavation, Backfill, and Compaction for Out Parcels G. Section 02227 - Aggregate Materials H. Section 02229 - Rock Removal Section 02245 - Soil Stabilization J. Section 02270 - Slope Protection and Erosion Control K. Construction Drawings 1.03 REFERENCE STANDARDS A. American Society for Testing and Materials (ASTM) latest edition 1. D 698 Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3 (600 kN.m/m3)) 2. D 1556 Density and Unit Weight of Soil In Place by the Sand -Cone Method 3. D 1557 Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 Kn.m/m3)) 4. D 2167 Density and Unit Weight of Soil In Place by the Rubber Balloon Method 5. D 2216 Laboratory Determination of Water (Moisture) Content of Soil, Rock, and Soil -Aggregate Mixtures • 6. D 2487 Classification of Soils for Engineering Purposes 7. D 2922 Density of Soil and Soil -Aggregate In Place by Nuclear Methods (Shallow Depth) 8. D 3017 Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth) 02200-1 • 9. - D 4318 Liquid Limit, Plastic Limit, and Plasticity Index of Soils B. American Association of State Highway and Transportation Officials (AASHTO) latest edition 1. T 88 Particle Size Analysis of Soils 1.04 QUALITY ASSURANCE A. An independent testing laboratory, selected and paid by Owner, will be retained to perform construction testing on site. 1. The independent testing laboratory shall prepare test reports that indicate test location, elevation data, and test results. Owner, Civil Engineering Consultant, and Contractor shall be provided with copies of reports within 96 hours of time that test was performed. In event that test performed fails to meet Specifications, Owner and Contractor shall be notified immediately by the independent testing laboratory. 2. Costs related to retesting due to failures shall be paid for by Contractor at no additional expense to Owner. Contractor shall provide free access to site for testing activities. 1.05 SUBMITTALS A. Submit 100 -pound sample of each type of off -site fill material that is to be used at the site in air tight container(s) for the independent testing laboratory or submit gradation and certification of aggregate material that is to be used at the site to the independent testing laboratory for review. B. Submit name of each material supplier and specific type and source of each material. Change in source throughout project requires approval of Owner. C. If fabrics or geogrids are to be used, design shall be submitted for approval to Owner. 40 D. Submit Dewatering Plans upon request by Owner. PART2 PRODUCTS 2.01 MATERIALS A. Excavated and re -used material for subsoil fill as specified herein. B. Aggregate fill as specified in Section 02227. C. Imported fill material approved by Owner and specified herein. D. Topsoil fill as specified in Section 02100. E. Acceptable stabilization fabrics and geogrids as specified in Section 02245. F. Filter and drainage fabrics as specified in Section 02270. 2.02 EQUIPMENT A. Transport off -site materials to project using well maintained and operating vehicles. Once on site, transporting vehicles shall stay on designated haul roads and shall at no time endanger improvements by rutting, overloading, or pumping. 2.03 SOURCE QUALITY CONTROL • A. In areas to receive pavement, California Bearing Ratio (CBR) or Limerock Bearing Ratio (LBR) test shall be performed for each type of material that is imported from off -site. 02200-2 B. Following tests shall be performed as part of construction testing requirements on each type of on -site or imported soil material used as compacted fill: 1. Moisture and Density Relationship: ASTM D 698 (or ASTM D 1557) 2. Mechanical Analysis: AASHTO T 88 3. Plasticity Index: ASTM D 4318 PART 3 EXECUTION 3.01 PREPARATION A. Identify required lines, levels, contours, and datum. B. Locate and identify existing utilities that are to remain and protect from damage. C. Notify utility companies to remove or relocate utilities that are in conflict with proposed improvements. D. Protect plant life, lawns, fences, existing structures, sidewalks, paving, and curbs from excavating equipment and vehicular traffic. E. Protect benchmarks, property comers, and other survey monuments from damage or displacement. If marker needs to be removed it shall be referenced by licensed land surveyor and replaced, as necessary, by same. F. Remove from site, material encountered in grading operations that, in opinion of Owner, is unsuitable or undesirable for backfilling, subgrade, or foundation purposes. Dispose of in manner satisfactory to Owner. Backfill areas with layers of suitable material and compact as specified herein. G. Prior to placing fill in low areas, such as previously existing creeks, ponds, or lakes, perform following procedures: 1. Drain water out by gravity with ditch having flow line lower than lowest elevation in low area. If drainage cannot be performed by gravity ditch, use adequate pump to obtain the same results. 2. After drainage of low area is complete, remove mulch, mud, debris, and other unsuitable material by using acceptable equipment and methods that will keep natural soils underlying low area dry and undisturbed. 3. If proposed for fill, muck, mud, and other materials removed from low areas shall be dried on -site by spreading in thin layers for observation by Owner. Material shall be inspected and, if found to be suitable for use as fill material, shall be incorporated into lowest elevation of site filling operation, but not under building subgrade or within 10'-0" of perimeter of building subgrade or paving subgrade. If, after observation by Owner, material is found to be unsuitable, unsuitable material shall be removed from site. H. Dewatering: 1. General: a. Design and provide dewatering system using accepted and professional methods consistent with current industry practice to eliminate water entering the excavation under hydrostatic head from the bottom and/or sides. Design system to prevent differential hydrostatic head which would result in floating out soil particles in a manner termed as a "quick" or "boiling" condition. System shall not be dependent solely upon sumps and/or pumping water from within the excavation where differential head would result in a quick condition, which would continue to worsen the integrity of the excavation's stability. b. Provide dewatering system of sufficient size and capacity to prevent ground and surface water flow into the excavation and to allow all Work to be installed in a dry condition. c. Control, by acceptable means, all water regardless of source and be fully responsible for disposal of the water. 02200-3 d. Confine discharge piping and/or ditches to available easement or to additional easement obtained by Contractor. Provide necessary permits and/or additional easement at no additional cost to Owner. e. Control groundwater in a manner that preserves strength of foundation soils, does not cause instability or raveling of excavation slopes, and does not result in damage to existing structures. Where necessary to these purposes, lower water level in advance of excavation, utilizing wells, wellpoints, jet educators, or similar positive methods. The water level as measured by piezometers shall be maintained a minimum of 3 feet below prevailing excavation level. f. Commence dewatering prior to any appearance of water in excavation and continue until Work is complete to the extent that no damage results from hydrostatic pressure, flotation, or other causes. g. Open pumping with sumps and ditches shall be allowed, provided it does not result in boils, loss of fines, softening of the ground, or instability of slopes. h. Install wells and/or wellpoints, if required, with suitable screens and filters, so that continuous pumping of fines does not occur. Arrange discharge to facilitate collection of samples by the Owner. During normal pumping, and upon development of well(s), levels of fine sand or silt in the discharge water shall not exceed 5 ppm. Install sand tester on discharge of each pump during testing to verify that levels are not exceeded. i. Control grading around excavations to prevent surface water from flowing into excavation areas. j. No additional payment will be made for any supplemental measures to control seepage, groundwater, or artesian head. 2. Design: a. Contractor shall designate and obtain the services of a qualified dewatering specialist to provide dewatering plan as may be necessary to complete the Work. b. Contractor shall be responsible for the accuracy of the drawings, design data, and • operational records required. c. Contractor shall be solely responsible for the design, installation, operation, maintenance, and any failure of any component of the system. 3. Damages: a. Contractor shall be responsible for and shall repair without cost to the Owner any damage to work in place, or other contractor's equipment, utilities, residences, highways, roads, railroads, private and municipal well systems, adjacent structures, natural resources, habitat, existing wells, and the excavation, including, damage to the bottom due to heave and including but not limited to, removal and pumping out of the excavated area that may result from Contractor's negligence, Inadequate or improper design and operation of the dewatering system, and any mechanical or electrical failure of the dewatering system. b. Remove subgrade materials rendered unsuitable by excessive wetting and replace with approved backfill material at no additional cost to the Owner. 4. Maintaining Excavation in Dewatering Condition: a. Dewatering shall be a continuous operation. Interruptions due to power outages, or any other reason will not be permitted. b. Continuously maintain excavation in a dry condition with positive dewatering methods during preparation of subgrade, installation of pipe, and construction of structures until the critical period of construction and/or backfill is completed to prevent damage of subgrade support, piping, structure, side slopes, or adjacent facilities from flotation or other hydrostatic pressure imbalance. c. Provide standby equipment on site, installed, wired, and available for immediate operation if required to maintain dewatering on a continuous basis in the event any part of the system becomes inadequate or fails. If dewatering requirements are not satisfied due to inadequacy or failure of dewatering system, perform such work as may be required to restore damaged structures and foundation soils at no additional cost to Owner. 02200-4 d. System maintenance shall include but not be limited to 24 -hour supervision by personnel skilled in the operation, maintenance, and replacement of system components, and any other work required to maintain excavation in dewatered condition. 5. System Removal: a. Remove dewatering equipment from the site, including related temporary electrical service. b. Wells shall be removed or cut off a minimum of 3 feet below final ground surface, capped, and abandoned in accordance with regulations by agencies having jurisdiction. 3.02 EXCAVATION FOR FILLING AND GRADING A. Classification of Excavation: by submitting bid, Contractor acknowledges that site has been investigated to determine type, quantity, quality, and character of excavation work to be performed. Excavation shall be considered unclassified excavation, except as indicated in the Contract Documents. B. When performing grading operations during periods of wet weather, provide adequate dewatering, drainage and ground water management to control moisture of soils. C. Shore, brace, and drain excavations as necessary to maintain excavation as safe, secure, and free of water at all times. D. Excavated material containing rock or stone greater than 6 -inches in largest dimension is unacceptable as fill within proposed building subgrade and paving subgrade. E. Rock or stone less than 6 -inches in largest dimension is acceptable as fill to within 24 -inches of surface of proposed subgrade when mixed with suitable material. F. Rock or stone less than 2 -inches in largest dimension and mixed with suitable material is acceptable as fill within the upper 24 -inches of proposed subgrade. 3.03 FILLING AND SUBGRADE PREPARATION A. Fill areas to contours and elevations shown on Construction Drawings with unfrozen materials. B. Place fill in continuous lifts specified herein. C. Refer to Section 02221 for filling requirements for structures. D. Refer to Section 02222 for filling requirements for utilities. E. Refer to Section 02223 for filling requirements for pavements. F. Refer to Section 02224 for filling requirements for out parcels. G. Refer to Section 02245 for soil stabilization using lime, cement, fly ash, and geotextile fabrics. H. Refer to Section 02229 for rock excavation. I. Areas exposed by excavation or stripping and on which subgrade preparations are to be performed shall be scarified to minimum depth of 8 -inches and compacted to minimum of 95 percent of maximumdensity, in accordance with ASTM D 698 (or 92 percent of maximumdensity, in accordance with ASTM D 1557) at moisture content of not less than 1 percent below and not more than 3 percent above optimum moisture content. These areas shall then be proofrolled to detect areas of insufficient compaction. Proofrolling shall be accomplished by making minimum of 2 complete passes with fully -loaded tandem -axle dump truck, or approved equal, in each of 2 perpendicular directions while under the supervision and direction of the independent testing laboratory. Areas of failure shall be excavated and recompacted as specified 02200-5 herein. Continual failure areas shall be stabilized in accordance with Section 02245 at no additional cost to Owner. J. Fill materials used in preparation of subgrade in all areas other than structures, utilities, pavements, or out parcels (see related sections for backfilling within these areas) shall be placed in lifts or layers not to exceed 8 -inches loose measure and compacted to 95 percent of maximumdensity, in accordance with ASTM D 698, (or 92 percent of the maximumdensity, in accordance with ASTM D 1557) at moisture content of not less than 1 percent below and not more than 3 percent above optimum moisture content. K. Material imported from off -site shall have CBR or LBR value equal to or above pavement design subgrade CBR or LBR value indicated on Construction Drawings. 3.04 MAINTENANCE OF SUBGRADE A. Verify finished subgrades to ensure proper elevation and conditions for construction above subgrade. B. Protect subgrade from excessive wheel loading during construction, Including concrete trucks, dump trucks, and other construction equipment. C. Remove areas of finished subgrade found to have insufficient compaction density to depth necessary and replace in manner that will comply with compaction requirements by use of material equal to or better than best subgrade material on site. Surface of subgrade after compaction shall be hard, uniform, smooth, stable, and true to grade and cross-section. 3.05 BORROW AND SPOIL SITES A. Contractor shall be responsible for compliance with NPDES and local erosion control permitting requirements for any and all on -site and off -site, disturbed spoil and borrow areas. Upon completion of spoil and/or borrow operations, clean up spoil and/or borrow areas in a neat and reasonable manner to the satisfaction of off -site property owner, if applicable, Owner, and Civil Engineering Consultant. 3.06 RIP -RAP A. Place rip -rap in areas where indicated on Construction Drawings. Stone for rip -rap shall consist of field stone or rough unhewn quarry stone as nearly uniform in section as is practical. Stones shall be dense, resistant to action of air and water, and suitable for purpose intended. Unless otherwise specified, stones used as rip -rap shall weigh between 50 -pounds and 150 -pounds each, and at least 60 percent of stones shall weigh more than 100 -pounds each. Dress slopes and other areas to be protected to line and grade shown on Construction Drawings prior to placing of rip -rap. Undercut areas to receive rip -rap to elevation equal to final elevation less average diameter of stones before placing rip -rap. C. • Install filter fabric and bedding stone prior to placement of stones if so indicated on Construction Drawings. Bedding stone shall be quarried and crushed angular limestone, 6 -inches in depth in accordance with Section 02227 and with the following gradation: Sieve Designation % By Weight Passing Square Mesh Sieves 3" 100 No. 4 20-65 No. 200 0-10 Filter fabric shall be as specified in Section 02270 and as detailed on Construction Drawings. 02200-6 D. Place stones so that greater portion of weight is carried by earth and not by adjacent stones. Place stones in single layer with dose joints. Upright areas of stone shall make angle of approximately 90 degree with embankment slope. Place courses from bottom of embankment upward, with larger stones being placed in lower courses. Fill open joints with spalls. Embed stones In embankment as necessary to present uniform top surface such that variation between tops of adjacent stones shall not exceed 3 - inches. 3.07 FINISH GRADING A. Grade areas where finish grade elevations or contours are indicated on Construction Drawings, other than paved areas and buildings, including excavated areas, filled and transition areas, and landscaped areas. Graded areas shall be uniform and smooth, free from rock, debris, or irregular surface changes. Finished subgrade surface shall not be more than 0.10 -feet above or below established finished subgrade elevation. Ground surfaces shall vary uniformly between indicated elevations. Grade finished ditches to allow for proper drainage without ponding and in manner that will minimize erosion potential. For topsoil, sodding and seeding requirements, refer to Section 02900. B. Correct settled and eroded areas within 1 year after date of completion at no additional expense to Owner. Bring grades to proper elevation. Replant or replace grass, shrubs, bushes, or other vegetation that appears dead, dying, or disturbed by construction activities. Refer to Section 02270 for slope protection and erosion control. 3.08 FIELD QUALITY CONTROL A. Field density tests for in -place materials shall be performed as part of construction testing requirements according to one of following standards: 1. Sand -Cone Method: ASTM D 1556 2. Balloon Method: ASTM D 2167 3. Nuclear Method: ASTM D 2922 (Method B -Direct Transmission) Perform density test as follows 1. Building Subgrade Areas, Including 10'-0" Outside of Exterior Building Lines: In cut areas, not less than 1 compaction test for every 2,500 sq. ft. In fill areas, same rate of testing for each 8 - inch lift, measured loose. 2. Areas of Construction Exclusive of Building Subgrade Areas: In cut areas, not less than 1 compaction test for every 10,000 sq. ft. In fill areas, same rate of testing for each 8 -inch lift, measured loose. C. Corrective measures for non -complying compaction: 1. Remove and recompact deficient areas until proper compaction is obtained at no additional expense to Owner. END OF SECTION 02200 02200-7 C1 • SECTION 02221 EXCAVATION, BACKFILL, AND COMPACTION FOR PARTI GENERAL 1.01 SECTION INCLUDES A. Excavation to line, grade, and configuration as shown on Construction Drawings for proposed structures and future expansion areas. B. Fill to line, grade, and configuration as shown on Construction Drawings for proposed structures and future expansion areas. C. Compacting for materials in acceptable manner as specified herein. 1.02 RELATED SECTIONS A. Section 02200 - Earthwork B. Section 02227 - Aggregate Material C. Section 02229 - Rock Removal D. Section 02245 - Soil Stabilization E. Construction drawings 1.03 REFERENCE STANDARDS A. See Section 02200 1.04 QUALITY ASSURANCE A. An independent testing laboratory, selected and paid by Owner, will be retained to perform construction testing on filling operations and subgrade analysis as specified in Section 02200 and as specified herein. 1.05 SUBMITTALS A. Shop drawings or details pertaining to excavating and filling for structures are not required unless otherwise shown on Construction Drawings or if contrary procedures to Contract Documents are proposed. B. Submit 100 -pound sample of each type of off -site fill material that is to be used in backfilling in air -tight container(s) to the independent testing laboratory or submit gradation and certification of aggregate material that is to be used at the site to the independent testing laboratory for review. PART 2 PRODUCTS 2.01 MATERIALS A. Fill material from on -site as specified in Section 02200 and approved by Owner. • B. Fill material from off -site as specified in Section 02200 and approved by Owner. 02221-1 2.02 EQUIPMENT A. Transport off -site materials to the project using well maintained and operating vehicles. Once on site, transporting vehicles shall stay on designated haul roads and shall at no time endanger improvements by rutting, overloading, or pumping. PART 3 EXECUTION 3.01 PREPARATION A. Identify lines, elevations, and grades necessary to construct building subgrades as shown on Construction Drawings. B. Protect benchmarks, property corners, and other survey monuments from damage or displacement. If marker needs to be removed it shall be referenced by licensed land surveyor and replaced, as necessary, by same. C. Locate and identify utilities that have previously been installed and protect from damage. D. Locate and identify existing utilities that are to remain and protect from damage. E. Overexcavate and properly prepare areas of subgrade that are not capable of supporting proposed structures. Stabilized these areas by using acceptable geotextile fabrics or aggregate materials placed and compacted as specified in Section 02245. 3.02 EXCAVATION A. Excavate building areas to line and grade as shown on Construction Drawings being careful not to overexcavate beyond elevations needed for building subgrades. B. Place suitable excavated material into project fill areas as specified in Section 02200. C. Unsuitable excavated material is to be disposed of in manner and location that is acceptable to Owner and local governing agencies. D. Perform excavation using capable, well maintained equipment and methods acceptable to Owner and local governing agencies. 3.03 FILLING AND SUBGRADE PREPARATION A. Building area subgrade pad shall be that portion of site directly beneath and 10 -feet beyond building and appurtenances, Including limits of future building expansion areas as shown on Construction Drawings. B. Prepare building area subgrade pad in strict accordance with "Foundation Subsurface Preparation" as shown on the Construction Drawings and/or the architectural -structural drawings, whichever is more stringent. Rock larger than 6 -in, shall not be part of building subgrade fill. C. Areas exposed by excavation or stripping and on which building subgrade preparations are to be performed shall be scarified to a minimum depth of 8 -inches and compacted to minimum of 95 percent of optimum density, in accordance with ASTM D 698, (or 92 percent of optimum density, in accordance with ASTM D 1557) at moisture content of not less than 1 percent below and not more than 3 percent above optimum moisture content. Proofroll these areas to detect areas of insufficient compaction. Accomplish 02221-2 proofrolling by making a minimum of 2 complete passes with a fully -loaded tandem -axle dump truck, or approved equal in each of 2 perpendicular directions while under supervision and direction of the independent testing laboratory. Excavate and recompact areas of failure as specified herein. Continual failure areas shall be stabilized in accordance with Section 02245 at no additional cost to Owner. D. Place fill materials used in preparation of subgrade in lifts or layers not to exceed 8 -inches loose measure and compacted to a minimum density of 95 percent of optimum density, in accordance with ASTM D 698 (or 92 percent of optimum density, in accordance with ASTM D 1557) at moisture content of not less than 1 percent below and not more than 3 percent above optimum moisture content. Unless specifically stated otherwise in "Foundation Subsurface Preparation" on Construction Drawings, following table stipulates maximum allowable values for plasticity index (PI) and liquid limit (LL) of suitable materials to be used as fill in specified areas: Location PI LL 'Building area, below upper four feet 20 50 'Building area, upper four feet 12 40 ('References to depth are to proposed subgrade elevations) 3.04 COMPACTION A. Maintain optimum moisture content as specified above of fill materials to attain required compaction density. B. Test materials in accordance with Section 02200. C. Corrective measures for non -complying compaction: Remove and recompact deficient areas until proper compaction is obtained at no additional expense to Owner. 3.05 MAINTENANCE OF SUBGRADE A. Verify finished subgrades to ensure proper elevation and conditions for construction above subgrade. Protect subgrade from excessive wheel loading during construction, including concrete trucks, dump trucks, and other construction equipment. C. Remove areas of finished subgrade found to have insufficient compaction density to depth necessary and replace In manner that will comply with compaction requirements by use of materials equal to or better than best subgrade material on site. Surface of subgrade after compaction shall be hard, uniform, smooth, stable, and true to grade and cross-section. 3.06 FINISH GRADING A. Finish grading shall be in accordance with Section 02200 and as more specifically specified herein. B. Check grading of building subgrades by string line from grade stakes (blue tops) set at not more than 50 - foot centers. Tolerance of 0.10 -feet, more or less, will be permitted. Engineer to provide engineering and field staking necessary for verification of lines, grades, and elevations. END OF SECTION 02221 • 02221-3 SECTION 02222 EXCAVATION, BACKFILL, AND COMPACTION FOR UTILITIES PARTI GENERAL 1.01 SECTION INCLUDES A. Excavation of trenches for installation of utilities. B. Backfilling trenches with bedding material as specified and filling trenches with suitable material to proposed subgrade. C. Compacting backfill materials in acceptable manner. D. Borings and casings under roads. 1.02 RELATED SECTIONS A. Section 02050 - Demolition B. Section 02200 - Earthwork C. Section 02227 - Aggregate Materials D. Section 02229 - Rock Removal E. Section 02245 - Soil Stabilization F. Section 02605 - Sewer Structures I. Section 02720 - Storm Sewer Systems J. Section 02730 - Sanitary Sewer Systems 1.03 REFERENCE STANDARDS A. American Society for Testing and Materials (ASTM) latest edition 1. D 2321 Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity -Flow Applications B. American Association of State Highway and Transportation Officials (AASHTO) latest edition 1. T 180 Moisture -Density Relations of Soils Using a 10 pounds (4.54 kg) Rammer and an 18 -inch (457 mm) Drop C. National Fire Protection Association (NFPA) latest edition 1. Chapter 70 National Electric Code D. American Water Works Association (AWWA) latest edition 1. C200 Steel Water Pipe -6 In. (150 mm) and Larger • 2. C206 Field Welding of Steel Water Pipe 02222-1 E. American Welding Society (AWS) latest edition F. National Electric Code (NEC) latest edition 1. 300-5 2. 710-36 G. Additional references per Section 2200 1.04 QUALITY ASSURANCE A. An independent testing laboratory will perform testing at intervals not exceeding 200 -feet of trench for first and every other 8 -inch lift of compacted trench backfill and furnish copies of results as specified herein. 1.05 SUBMITTALS A. Shop drawings or details pertaining to site utilities are not required unless required by regulatory authorities or unless use of materials, methods, equipment, or procedures that are contrary to Construction Drawings or Specifications are proposed. Do not perform work until required shop drawings have been accepted by Owner. B. Contact utility companies and determine if additional easements will be required to complete project. Provide written confirmation of the status of all easements to Owner at time of Preconstruction Conference or no later than 90 days prior to project possession date. C. Submit 100 -pound sample of each type of off -site fill material that is to be used in backfilling in air -tight container(s) to the independent testing laboratory or submit gradation and certification of aggregate material that Is to be used at the site to the independent testing laboratory for review. 1.06 PROJECT RECORD DOCUMENTS A. Accurately record actual locations of subsurface utilities, structures, and obstructions encountered. PART2 PRODUCTS 2.01 MATERIALS A. Bedding Material: Class I granular material in accordance with ASTM D 2321 which is free from clay lumps, organic, or other deleterious material. B. Haunching Material: Class I or II granular material in accordance with ASTM D 2321 which is free from clay lumps, organic, or other deleterious material. C. Backfill material from the site as specified in Section 02200 and approved by Owner. D. Backfill material from off -site as specified in Section 02200 and approved by Owner. E. Steel Casing Pipe: Comply with AWWA C200 minimum grade B, size, and wall thickness as indicated on Construction Drawings. S 02222-2 L F. Backfill material shall not contain rock or stone with a maximum size greater than 2 2.02 EQUIPMENT A. Transport off -site materials to project using well maintained and operating vehicles. Once on site, transporting vehicles shall stay on designated haul roads and shall at no time endanger improvements by rutting, overloading, or pumping. PART 3 EXECUTION 3.01 PREPARATION A. Set lines, elevations, and grades for proposed systems. B. Protect benchmarks, property corners, and other survey monuments from damage or displacement. If marker needs to be removed it shall be referenced by licensed land surveyor and replaced, as necessary, by same. C. Maintain in operating condition existing utilities, previously installed utilities, and drainage systems encountered in utility installation. Repair surface or subsurface improvements shown on Construction Drawings. D. Verify location, size, elevation, and other pertinent data required to make connections to existing utilities and drainage systems as indicated on Construction Drawings. E. Overexcavate and properly prepare areas of subgrade that are not capable of supporting proposed systems. Stabilize these areas by using acceptable geotextile fabrics or additional bedding material placed and compacted as specified In Section 02245. F. Provide dewatering systems as required for utility excavations. Dewatering systems shall comply with requirements of Section 02200. 3.02 EXCAVATION A. Contract local utility companies before excavation begins. Dig trench at proper width and depth for laying pipe, conduit, or cable. Cut trench banks vertical, if possible, and remove stones from bottom of trench as necessary to avoid point -bearing. Overexcavate wet or unstable soil, if encountered, from trench bottom as necessary to provide suitable base for continuous and uniform bedding. B. Trench excavation side walls shall be sloped, shored, sheeted, braced, or otherwise supported by means of sufficient strength to protect workmen in accordance with applicable rules and regulations established for construction by the Department of Labor, Occupational Safety and Health Administration (OSHA), and by local ordinances. Lateral travel distance to exit ladder or steps shall not be greater than 25 -feet in trenches 4 -feet or deeper. C. Perform excavation as indicated on Construction Drawings for specified depths. During excavation, stockpile materials suitable for backfilling in orderly manner far enough from bank of trench to avoid overloading, slides, or cave-ins. D. Remove excavated materials not required or not suitable for backfill or embankments and waste off -site or at on -site locations approved by the Owner and in accordance with 02222-3 governing regulations. Dispose of structures discovered during excavation as specified in Section 02050. E. Prevent surface water from flowing into trenches or other excavations by temporary grading or other methods, as required. Remove accumulated water in trenches or other excavations as specified in Section 02200. F. Open cut excavation with trenching machine or backhoe. Where machines other than ladder or wheel -type trenching machines are used, do not use clods for backfill. Dispose of unsuitable material and provide other suitable material at no additional cost to Owner. G. Accurately grade trench bottom to provide uniform bearing and support for each section of pipe on bedding material at every point along entire length, except where necessary to excavate for bell holes, proper sealing of pipe joints, or other required connections. Dig bell holes and depressions for joints after trench bottom has been graded. Dig no deeper, longer, or wider than needed to make joint connection properly. H. Trench width below top of pipe shall not be less than 12 -inches or more than 18 -inches wider than outside surface of pipe or conduit that is to be installed to designated elevations and grades. Other trench width for pipe, conduit, or cable shall be least practical width that will allow for proper compaction of trench backfill. Trench depth requirements measured from finished grade or paved surface shall meet the following requirements or applicable codes and ordinances, whichever is more stringent: 1. Water Mains: 30 -Inches to top of pipe barrel or 6 -inches below frost line, established by local building official, whichever is deeper. 2. Sanitary Sewer: Elevations and grades as indicated on Construction Drawings. 3. Storm Sewer: Elevations and grades as indicated on Construction Drawings. 4. Electrical Conduits: 24 -inches minimum to top of conduit or as required by NEC 300-5, NEC 710-36 codes, or local utility company requirements, whichever is deeper. 5. N Conduits: 18 -inches minimum to top of conduit or as required by local utility company, whichever is deeper. 6. Telephone Conduits: 18 -inches minimum to top of conduit, or as required by local utility company, whichever is deeper. 7. Gas Mains and Service: 30 -inches minimum to top of pipe, or as required by local utility company, whichever is deeper. 3.03 PIPE BEDDING A. Accurately cut trenches for pipe or conduit that is to be installed to designated elevations, 4 -inches below bottom of pipe and to the width as specified herein. Place 4 -inches of bedding material, compact in bottom of trench, and accurately shape to conform to lower portion of pipe barrel. B. Place geotextile fabric as specified on Construction Drawings and in accordance with Section 02245. 3.04 BACKFILLING A. Criteria: Do not backfill trenches until required tests are performed and utility systems comply with and are accepted by applicable governing authorities. Backfill trenches as specified in Sections 02200 and one or more of the following sections, as applicable: • 02221 for trenches below structures; 02223 for trenches below pavements; or 02224 for trenches on out parcels. If improperly backfilled, reopen to depth required to obtain 02222-4 L proper compaction. Backfill and compact, as specified herein, to properly correct the condition in an acceptable manner. B. Backfilling: After pipe or conduit has been installed, bedded, and tested as required, backfill trench or structure excavation with specified material placed as given in the Construction Documents. C. Backfill trenches to contours and elevations shown on Construction Drawings with unfrozen materials. D. Systematically backfill to allow maximum time for natural settlement. Do not backfill over porous, wet, frozen, or spongy subgrade surfaces. 3.05 COMPACTION A. Exercise proper caution when compacting immediately over top of pipes or conduits. Water jetting or flooding is not permitted as method of compaction. B. Maintain optimum moisture content of fill materials as specified in Section 02200 to attain required compaction density. C. Materials used for backfill shall comply with requirements of ASTM D 2321 and as specified herein. 3.06 BORINGS AND CASINGS UNDER ROADS, HIGHWAYS, AND RAILROAD CROSSINGS A. When indicated by Construction Drawings, street, road, highway, or railroad crossings for utility mains installed by jacking and boring method shall be in accordance with area specifications and governing authorities. B. Excavation of approach pits and trenches within right-of-way of street, road, highway, or railroad shall be of sufficient distance from paving or railroad tracks to permit traffic to pass without interference. Tamp backfill for approach pits and trenches within right-of-way in layers not greater than 6 -inches thick for entire length and depth of trench or pit. Compact backfill to 95 percent of maximum density obtained at optimum moisture as determined by AASHTO T 180. Mechanical tampers may be used after cover of 6 -in. has been obtained over top of barrel of pipe. C. Accomplish boring operation using commercial type boring rig. Bore hole to proper alignment and grade and within 2 -inches of same diameter as largest outside joint diameter of pipe installed. Install pipe in hole immediately after bore has been made and in no instance shall hole be left unattended while open. D. In event subsurface operations result in failure or damage to pavement or railroad tracks within 1 year of construction, make necessary repairs to pavement or railroad tracks at no additional cost to Owner. If paving cracks on either side of pipe line or is otherwise disturbed or broken due to construction operations, repair or replace disturbed or broken area at no additional cost to Owner. E. Clean, prime, and line interior and exterior of casing pipe with two coats of asphalt in accordance with area specifications and governing authorities. F. Butt weld steel casing. Welds shall be full penetration single butt -welds in accordance with AWWA C206 and AWS D7-0-62. • 02222-5 G. Install casing and utility pipe with end seals, vent pipe, and other special equipment in accordance with area specifications and governing authorities. END OF SECTION 02222 • 02222-6 C1 SECTION 02223 EXCAVATION, BACKFILL, AND COMPACTION FOR PAVEMENT PART I GENERAL 1.01 SECTION INCLUDES A. Excavation to line, grade, and configuration as shown on Construction Drawings for proposed pavement areas. B. Fill to line, grade, and configuration as shown on Construction Drawings for proposed pavement areas. C. Compacting fill materials in acceptable manner as specified herein. 1.02 RELATED SECTIONS A. Section 02200 - Earthwork B. Section 02227 - Aggregate Materials C. Section 02229 - Rock Removal D. Section 02245 - Soil Stabilization E. Section 02505 - Paving Base Course F. Section 02511 - Asphaltic Concrete Paving G. Section 02520 - Portland Cement Concrete Paving H. Section 02525 - Curbs and Sidewalks I. Construction Drawings 1.03 REFERENCE STANDARDS A. See Section 02200 1.04 QUALITY ASSURANCE A. Independent Testing Laboratory, selected and paid by Owner, will be retained to perform construction testing on filling operations and subgrade analysis as specified in Section 02200 and as specified herein. 1.05 SUBMITTALS ci A. Shop drawings or details pertaining to excavating and filling for pavement are not required unless otherwise shown on Construction Drawings or if contrary procedures to Construction Documents are proposed. B. Submit 100 -pound sample of each type of off -site fill material that is to be used in backfilling in air -tight container to independent testing laboratory or submit gradation and certification of aggregate material that is to be used to independent testing laboratory for review. 02223-1 C °ART2 PRODUCTS .01 MATERIALS A. Fill material from on -site as specified in Section 02200 and approved by Owner. B. Fill material from off -site as specified in Section 02200 and approved by Owner. C. Aggregate material as specified in Section 02227. D. Acceptable geotextile fabrics and geogrids as specified in Section 02245. 2.02 EQUIPMENT A. Transport off -site materials to project using well maintained and operating vehicles. Once on site, transporting vehicles shall stay on designated haul roads and shall at no time endanger improvements by rutting, overloading, or pumping. PART 3 EXECUTION 3.01 PREPARATION A. Identify lines, elevations, and grades necessary to construct pavements, curb, curb and gutter, bases, sidewalk, and roadways as shown on Construction Drawings. B. Protect benchmarks, property corners, and other survey monuments from damage or displacement. If marker needs to be removed it shall be referenced by licensed land surveyor and replaced, as necessary, by same. C. Locate and identify site utilities that have previously been installed and protect from damage. D. Locate and identify existing utilities that are to remain and protect from damage. E. Overexcavate and properly prepare areas of subgrade that are not capable of supporting proposed systems. Stabilize these areas by using acceptable geotextile fabrics or aggregate material placed and compacted as specified in Section 02245. 3.02 EXCAVATION A. Excavate roadway and pavement areas to line and grade as shown on Construction Drawings. B. Place suitable material into project fill areas as specified in Section 02200. C. Unsuitable excavated material is to be disposed of in manner and location that is acceptable to Owner and local governing agencies. D. Perform excavation using capable, well maintained equipment and methods acceptable to Owner and local governing agencies. 3.03 FILLING AND SUBGRADE PREPARATION A. Areas exposed by excavation or stripping and on which subgrade preparations for paving are to be performed, including future pavement areas, shall be scarified to minimum depth of 8 -inches and • compacted to minimum of 95 percent of optimum density, in accordance with ASTM D 698 (or 92 percent of optimum density, in accordance with ASTM D 1557) at moisture content of not less than 1 percent 02223-2 below and not more than 3 percent above optimum moisture content. Proofroll these areas to detect areas of insufficient compaction. Accomplish proofrolling by making minimum of 2 complete passes with fully -loaded tandem -axle dump truck, or approved equal, in each of 2 perpendicular directions under supervision and direction of the independent testing laboratory. Excavate and recompact areas of failure as specified herein. Continual failure areas shall be stabilized in accordance with Section 02245 at no additional cost to Owner. B. Place fill materials used in preparation of the subgrade in lifts or layers not to exceed 8 -inches loose measure and compacted to minimum density of 95 percent of optimum density, in accordance with ASTM D 698, (or 92 percent of optimum density, in accordance with ASTM D 1557) at moisture content of not less than 1 percent below and not more than 3 percent above optimum moisture content. C. Following table stipulates maximum allowable values for plasticity index (PI) and liquid limit (LL) of suitable fill materials to be used in specified areas, unless specifically stated otherwise on Construction Drawings: PI LL Paving Area, below upper two feet 20 50 Paving Area, upper two feet 15 40 ('References to depth are to proposed subgrade elevations) D. Fill material imported from off -site or fill material removed from onsite cut areas shall have CBR or LBR value equal to or greater than pavement design subgrade CBR or LBR value indicated on Construction Drawings. 1.04 COMPACTION A. Maintain optimum moisture content of fill materials as specified herein to attain required compaction density. B. Test materials in accordance with Section 02200. C. Corrective measures for non -complying compaction: Remove and recompact deficient areas until proper compaction is obtained at no additional expense to Owner. 3.05 MAINTENANCE OF SUBGRADE A. Verify finished subgrades to ensure proper elevation and conditions for construction above subgrade. B. Protect subgrade from excessive wheel loading during construction including concrete trucks, dump trucks, and other construction equipment. C. Remove areas of finished subgrade found to have insufficient compaction density to depth necessary and replace in manner that will comply with compaction requirements by use of material equal to or better than best subgrade material on site. Surface of subgrade after compaction shall be hard, uniform, smooth, stable, and true to grade and cross-section. 3.06 FINISH GRADING A. Finish grading shall be in accordance with Section 02200 and as specified herein. B. Check grading of paving areas by string line from grade stakes (blue tops) set at not more than 50 -foot • centers. Tolerances of 0.10 -foot, more or less, will be permitted. Engineer is to provide engineering and field staking necessary for verification of lines, grades, and elevations. 02223-3 SECTION 02227 AGGREGATE MATERIALS PART 1 GENERAL 1.01 SECTION INCLUDES A. Aggregate materials for use as specified in other Sections. 1.02 RELATED SECTIONS A. Section 02050 - Demolition B. Section 02100 - Site Preparation C. Section 02200 - Earthwork D. Section 02221 - Excavation, Backfill, and Compaction for Structures E. Section 02222 - Excavation, Backfill, and Compaction for Utilities F. Section 02223 - Excavation, Backfill, and Compaction for Pavement G. Section 02224 - Excavation, Backfill, and Compaction for Out Parcels H. Section 02245 - Soil Stabilization I. Section 02270 - Slope Protection and Erosion Control J. Construction Drawings 1.03 REFERENCE STANDARDS A. American Society for Testing and Materials (ASTM) latest edition 1. D 698 Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-Ibf/ft3 (600 kN.m/m3)) 2. D 1556 Density and Unit Weight of Soil In Place by the Sand -Cone Method 3. D 1557 Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 Kn.m/m3)) 4. D 2167 Density and Unit Weight of Soil In Place by the Rubber Balloon Method 5. D 2216 Laboratory Determination of Water (Moisture) Content of Soil, Rock, and Soil -Aggregate Mixtures 6. D 2487 Classification of Soils for Engineering Purposes 7. D 2922 Density of Soil and Soil -Aggregate In Place by Nuclear Methods (Shallow Depth) 8. D 3017 Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth) 9. 04318 Liquid Limit, Plastic Limit, and Plasticity Index of Soils B. American Association of State Highway and Transportation Officials (AASHTO) latest editionT 88 Particle Size Analysis of Soils • 02227-1 i P (_1.04 QUALITY ASSURANCE A. Tests and analysis of aggregate materials will be performed in accordance with ASTM and AASHTO procedures specified herein. 1.05 SUBMITTALS A. Submit 100 -pound sample of each aggregate or mixture that is to be incorporated into project in air -tight containers to the independent testing laboratory or submit gradation and certification of aggregate material that is to be incorporated into project to the independent testing laboratory for review. B. Submit name of each material supplier and specific type and source of each material. Any change in source requires approval of Owner. PART 2 PRODUCTS 2.01 MATERIALS A. Construction and materials shall meet or exceed requirements of this Section and applicable state highway department specifications section(s) referred to or noted on the Construction Drawings which pertain to paving base course design, materials, preparation, and execution. Materials shall be as indicated on Construction Drawings and shall comply with state highway department specifications regarding source, quality, gradation, liquid limit, plasticity index, and mix proportioning. 2.02 EQUIPMENT A. Transport off -site materials to project using well maintained and operating vehicles. Once on site, transporting vehicles shall stay on designated haul roads and shall at no time endanger any improvements by rutting, overloading, or pumping. PART 3 EXECUTION 3.01 STOCKPILING Stockpile on -site at locations indicated by Owner in such manner that there will be no standing water or mixing with other materials. 3.02 BORROW AND SPOIL SITES Upon completion of borrow and/or spoil operations, clean up borrow and/or spoil areas as indicated on Construction Drawings in neat and reasonable manner to satisfaction of property owner and Owner. END OF SECTION 02227 • 02227-2 L • PART I GENERAL 1.01 SECTION INCLUDES SECTION 02229 ROCK REMOVAL A. Removal of identified and discovered rock during excavation. B. Use of explosives to assist rock removal. C. Incorporating removed rock into fills and embankments. 1.02 RELATED SECTIONS A. Section 02200 - Earthwork B. Section 02221 - Excavation, Backfill, and Compaction for Structures C. Section 02222 - Excavation, Backfill, and Compaction for Utilities D. Section 02223 - Excavation, Backfill, and Compaction for Pavement E. Section 02224 - Excavation, Backfill, and Compaction for Out Parcels F. Construction Drawings 1.03 REFERENCE STANDARDS A. National Fire Protection Association (NFPA) latest edition B. 495 Code For Explosive Materials C. United States Department of Interior, Bureau of Mines, Seismic Effects of Blasting (Lastest Edition) 1.04 ENVIRONMENTAL REQUIREMENTS A. Determine environmental effects associated with proposed work and safeguard those concerns as regulated by law and local governing agencies by reasonable and practical methods. 1.05 DEFINITIONS A. "Rock Excavation" is defined as removal of igneous, metamorphic or sedimentary rock or stone, boulders over two (2) cubic yards in volume in open areas and one (1) cubic yard in volume in trenches; masonry or concrete or solid frozen soil; that cannot be removed by rippers or other mechanical methods and, therefore, requires drilling and blasting. The word "trenches" shall mean excavations having vertical sides whose depths exceed its width, made for drainage, storm water, sewer, water, and gas pipes, electric and steam conduits, and related uses. 1.06 SCOPE A. Perform the Work in accordance with all pertinent Federal, state and local regulations. • 02229-1 I B. "Rock Excavation" contract requirements are provided in the General and Supplementary Conditions provided in the Project Manual. C. This Section includes furnishing all drilling, blasting and protection required to complete the work indicated on the Drawings and as specified herein. D. The Contractor shall be responsible for any and all damage and/or injury from the use of explosives. The Contractor shall save and hold harmless the Owner, Architect and Engineer from any and all claims from the use of explosives. Removal of materials of any nature by blasting shall be done in such a manner and at such times as to avoid damage affecting integrity of existing construction and damage to new or existing dwellings, structures and water wells in or adjacent to the area of the work. It shall be the Contractor's responsibility to determine the method of operation to ensure desired results and integrity of completed work. All damage caused by the Contractor's blasting operations shall be repaired to the full satisfaction of the Owner at no additional cost to the Owner. 1.07 PERMITS AND LICENSES A. Prior to rock excavation. Contractor shall obtain all necessary permits from regulatory agencies. If blasting is required or undertaken, the responsible Subcontractor shall be licensed in the State and shall possess a current blasting license issued by the appropriate regulatory authority and be permitted for the transportation of explosives if required. PART2 PRODUCTS 2.01 MATERIALS A. Explosives, detonator/delay device, and blast mat materials shall be type recommended by explosive supplier and shall comply with requirements specified herein. PART 3 EXECUTION 3.01 PREPARATION A. Verify site conditions and note subsurface conditions affecting work of this section. B. Identify required lines, levels, and elevations that will determine extent of proposed removals. 3.02 ROCK EXCAVATION A. Cut rock to form level bearing at bottom of footing and trench excavations. Remove shaled layers to provide sound and unshattered base for footings or foundations. Reuse excavated materials on site in accordance with Section 02200. B. Perform rock excavation in manner that will produce material of such size as to permit it being placed in embankments in accordance with Section 02200. Remove rock to allow for construction and/or installation of the site and building improvements as indicated on Construction Drawings. Remove loose or shattered rock, overhanging ledges and boulders which might dislodge. C. Use lean concrete or suitable materials to replace rock overblast or overexcavation in building and expansion area to facilitate placement of utilities and future footings. 02229-2 3.03 ROCK BLASTING A. General 1. The drilling and blasting methods and programs shall be those necessary to accomplish any and all rock excavation required for completion of the improvements shown on the Construction Drawings in accordance with the procedures specified herein. Do not use explosives as a primary means of transporting material outside the excavated prism. 2. Blasting work shall be performed only with necessary permits from all regulatory authorities and prior to completion of the preblast survey. Blasting work shall take place only after persons in the vicinity have had ample notice and have reached positions of safety. Take appropriate precautions to prevent all persons from entering the blasting area. Use methods and programs that will prevent damage to, but not limited to, adjacent dwellings, structures, public domain, natural resources, habitat, existing wells and landscape features and that will minimize the scattering of rock, stumps or other debris. All affected roadways shall be inspected, cleared, and opened to traffic within 1 (one) hour of completed blasting or as required by governing authorities. 3. Complete all blasting with experienced powdermen licensed to use explosives in the State. 4. Conduct blasting at such hours so as not to disrupt surrounding residences and businesses, and in accordance with Federal, state and local regulations and/or ordinances with regard to noise. 5. Take all precautions necessary to warn and/or protect any individuals exposed to his operations prior to any blasting. Blasting mats or other approved flyrock protection shall be employed as necessary to protect areas adjacent to blasting. 6. Develop and maintain records covering pertinent data on the location, depth and area of the blast, the diameter, spacing, depth, overdepth, pattern, amount, distribution and powder factor for the explosives used per hole and per blast; the sequence and pattern delays, and description and purpose of special methods. Provide a copy of the records to the Owner upon the Owner's request. Receipt and acceptance by the Owner of blasting data will not relieve the Contractor of his responsibility to produce satisfactory results as set forth in these specifications. Drilling and blasting shall be done only to the depth, amount and at such locations, with explosives of such quantity, distribution, and density that will not produce unsafe or damage rock surfaces or damage rock beyond the prescribed excavation limits. The Contractor shall be responsible for the cost of removal of overblast and also for the cost of placement and compaction of suitable replacement fill where overblast removal is required. 7. When a drilling and blasting program results in damage to the excavation or unacceptable peak particle velocity or frequency values as specified in Section 3.03. D. below, the Contractor will be required to devise and employ revised methods that will prevent such damage or unacceptable ground motions at no cost to the Owner. The revisions may include special methods such as presplit and zone blasting, shallow lifts, reduction in size of individual blasts, small diameter blast holes, closely spaced blast holes, reduction of explosives, greater distribution of explosives by use of decking and primacord or variation in density of explosives and chemical or mechanical splitting of the rock. B. Codes, Permits And Regulations 1. Comply with all applicable laws, rules, ordinances and regulations of the Federal, State and local regulatory authorities and insurers that govern the licensing, transportation, storage, handling, use, and disposition of explosives. 2. Obtain and pay for all powder and blasting permits and licenses required to complete the work of this Section as defined in the General and Supplementary Conditions. 3. In case of conflict between regulations or between regulations and Specifications, the Contractor shall comply with the strictest applicable codes, regulations or Specifications. C. Explosives 1. Take special precautions for proper use of explosives to prevent harm to human life and damage to surface structures, utility lines, or other subsurface structures. 2. Store, handle, and employ explosives in accordance with Federal, state and local regulations, or, • in the absence of such, in accordance with the provisions of the Manual of Accident Prevention in construction issued by the Associated General Contractors of America, Inc. and OSHA. 02229-3 (• D. Blasting Vibration And Limit Criteria 1. The amount of vibration, frequency and overpressure generated by blasting shall not exceed regulatory statutes or directives establish by State, local or other authorities. In no case shall the maximum Peak Particle Velocity (PPV) exceed the limits indicated on Figure B-1, Appendix B, of the United States Bureau of Mines Report of Investigations, RI 8507, 1980 or latest edition.. 2. The peak airblast overpressure measured at the location of the nearest occupied, above ground structure (considering wind direction) shall not exceed 0.014 psi. E. Preblast Survey 1. General: a. Conduct a preblast survey prior to initiating any blasting work. The Contractor shall have the preblast survey performed by a registered Professional Engineer or specialized consultant licensed in the State of the work covered under this contract and specialized in conducting preblast surveys. b. The work to be performed for the preconstruction/preblast survey will consist of documenting conditions of all existing dwellings and structures located within a minimum of 500 feet of the limits of all work requiring rock blasting prior to commencement of blasting or further if required by Federal, state or local regulations. c. The purpose of the preblast survey is to determine the conditions of existing dwellings, structures and water supply wells and document any pre-existing defects and other physical factors that could reasonably be affected by the blasting. Structures such as dams, ponds, pipelines, cables and transmission lines, cisterns, structures of historical significance, and/or structures with unusually costly or vulnerable contents shall be included. The preblast survey shall also note the nature and sensitivity of livestock that may be affected by the blasting. 2. Examination of and Preparation for Survey: a. The Contractor shall contact the property owners (or their legal representative) of properties within a minimum of 500 feet of the limits of all blasting work in order to obtain permission to conduct a survey of their property. If the property owner does not grant the Contractor permission to conduct the survey, the Contractor shall contact the property owner a second time by registered mail/return receipt requested. The second request for permission to conduct the survey shall include a description of the survey to be performed and the purpose of the survey. At least 72 hours prior to start of blasting work, notify the appropriate local regulatory authority of any property owners who refuse access for the preconstruction survey. b. Notify the property owners at least 48 hours prior to conducting the preblast survey. After completion of the survey, two copies of the preblast report will be submitted to the appropriate local regulatory authority for their reference if required. Additionally, one copy shall be kept on file at the location of the project and provided to the Owner upon request. 3. Method: a. The preblast survey shall include a detailed examination of the interior and exterior of structures located within a minimum of 500 feet of the limits of all blasting work. Color photographs, videotapes, and written descriptions shall be taken as required to document the condition of areas within the limits of the survey area. Particular note shall be made of evident structural faults or deficiencies, or recent repairs. b. The preblast survey shall also include an assessment of water supply wells located within a minimum 500 feet of the limits of all blasting work. This assessment shall include the following items: 1. Information regarding the date of construction of the well, depth, method of construction, yield, water quality and any other existing available data will be requested from each well owner and/or the installer, providing the installer is known. 2. A short duration pump test shall be performed on each well utilizing the existing pump that services each well. The pump shall be activated, the volume of water 0 measured and the drawdown in the well measured for a 1 -hour or less period until approximate steady state conditions are achieved. The data obtained from these measurements shall be used to estimate the approximate yield of each well. 3. Upon completion of the above -described short duration pump test, obtain a groundwater sample from the well and submit to a State certified water quality laboratory. Laboratory shall analyze sample for iron, manganese, total dissolved solids, turbidity and total coliform. 4. Survey Report: a. The Contractor shall prepare a written report summarizing the results of the preblast survey. The final written report shall be signed and sealed by the Contractor's qualified inspector. The report shall contain the following: 1. Location and description of each property 2. Descriptions of the conditions of the on -site elements 3. Summary of the visual inspection 4. Color photographs, sketches, videotape with vocal summary 5. All data developed from the water supply well assessment b. Provide videotapes to include supplemental information, as required. Pictorial documentation shall be of professional quality and shall be provided with a scale, where practicable. Clearly label pictorial documentation with an identification number, name of the project and the Engineer or qualified person conducting the survey, name of the property owner, date the picture or video tape was taken, and sufficient information to determine the location of the area in question. c. The Contractor's inspector shall immediately report in writing to the Contractor any findings that, in his opinion, indicate that any structure or well will be adversely affected by the required construction and blasting. d. If, during the course of construction and blasting, the Contractor is requested by an adjacent property owner to view alleged damage to property, the Contractor shall give written notice to the Owner prior to the Contractor's visit to the adjacent owners property. F. Blast Monitoring 1. Perform seismic blast monitoring in accordance with State and local regulations. 2. Provide monitoring of blasting vibrations and over -pressures to allow evaluation of compliance with the specified vibration/over-pressures to criteria. As a minimum, each blast will be monitored by the Contractor as follows: a. Monitor vibrations at the exterior walls of all structures within 500 feet of each blast location. b. If no structures are located within 500 feet of the blast location, monitor vibrations at three equally spaced radial points located a minimum of 500 feet from the blast locations. c. Monitor over -pressures for all structures within a minimum 500 feet of the blast. 3. If requested by the Owner, report vibration/overpressure monitoring results to the Owner within two hours of blasting. Monitoring performed by the Contractor does not relieve the Contractor of his responsibility for control of vibration and overpressure during blasting operations. 3.04 ROCK CUT FACE EXCAVATION A. The slope of the soil above the top of any permanently exposed rock cut face shall be no less than 3(H):1(V) unless otherwise noted on the Construction Drawings. Slope of the rock face shall meet the requirements below. TYPE SLOPE (Horizontal to Vertical) Solid limestone or sandstone 1:1.2 Interbedded limestone, sandstone or shale 1:1.25 Layered shale (no hard rock) 1:1.5 ci 02229-5 r B. Benches of at least ten (10) feet in width at a maximum of twenty (20) feet in elevation intervals or as noted on the Construction Drawings. The benches are to provide rock traps and divert water from the rock face. 3.05 ROCK TRAP A. Locate rock traps at the base of permanently exposed rock slopes and construct as indicated on the Construction Drawings. 3.06 OVEREXCAVATION AND BACKFILL A. Overexcavation which is required to remove unsuitable natural undisturbed bedrock weakened by weathering or other cause not inflicted by the Contractor shall be immediately reported to the Owner and performed as directed by the Owner, and the theoretical lines and grades will be adjusted accordingly. Material outside the excavation limits which are disturbed due to the fault or negligence of the Contractor or due to his failure to exercise sound construction practices, shall be either replaced by him with suitable materials (earth or concrete), or bolted, or both as directed, at no cost to the Owner. END OF SECTION 02229 02229-6 II L 1.01 GENERAL SECTION 02245 SOIL STABILIZATION SECTION INCLUDES A. Excavation, treatment, and backfilling of subgrade for lime stabilization. B. Excavation, treatment, and backfilling of subgrade for cement stabilization. C. Excavation, treatment, and backfilling of subgrade for fly ash stabilization. D. Excavation, treatment, and backfilling of subgrade for bridge lift stabilization. E. Installation of Geotextile Fabric for stabilization of subgrade. 1.02 RELATED SECTIONS A. Section 02200 - Earthwork B. Section 02221 - Excavation, Backfill, and Compaction for Structures C. Section 02222 - Excavation, Backfill, and Compaction for Utilities 16 D. Section 02223 - Excavation, Backfill, and Compaction for Pavement E. Section 02227 - Aggregate Materials F. Construction Drawings 1.03 REFERENCE STANDARDS A. American Society for Testing Materials (ASTM) latest edition 1. C 150 Portland Cement 2. C 618 Fly Ash and Raw or Calcined Natural Pozzolan for use as a Mineral Admixture in Portland Cement Concrete 3. C 977 Quicklime and Hydrated Lime for Soil Stabilization 4. D 1633 Compressive Strength of Molded Soil -Cement Cylinders B. American Association of State Highway and Transportation Officials (AASHTO) latest edition 1. M 216 Lime for Soil Stabilization C. National Lime Association (NLA) 1. Bulletin 326 Lime Stabilization Construction Manual 1.04 ENVIRONMENTAL REQUIREMENTS • A. Do not install mixed materials in wind in excess of 10 mph or when temperature is below 40 degrees Fahrenheit. 02245-1 i • 1.05 QUALITY ASSURANCE • A. Perform work in accordance with state and local standards in conjunction with requirements specified herein. 1.06 SUBMITTALS A. Submit 100 -pound sample of each material to be used at the site in air -tight containers to the independent testing laboratory or submit gradation and certification of material that is to be used to the independent testing laboratory for review. B. Submit name of each materials supplier and specific type and source of each material. Change in source requires approval of Owner. C. Submit mix design and materials mix ratio that will achieve specified requirements of state and local agencies for soil stabilization. PART2 PRODUCTS 2.01 MATERIALS A. Hydrated Lime B. Portland Cement C. Fly Ash • D. Coarse Aggregate E. Fine Aggregate F. Subsoil: Existing to be Reused G. Geotextile Fabric for Stabilization 1. Mirafi 500X or 600X 2. Phillips 66 Supac 6WS 3. Dupont Typar 3401 and 3601 4. Trevira S1114 and S1120 5. Tensar SS -1 and SS -2 6. Exxon GTF-200 or 350 7. TerraTex HD and GS H. Surge Stone 2.02 EQUIPMENT • A. Perform operations using suitable, well maintained equipment capable of excavating subsoil, mixing and placing materials, wetting, consolidating, and compacting of material. 02245-2 0 I PART 3 EXECUTION •.01 PREPARATION A. Obtain approval from the independent testing laboratory of mix design before proceeding with placement. B. Start stabilization only when weather and soil conditions are favorable for successful application of proposed material. C. Proofroll subgrade to Identify areas in need of stabilization. 3.02 EXCAVATION A. Excavate subsoil to depth sufficient to accommodate soil stabilization. B. Remove lumped subsoil, boulders, and rock that interfere with achieving uniform subsoil conditions. 3.03 SOIL TREATMENT AND BACKFILLING A. Lime Stabilized Subgrade: Where indicated on Construction Drawings or as required after continual failure, treat prepared subgrade with hydrated lime in accordance with state highway department specifications. Compact to not less than 95 percent of optimum density as determined by ASTM D 698 (or 92 percent of optimum density, in accordance with ASTM D 1557). B. Cement Stabilized Subgrade: Where indicated on Construction Drawings or as required after continual failure, treat prepared subgrade with portland cement in accordance with state highway department specifications. Compact to not less than 95 percent of optimum density as determined by ASTM D 698 (or 92 percent of optimum density, in accordance with ASTM D 1557). C. Fly Ash Stabilized Subgrade: Where indicated on Construction Drawings or as required after continual failure, treat prepared subgrade with fly ash in accordance with state highway department specifications. Compact to not less than 95 percent of optimum density as determined by ASTM D 698 (or 92 percent of optimum density, in accordance with ASTM D 1557). D. Bridge Lifts: Where indicated on Construction Drawings or as required after continual failure, treat prepared subgrade by application of a bridge lift. Bridging over existing soils shall be acceptable only when approved in writing by the Owner. Place geotextile fabric or geogrid over existing soils to be bridged. The geotextile fabric or geogrid selected shall be appropriate for the bridge lift material being placed. Place bridge lift over geotextile fabric or geogrid. Bridge lift material may be surge stone, granular fill, or shot rock fill. Granular material shall be in accordance with Section 02227. Surge stone and shot rock will be approved by the Owner's representative on a submittal basis. The Owner and the Owner's representative shall have sole discretion as to the acceptability of all submittals. E. Maintain optimum moisture of mix materials to attain required stabilization and compaction. F. Finish subgrade surface in accordance with Section 02200. 3.04 GEOTEXTILE FABRIC • A. Place geotextile fabric in those areas that are shown on Construction Drawings or in those areas that need additional stabilization prior to placement of base course. Bridge lift sections may require the use of geotextile fabric for stabilization prior to placement of fill. B. Place geotextile fabric specified on Construction Drawings and in Specifications in accordance with manufacturer's recommendations. END OF SECTION 02245 02245-3 (• SECTION 02270 SLOPE PROTECTION, EROSION CONTROL and EROSION CONTROL PLAN PART1 GENERAL 1.01 SECTION INCLUDES A. Installation of temporary and permanent erosion control systems. B. Installation of temporary and permanent slope protection systems. 1.02 RELATED SECTIONS A. Section 02100 - Site Preparation B. Section 02200 - Earthwork C. Section 02900 — Landscaping D. Section 02720 - Storm Sewer E. Erosion Control Plan F. Construction Drawings I— .03 ENVIRONMENTAL REQUIREMENTS A. Protect adjacent properties and water resources from erosion and sediment damage throughout life of contract. PART 2 PRODUCTS 2.01 MATERIALS A. Quick growing grasses such as wheat, rye, or oats in accordance with Section 02900. B. Hay or straw bales as specified on Construction Drawings. C. Fencing for siltation control as specified on Construction Drawings. D. Curlex blankets by American Excelsior Company or approved equal. E. Bale stakes for each bale shall be minimum of 4 -feet in length and shall be either two #2 rebars, two steel pickets, or two 2 -inch x 2 -inch hardwood stakes driven 1-6" into ground. F. Temporary mulches such as loose hay, straw, netting, wood cellulose, or agricultural silage. G. Fence stakes shall be minimum of 5 -ft in length and be either metal stakes or 2 -inch x 2 -inch hardwood stakes driven 1'-6" into ground. H. Rip -Rap in accordance with Section 02200. 02270-1 4 I. Temporary and Permanent Outfall Structures as specified on Construction Drawings. PART 3 EXECUTION 3.01 PREPARATION A. Review Construction Drawings and Erosion Control Plan. Deficiencies or changes on Construction Drawings or Erosion Control Plan as it is applied to current conditions shall be brought to the attention of Owner for remedial action. 3.02 EROSION CONTROL AND SLOPE PROTECTION IMPLEMENTATION A. Place erosion control systems in accordance with Construction Drawings and Storm Water Pollution Prevention Plan or as may be dictated by site conditions in order to maintain the intent of the specifications and permits at no additional cost to Owner. B. Owner has authority to limit surface area of erodible earth material exposed by clearing and grubbing, excavation, borrow, and embankment operations and to direct Contractor to provide immediate permanent or temporary pollution control measures. Contractor will be required to incorporate permanent erosion control features Into project at earliest practical time to minimize need for temporary controls. Permanently seed and mulch cut slopes as excavation proceeds to extent considered desirable and practical. C. Maintain temporary erosion control systems as directed by Owner or governing authorities to control siltation during life of contract. Contractor shall respond to maintenance or additional work ordered by ha Owner or governing authorities within 48 hours or sooner if required. D. Slopes that erode easily or that will not be graded for a period of 14 days or more shall be temporarily seeded as work progresses with wheat, rye, or oats application in accordance with Section 02900 unless otherwise specified on the Construction Drawings. r LJ 02270 - 2 PART 1 GENERAL SECTION 02505 PAVING BASE COURSE 1.01 SECTION INCLUDES A. Construction of granular base for asphaltic concrete and portland cement concrete paving. B. Construction of sand/shell base for asphaltic concrete and portland cement concrete paving. C. Construction of full depth asphalt base for asphaltic concrete paving. D. Construction of hot -mix sand asphalt base for asphaltic concrete paving. E. Construction of soil cement stabilized base for asphaltic concrete and portland cement concrete paving. 1.02 RELATED SECTIONS A. Section 02100 - Site Preparation B. Section 02200 - Earthwork C. Section 02223 - Excavation, Backfill, and Compaction for Pavement D. Section 02227 - Aggregate Materials E. Section 02245 - Soil Stabilization F. Section 02511 - Asphaltic Concrete Paving H. Section 02525 - Curbs and Sidewalks J. Arkansas Highway & Transportation Department Standard Specifications K. Construction Drawings 1.03 REFERENCES A. American Society for Testing and Materials (ASTM) latest edition 1. D 698 Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft- Ibf/ft3 (600 kN.m/m3)) 2. D 1556 Density and Unit Weight of Soil In Place by the Sand -Cone Method 3. D 1557 Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft Ibf/ft3 (2,700 Kn.m/m3)) 4. D 2167 Density and Unit Weight of Soil In Place by the Rubber Balloon Method 5. D 2216 Laboratory Determination of Water (Moisture) Content of Soil, Rock, and Soil - Aggregate Mixtures 6. D 2487 Classification of Soils for Engineering Purposes 7. D 2922 Density of Soil and Soil -Aggregate In Place by Nuclear Methods (Shallow Depth) 8. D 3017 Water Content of Soil and Rock In Place by Nuclear Methods (Shallow Depth) 9. D 4318 Liquid Limit, Plastic Limit, and Plasticity Index of Soils 02505-1 J B. American Association of State Highway and Transportation Officials (AASHTO) latest edition 1. T 88 Particle Size Analysis of Soils 1.04 QUALITY ASSURANCE A. An independent testing laboratory, selected and paid by Owner, will be retained to perform construction testing of in -place base course for compliance with requirements for thickness, compaction, density, and tolerances. Paving base course tolerances shall be verified by rod and level readings on not more than 50 -foot centers to be not more than 0.05 -feet above design elevation which will allow for paving thickness as shown on Construction Drawings. Contractor shall provide instruments and suitable benchmark. PART2 PRODUCTS 2.01 FILL MATERIALS A. Submit materials certificate to the independent testing laboratory which is signed by materials producer and Contractor, certifying that materials comply with, or exceed, requirements specified herein. 2.02 SOURCE QUALITY CONTROL B. Following tests will be performed on each type of material used as base course material: 1. Moisture and Density Relationship: ASTM D 698 (or ASTM D 1557) 2. Mechanical Analysis: AASHTO T 88 3. Plasticity Index: ASTM D 4318 4. Base material thickness: Perform 1 test for each 20,000 sq. ft of in -place base material area 5. Base material compaction: Perform 1 test in each lift for each 20,000 sq. ft of in -place base • material area 6. Test each source of base material for compliance with state highway department specifications. PART 3 EXECUTION 3.01 EXAMINATION A. Contractor shall verify to the Owner in writing that the subgrade has been inspected, tested, and gradients and elevations are correct, dry, and properly prepared in accordance with Section 02223. 3.02 CONSTRUCTION A. Perform base course construction in a manner that will drain the surface properly and prevent runoff from adjacent areas from draining onto base course construction. B. Compact base material to not less than 98 percent of optimum density as determined by ASTM D 698 (or 95 percent of optimum density, as determined by ASTM D 1557) unless otherwise Indicated on Construction Drawings. C. Granular Base: • Construct to thickness indicated on Construction Drawings. Apply in lifts or layers not exceeding 8 -inches, measured loose. D. Sand/Shell Base: Construct to thickness indicated on Construction Drawings. Apply in lifts or layers not exceeding 4 -inches, measured loose. E. Asphalt Institute Type IV Mix for Full Depth Asphalt Base: Construct to thickness indicated on Construction Drawings in lifts or layers not exceeding 3 -inches, measured loose. 02505-2 r F. Asphalt Institute Type VI, VII, or VIII Mixes for Hot -mix Sand Asphalt Bases: Construct to thickness indicated on Construction Drawings. Apply in lifts or layers not exceeding 3 -inches, measured loose. G. Soil Cement Stabilized Base: Construct to thickness and strength as indicated on Construction Drawings and in accordance with state highway department specifications. If not indicated on Construction Drawings, minimum compressive strength shall be 500 p.s.i., tested at 28 days. 3.03 FIELD QUALITY CONTROL A. Field density tests for in -place materials shall be performed in accordance with one of following standards: 1. Sand -Cone Method: ASTM D 1556 2. Balloon Method: ASTM D 2167 3. Nuclear Method: ASTM D 2922 (Method B -Direct Transmission) B. The independent testing laboratory will prepare reports that indicate test location, elevation data, and test results. Owner and Contractor shall be provided with copies of the reports within 96 hours of the time the test was performed. In the event that the test results show failure to meet any of the Specifications; Owner and Contractor will be notified immediately by the independent testing laboratory. C. Costs related to retesting due to failures shall be paid for by Contractor at no additional expense to Owner. Contractor shall provide free access to the site for testing activities END OF SECTION 02505 02505-3 C C SECTION 02511 ASPHALTIC CONCRETE PAVING PART1 GENERAL 1.01 SECTION INCLUDES A. Preparation and placement of asphaltic concrete binder course. B. Preparation and placement of asphaltic concrete surface course. 1.02 RELATED SECTIONS A. Section 02223 - Excavation, Backfill, and Compaction for Pavement B. Section 02505 - Paving Base Course C. Section 02520 - Portland Cement Concrete Paving D. Section 02525 - Curbs and Sidewalks E. Section 02584 - Pavement Markings F. Arkansas Highway & Transportation Department Standard Specifications G. Construction Drawings 1.03 REFERENCE STANDARDS A. The Asphalt Institute (Al) latest edition 1. MS 2 Mix Design Methods for Asphaltic Concrete and Other Hot Mix Types 2. MS 3 Asphalt Plant Manual 3. MS 19 Basic Asphalt Emulsion Manual US Army Corps of Engineers 1. UN -13 Hot Mix Asphalt Paving Handbook, (CE MP -ET) C. American Society of Testing and Materials (ASTM) latest edition 1. D 946 Penetration - Graded Asphalt Cement for use in Pavement Construction 2. D 1188 Bulk Specific Gravity and Density of Compacted Bituminous Mixtures Using Paraffin - Coated Specimens 3. D 1559 Resistance to Plastic Flow of Bituminous Mixtures Using Marshall Apparatus 4. D 2726 D. American Association of State Highway and Transportation Officials (AASHTO) latest edition 1. M 117 Mineral Filler "Bitumen -Saturated Cotton Fabrics Used in Roofing and Waterproofing" 2. M 140 Tack Coat "Emulsified Asphalt" 3. M 208 Tack Coat "Cationic Emulsified Asphalt" 4. M 226 Viscosity Graded Asphalt Cement 5. T 245 Marshall Mix Design E. APWA 1. Section 2204 02511-1 0 1.04 QUALITY ASSURANCE A. An independent testing laboratory, selected and paid by Owner, will be retained to perform construction testing of in -place asphaltic concrete courses for compliance with requirements for thickness, compaction, and surface smoothness. B. Establish and maintain required lines and elevations. C. In -place compacted thickness shall not be less than thickness specified on Construction Drawings. Areas of deficient paving thickness shall receive tack coat and minimum 1 -in, overlay; or shall be removed and replaced to proper thickness, at discretion of Owner; until specified thickness of course is met or exceeded at no additional expense to Owner. D. Check surface areas at intervals necessary to eliminate ponding areas. Remove and replace unacceptable paving as directed by Owner. 1.05 SUBMITTALS A. Before asphaltic concrete paving is constructed, submit actual design mix to Civil Engineering Consultant of Record and independent testing laboratory for review and approval. Design mix submittal shall follow a format as indicated in Asphalt Institute Manual MS -2, Marshall Stability Method; and shall include type/name of mix, gradation analysis, grade of asphalt cement used, Marshall Stability in pounds (lb.) flow, effective asphalt content in percent (%), and direct references to state highway department specifications sections for each material. Design shall be for mixture listed in current edition of state highway department specifications. Mix designs over 3 years old will not be accepted by Owner. B. Submit materials certificate to the independent testing laboratory which is signed by materials producer and Contractor, certifying that materials comply with, or exceed, requirements specified herein. 4.06 PROJECT CONDITIONS A. Weather Limitations: 1. Apply prime and tack coats when ambient temperature is above 40 degrees Fahrenheit, and when temperature has been above 35 degrees Fahrenheit for 12 hours immediately prior to application. Do not apply when base is wet, contains excess moisture, or during rain. 2. Construct asphaltic concrete paving when atmospheric temperature is above 40 degrees Fahrenheit. B. Maintain access for vehicular and pedestrian traffic as required for other construction activities. Utilize temporary striping, flagmen, barricades, warning signs, and warning lights as required. PART2 PRODUCTS 2.01 MATERIALS A. Provide asphalt -aggregate mixture as recommended by local or state paving authorities to suit project conditions. Use locally available materials and gradations which meet state highway department specifications and exhibit satisfactory records of previous installations. B. Asphalt Cement: Comply with AASHTO M 226; Table 2 AC -10, AC -20, or AC -30, viscosity grade, depending on local mean annual air temperature. See chart below: Temperature Condition AsDhalt Grades • Cold, mean annual air temperature AC -10 02511-2 at 45 degrees Fahrenheit or lower 85/100 pen. Warm, mean annual air temperature AC -20 between 45 degrees Fahrenheit and 60/70 pen. 75 degrees Fahrenheit Hot, mean annual air temperature AC -30 at 75 degrees Fahrenheit or higher C. Prime Coat: Medium curing cut -back asphalt or asphalt penetrating prime coat consisting of either MC -30 or SS -1 h. D. Tack Coat: Emulsified asphalt; AASHTO M 140 or AASHTO M 208, SS -1 h, CSS-1, or CSS-1 h, diluted with 1 part water to 1 part emulsified asphalt. E. Mineral Filler: Rock or slag dust, hydraulic cement, or other inert material complying with AASHTO M 117, if recommended by state highway department specifications. F. Asphalt -Aggregate Mixture: Unless otherwise noted on Construction Drawings, Design Mix shall have minimum stability based on 50 -blow Marshall complying with ASTM D 1559 of 1000 pounds with flow between 8 and 16. The Design Mix shall be within sieve analysis and bitumen ranges specified below unless approved otherwise by Owner prior to placement. SIEVE ANALYSIS OF MIX Square Sieve Total Percent Passing Percent Tolerance 3/4" 100% 7% 1/2" 90 -100% 5% #4 44-74% 4% #8 28- 58% 4% #50 5- 21% 2% #200 2- 10% 0% Percent bitumen by weight of total mix: 5.0 - 8.5 percent Air voids: 3 - 6 percent Aggregate voids filled with asphalt cement: 70 - 82 percent Allowable variance of bitumen by weight of total mix = 0.4 percent 2.02 EQUIPMENT A. Maintain equipment in satisfactory operating condition and correct breakdowns in manner that will not delay or be detrimental to progress of paving operations. PART 3 EXECUTION 3.01 PREPARATION A. Proofroll prepared base material surface to check for unstable areas. Paving work shall begin only after unsuitable areas have been corrected and are ready to receive paving. B. Remove loose material from compacted base material surface immediately before applying prime coat. 0 02511-3 (_3.02 APPLICATIONS A. Prime Coat: 1. Apply bituminous prime coat to base material surfaces where asphaltic concrete paving will be constructed. 2. Apply bituminous prime coat in accordance with APWA Section 2204 and state highway department specifications. 3. Apply at minimum rate 01 0.25 gal per sq. yd over compacted base material. Apply to penetrate and seal, but not flood surface. 4. Take necessary precautions to protect adjacent areas from overspray. 5. Cure and dry as long as necessary to attain penetration of compacted base and evaporation of volatile substances. B. Tack Coat: 1. Apply to contact surfaces of previously constructed asphaltic concrete base courses or portland cement concrete and surfaces abutting or projecting into asphaltic concrete or into asphaltic concrete pavement. 2. Apply tack coat to asphaltic concrete base course or sand asphalt base course. Apply emulsified asphalt tack coat between each lift or layer of full depth asphaltic concrete and sand asphalt bases and on surface of bases where asphaltic concrete paving will be constructed. 3. Apply emulsified asphalt tack coat in accordance with APWA Section 2204 and state highway department specifications. 4. Apply at minimum rate of 0.05 gal per sq. yd of surface. 5. Allow to dry until at proper condition to receive paving. 3.03 ASPHALTIC CONCRETE PLACEMENT A. Place asphaltic concrete mixture on completed compacted subgrade surface, spread, and strike off. Spread mixture at following minimum temperatures: 1. Ambient temperature between 40 degrees Fahrenheit and 50 degrees Fahrenheit, mixture temp. = 285 degrees Fahrenheit 2. Ambient temperature between 50 degrees Fahrenheit and 60 degrees Fahrenheit, mixture temp. = 280 degrees Fahrenheit 3. Ambient temperature higher than 60 degrees Fahrenheit, mixture temp. = 275 degrees Fahrenheit B. Whenever possible, spread pavement by finishing machine; however, inaccessible or irregular areas may be placed by hand methods. Spread hot mixture uniformly to required depth with hot shovels and rakes. After spreading, carefully smooth hot mixture to remove segregated course aggregate and rake marks. Rakes and lutes used for hand spreading shall be type designed for use on asphalt mixtures. Do not dump loads faster that they can be properly spread. Workers shall not stand on loose mixture while spreading. C. Paving Machine Placement: Apply successive lifts of asphaltic concrete in transverse directions with surface course placed parallel to flow of traffic. Place in typical strips not less than 10'-0" wide. D. Joints: Make joints between old and new pavements, or between successive days and work in manner that will provide continuous bond between adjoining work. Construction joints shall have same texture, density, and smoothness as other sections of asphaltic concrete course. Clean contact surfaces of joints and apply tack coat. 3.04 ROLLING AND COMPACTION A. Mixture, after being spread, shall be thoroughly compacted by rolling as soon as it will bear the weight of rollers without undue displacement. Number, weight, types of rollers, and sequences of rolling operations 02511-4 shall be such that the required density and surface are consistently attained while the mixture is in workable condition. B. Compact mixture with hot hand tampers or vibrating plate compactors in areas inaccessible to rollers. C. Breakdown Rolling: Accomplish breakdown or initial rolling immediately following rolling of joints and outside edge. Check surface after breakdown rolling and repair displaced areas by loosening and filling with hot material. D. Second Rolling: Follow breakdown rolling as soon as possible, while mixture is hot. Continue second rolling until mixture has been thoroughly compacted. E. Finish Rolling: Perform finish rolling while mixture is still warm enough for removal of roller marks. Continue rolling until roller marks are eliminated and course has attained maximum density. F. Patching: Remove and replace paving areas mixed with foreign materials and defective areas. Cut out such areas and fill with fresh, hot asphaltic concrete. Compact by rolling to maximum surface density and smoothness. G. Protection: After final rolling, do not permit vehicular traffic on pavement until it has cooled and hardened. Erect barricades to protect paving from traffic until mixture has cooled enough not to become marked. Any masked or marred finish surfaces shall be repaired or smoothed. 3.05 FIELD QUALITY CONTROL A. Asphaltic surface and base courses will be randomly cored at minimum rate of 1 core per 20,000 sq. ft of paving. However, a minimum of 3 cores in light duty areas and 3 cores in heavy duty areas shall be obtained. Coring holes shall be immediately filled with full -depth asphaltic concrete. Asphaltic concrete pavement samples will be tested for conformance with mix design. B. Testing will be performed on finished surface of each asphalt concrete course for smoothness, using 10-0" straightedge applied parallel with, and at right angles to centerline of paved area. Results of tests will be made available to Owner upon request. Surfaces will not be accepted if the following 10 -foot straightedge tolerances for smoothness are exceeded: Base Course Surface: 1/4 -inch Wearing Course Surface: 3/16 -inch C. Field density test for in -place materials shall be performed by examination of field cores in accordance with one of following standards: 1. AASHTO Test Method T 245 (Percent of Laboratory Density) a. Temperature equal to temperature at paving machine with reheating. b. Compactive blows (35.50 or 75) equal to mix design blows. c. Minimum density = 96% of laboratory density. 2. AASHTO Test Method T 209 (Percent of Theoretical Maximum Density) a. Minimum density = 92% of Theoretical Maximum Density. D. Rate of density testing shall be 1 core per 20,000 sq. ft of pavement, with minimum of 3 cores from heavy duty areas and 3 cores from light duty areas. Cores shall be cut from areas representative of project. E. Areas of insufficient compaction shall be delineated, removed, and replaced in compliance with Specifications at no additional expense to Owner. END OF SECTION 02511 • 02511-5 PART I 1.01 SECTION 02525 CURBS AND SIDEWALKS GENERAL SECTION INCLUDES A. Preparation and placement of combination portland cement concrete curb and gutter. Preparation and placement of portland cement concrete curb. C. Preparation and placement of portland cement concrete sidewalk. 1.02 RELATED SECTIONS A. Section 02100 - Site Preparation B. Section 02200 - Earthwork C. Section 02227 - Aggregate Material D. Section 02505 - Paving Base Course E. Section 03300 - Cast -in -place Concrete (See Architectural/Building Specifications) F. Construction Drawings 41.03 REFERENCE STANDARDS A. American Concrete Institute (ACI) latest edition 1. 304R Recommended Practice for Measuring, Mixing, Transporting, and Placing Concrete 2. 308 Standard Practice for Curing Concrete B. American Society for Testing and Materials (ASTM) latest edition 1. A 615 Deformed and Plain Billet -Steel for Concrete Reinforcement 2. C 33 Concrete Aggregates 3. C 94 Ready -Mixed Concrete 4. C 150 Portland Cement 5. C 260 Air -Entraining Admixtures for Concrete 6. C 309 Liquid Membrane -Forming Compounds for Curing Concrete 7. C 494 Chemical Admixtures for Concrete 8. D 1751 Performed Expansion Joint Fillers for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types) C. FS TT -C-800 - Curing Compound, Concrete, for New and Existing Surfaces. 1.04 QUALITY ASSURANCE A. Establish and maintain required lines and elevations. B. Check surface areas at intervals necessary to eliminate ponding areas. Remove and replace unacceptable work as directed by Owner. 02525-1 1.05 SUBMITTALS A. Submit materials certificate to the independent testing laboratory which is signed by materials producer and Contractor, certifying that materials comply with, or exceed, requirements specified herein. 1.06 PROJECT CONDITIONS A. Maintain access for vehicular and pedestrian traffic as required for other construction activities. Utilize temporary striping, flagmen, barricades, warning signs, and warning lights as required. PART2 PRODUCTS 2.01 MATERIALS A. Forms: Steel, wood, or other suitable material of size and strength to resist movement during concrete placement and to retain horizontal and vertical alignment until removal. Use straight forms, free of distortion and defects. Use flexible spring steel forms or laminated boards to form radius bends as required. Forms shall be of depth equal to depth of curbing or sidewalk, and so designed as to permit secure fastening together at tops. Coat forms with nonstaining type of coating that will not discolor or deface surface of concrete. B. Reinforcing Bars: Deformed steel bars, ASTM A 615, Grade 40. C. Concrete Materials: Comply with requirements of Section 03300 for concrete materials, admixtures, bonding materials, curing materials, and others as required. • D. Joint Fillers: Resilient premolded bituminous impregnated fiberboard units complying with ASTM D 1751, FS HH-F-341, Type II, Class A. E. Joint Sealers: Non -priming, pourable, self -leveling polyurethane. Acceptable sealants are Sonneborn "Sonolastic Paving Joint Sealant' Sonneborn "Sonomeric CT 1 Sealant", Sonneborn "Sonomeric CT 2 Sealant", Mameco "Vulken 245", or Woodmont Products "Chem -Caulk". 2.02 MIX DESIGN AND TESTING A. Concrete mix design and testing shall comply with requirements of Section 03300. B. Design mix to produce normal weight concrete consisting of Portland cement, aggregate, water -reducing admixture, air -entraining admixture, and water to produce following: 1. Compressive Strength: 3,500 psi, minimum at 28 days, unless otherwise indicated on Construction Drawings. 2. Slump Range: 2 to 5 -inches at time of placement 3. Air Entrainment: 5 to 8 percent PART 3 EXECUTION 3.01 PREPARATION A. Proofroll prepared base material surface to check for unstable areas. Begin paving work only after unsuitable areas have been corrected and are ready to receive paving. B. Remove loose material from compacted base material surface to produce firm, smooth surface immediately before placing concrete. 02525-2 3.02 INSTALLATION A. Form Construction 1. Set forms to required grades and lines, rigidly braced and secured. 2. Install sufficient quantity of forms to allow continuance of work and so that forms remain in place minimum of 24 hours after concrete placement. 3. Check completed formwork for grade and alignment to following tolerances: a. Top of forms not more than 1/8 -inch in 10'-0" b. Vertical face on longitudinal axis, not more than 1/4 -inch in 10'-0" 4. Clean forms after each use and coat with form release agent as often as required to ensure separation from concrete without damage. B. Concrete Placement 1. Place concrete in accordance with requirements of Section 03300. 2. Do not place concrete until base material and forms have been checked for line and grade. Moisten base material if required to provide uniform dampened condition at time concrete is placed. Do not place concrete around manholes or other structures until set at required finish elevation and alignment. 3. Place concrete using methods which prevent segregation of mix. Consolidate concrete along face of forms and adjacent to transverse joints with internal vibrator. Keep vibrator away from joint assemblies, reinforcement, or side forms. Consolidate with care to prevent dislocation of reinforcing, dowels, and joint devices. 4. Deposit and spread concrete in continuous operation between transverse joints, as far as possible. If interrupted for more than 1/2 hour, place construction joint. Automatic machine may be used for curb and gutter placement. Machine placement shall be at required cross section, line, grade, finish, and jointing as specified for formed concrete. If results are not acceptable, • remove and replace with formed concrete as specified herein. C. Joint Construction 1. Contraction Joints: Construct concrete curb or combination concrete curb and gutter, where specified on Construction Drawings, in uniform sections of length specified on Construction Drawings. Form joints between sections either by steel templates, 1/8 -inch in thickness, of length equal to width of curb and gutter, and with depth which will penetrate at least 2 -inches below surface of curb and gutter; or with 3/4 -inch thick performed expansion joint filler cut to exact cross section of curb and gutter; or by sawing to depth of at least 2 -inches while concrete is between 4 and 24 hours old. If steel templates are used, they shall be left in place until concrete has set enough to hold it's shape, but shall be removed while forms are still in place. 2. Longitudinal Construction Joints: Tie concrete curb or combination concrete curb and gutter, where specified on Construction Drawings, to concrete pavement with 1/2 -inch round deformed reinforcement bars of length and spacing shown on Construction Drawings. 3. Transverse Expansion Joints: Concrete curb, combination concrete curb and gutter, or concrete sidewalk shall have filler cut to exact cross section of curb, gutter, or sidewalk. Joints shall be similar to type of expansion joint used in adjacent pavement. D. Joint Fillers: Extend joint fillers full -width and depth of joint, and not less than 1/2 -inch or more than 1 - inch below finished surface where joint sealer is indicated. Furnish joint fillers in 1 -piece lengths for full width being placed, wherever possible. Where more than 1 length is required, lace or clip joint filler sections together. E. Joint Sealants: Seal joints with approved exterior pavement joint sealants. Install in accordance with manufacturer's recommendations. 3.03 CONCRETE FINISHING • 02525-3 A. After striking off and consolidating concrete, smooth surface by screeding and floating. Adjust floating to compact surface and produce uniform texture. After floating, test surface for trueness with 10'-0" straightedge. Distribute concrete as required to remove surface irregularities, and refloat repaired areas to provide continuous smooth finish. B. Work edges of sidewalks, gutters, back top edge of curb, and formed joints with edging tool, rounding edge to 1/2 -inch radius. Eliminate tool marks on concrete surface. After completion of floating and trowelling, when excess moisture or surface sheen has disappeared, complete surface finishing, as follows: 1. Curbs, gutters, and sidewalks: Broom finish by drawing fine -hair broom across surface perpendicular to flow of traffic. Repeat operation as necessary to produce fine line texture. C. Do not remove forms for 24 hours after concrete has been placed. After form removal, clean ends of joints and point up minor honeycombed areas. Remove and replace areas or sections with major defects, as directed Owner. D. Protect and cure finished concrete paving using acceptable moist -curing methods, more particularly described in "water -curing" section of ACI 308. 3.04 BACKFILL A. After concrete has set sufficiently, spaces on either side of concrete curb, combination concrete curb and gutter, or concrete sidewalk shall be refilled to required elevation with suitable material compacted in accordance with Section 02200. 3.05 CLEANING AND ADJUSTING A. Sweep concrete pavement and wash free of stains, discolorations, dirt, and other foreign material just prior to final inspection. B. Protect concrete from damage until acceptance of work. Exclude traffic from pavement for at least 14 days after placement. When construction traffic is permitted, maintain pavement as clean as possible by removing surface stains and spillage of materials. END OF SECTION 02525 I 02525-4 SECTION 02584 PAVEMENT MARKINGS PART 1 GENERAL 1.01 SECTION INCLUDES A. Preparation and application of painted pavement markings. B. Preparation and application of paint on curbs, guard posts, and light pole bases. 1.02 RELATED SECTIONS A. Section 02200 - Earthwork B. Section 02505 - Paving Base Course C. Section 02511 - Asphaltic Concrete Paving D. Section 02520 - Portland Cement Concrete Paving E. Section 02525 - Curbs and Sidewalks F. Construction Drawings 03 REFERENCE STANDARDS A. FSUP-85E 1.04 PROJECT CONDITIONS A. Maintain access for vehicular and pedestrian traffic as required for other construction activities. Utilize flagmen, barricades, warning signs, and warning lights as required. PART 2 PRODUCTS 2.01 MATERIALS A. Paint shall be non -bleeding, quick -drying, alkyd petroleum base paint suitable for traffic -bearing surface and shall meet FS TTP-85E and be mixed in accordance with manufacture's instructions before application. B. Preformed pavement markings shall be Stamark Intersection Grade Tape Series A420 as manufactured by 3M Traffic Control Materials Division, or approved equal. PART 3 EXECUTION 3.01 PREPARATION A. Sweep and clean surface to eliminate loose material and dust. • 1 :� B. Where existing pavement markings are indicated on Construction Drawings to be removed or would interfere with adhesion of new paint, a motorized abrasive device shall be used to remove the markings. Equipment employed shall not damage existing paving or create surfaces hazardous to vehicle or pedestrian traffic. Within public rights -of -way, method of marking removal shall be approved by appropriate governing authority. 3.02 APPLICATION r • A. Apply two coats of paint at manufacturer's recommended rate, without addition of thinner, with maximum of 100 square feet per gallon. Apply with mechanical equipment to produce uniform straight edges. At sidewalk curbs and crosswalks, use straightedge to ensure uniform, clean, and straight stripe. B. Install pavement markings according to manufacturer's recommended procedures for the specified material. C. Following items shall be painted with colors noted below: 1. Pedestrian Crosswalks: White 2. Exterior Sidewalk Curbs, Light Pole Bases, and Guardposts: Yellow 3. Fire Lanes: Red or per local code 4. Lane Striping where separating traffic moving In opposite directions: Yellow 5. Lane Striping where separating traffic moving in the same direction: White 6. Handicap Symbols: Blue or per local code 7. Parking Stall Striping: Yellow, unless otherwise noted on Construction Drawings 8. Associate Parking Area: White, unless otherwise noted on Construction Drawings END OF SECTION 02584 02584-2 C 6 PARTI GENERAL 1.01 SECTION INCLUDES SECTION 02605 SEWER STRUCTURES A. Monolithic concrete manhole barrel with either monolithic concrete or masonry transition to lid frame. B. Modular precast concrete manhole barrel with tongue -and -groove joints with either precast concrete or masonry transition to lid frame. C. Masonry manhole barrel with masonry transition to lid frame. D. Precast polyethylene manhole assemblies. E. Preparation and installation of lid frame, covers, anchorage, and accessories. 1.02 RELATED SECTIONS A. Section 02222 - Excavation, Backfill, and Compaction for Utilities B. C. D. E. 1.03 RE Section 02720 - Storm Sewer Systems Section 02730 - Sanitary Sewer Systems Section 03300 - Cast -In -Place Concrete Construction Drawings FERENCESTANDARDS A. American Society for Testing and Materials (ASTM) latest edition 1. A 48 Gray Iron Castings 2. C 55 Concrete Building Brick 3. C 478 Precast Reinforced Concrete Manhole Sections 4. C 923 Resilient Connectors Between Reinforced Concrete Manhole Structures and Pipes 5. D 1248 Polyethylene Plastics Molding and Extrusion Materials B. International Masonry Industry All -Weather Council (IMIAC) latest edition 1. Recommended Practices and Guide Specification for Cold Weather Masonry Construction 1.04 SUBMITTALS • A. Shop Drawings: Indicate reference to Construction Drawings of manhole locations, elevations, piping with sizes, locations, and elevations of penetrations. B. Product Data: Provide data for manhole covers, manhole steps, component construction, features, configuration, and dimensions. 02605-1 I • °ART2 PRODUCTS .01 MATERIALS A. Manhole Barrel: Nonreinforced cast -in -place concrete in accordance with Section 03300. 1. Cast -In -Place Manholes: 3500 psi concrete. 2. Forms: Steel sheets accurately shaped and fabricated of sufficient strength to form dense watertight walls to true dimensions. 3. Deposit concrete in evenly distributed layers of about 18 inches, with each layer vibrated to bond to preceding layer. B. Manhole Barrel: Reinforced precast concrete in accordance with ASTM C 478 with gaskets in accordance with ASTM C 923. 1. Construct manholes of precast concrete sections as required by Construction Drawings to size, shape, and depth indicated, but never less than 4'-0" inside diameter. C. Concrete Brick Units: ASTM C 55, Grade N Type I -moisture controlled, normal weight, of same grade, type and weight as block units, nominal modular size of 3 5/8 -inches x 7 5/8 -inches x 2 1/4 -inches D. Manhole Barrel: Precast polyethylene in accordance with ASTM D 1248. Manholes shall be manufactured with factory -molded steps. Nominal cylinder internal diameter shall be 48 -inches and shall be designed to accept concrete filled polyethylene manhole lids and standard cast iron frames with lid or grate. Manholes shall have compressive strength which meets ASTM D 2412 standards. Acceptable Manufacturers: Advanced Drainage Systems (ADS) or approved equal. E. Mortar and Grout: Mortar for finishing and sealing shall be Class "C". Honeycombing less than 2 -inches deep shall be repaired using Class "D" mortar. F. Brick Transition Reinforcement: Formed steel 8 gauge wire with galvanized finish. 2.02 COMPONENTS A. Lid and Frame: ASTM A 48, Class 30B heavy duty cast iron construction, machined flat bearing surface, removable lid, closed or open as indicated on Construction Drawings, sealing gasket manufactured by Neenah Foundry Company or approved equal. B. Manhole Steps: Neenah Foundry Company catalog No. R -1982-F for precast or catalog No. R-1980-0 for brick/cast-in-place manholes or M.A. Industries PS -1 or approved equal. C. Base Pad: Cast -in -place concrete as specified in Section 03300. 2.03 CONFIGURATION A. Barrel Construction: Concentric with eccentric cone top section. B. Shape: Cylindrical C. Clear Inside Dimensions: 48 -inches diameter or as indicated on Construction Drawings. D. Design Depth: As indicated on Construction Drawings. E. Clear Lid Opening: 22 -inches minimum Pipe Entry: Provide openings as indicated on Construction Drawings • 02605-2 • G. Main and Lateral Pipes: Neatly cut off main and lateral pipes flush with inside of manhole or inlet where they enter structure walls. Point up irregularities and rough edges with nonshrinking grout. H. Inverts: Shape inverts for smooth flow across structure floor as indicated on Construction Drawings. Use concrete and mortar to obtain proper grade and contour. Finish surface with fine textured wood float. PART 3 EXECUTION 3.01 EXAMINATION A. Verify items specified by other Sections are properly sized and located. B. Verify that built-in items are in proper location and ready for roughing into work. C. Verify that the excavation for manholes is correct. 3.02 PREPARATION A. Coordinate placement of inlet and outlet pipe or duct sleeves as indicated on Construction Drawings. 3.03 PLACING PRECAST MANHOLE BARREL SECTIONS A. Place base pad to proper elevation and location and trowel top surface level for placement of manhole barrel. B. Place manhole barrel plumb and level to correct elevations and anchor to base pad. 1. After completion of slab foundation, lower first joint of manhole barrel into position, grooved end first, and set level and plumb on concrete base. Align and adjust to proper grade prior to placing and forming invert. Pour invert immediately after setting of first section of manhole barrel. 2. Prior to setting subsequent manhole barrel sections, apply primer to tongue and groove ends and allow to set In accordance with manufacturer's recommendations. Place "Ram-nek", or equivalent, plastic rope on tongue end. Lower next section into position, and remove excess material from interior of structure. Add additional material on exterior of joint, if necessary, for completely watertight joint. 3.04 MASONRY MANHOLE BARREL CONSTRUCTION A. Maintain masonry courses to uniform dimension. Form vertical and horizontal joints of uniform thickness. B. Lay masonry units in running bond. Course 3 brick units and 3 mortar joints to equal 8 -inches C. Form flush mortar joints. D. Lay masonry units In full bed of mortar, with full head joints, uniformly jointed with other work. E. Install joint reinforcement 16 -inches on center. F. Place joint reinforcement in first and second horizontal joints above base pad and below lid frame opening. G. As work progresses, build -in fabricated metal items. H. Cut and fit masonry for pipes as specified herein. • I. Set cover frames and covers level to correct elevations without tipping. 02605-3 6 PART1 GENERAL 1.01 SECTION INCLUDES SECTION 02720 STORM SEWER SYSTEMS A. Site storm sewer drainage piping, fittings, accessories, and bedding. B. Connection of building storm water drainage system to municipal storm sewers. C. Catch basins, paved area drainage, site surface drainage, and stormwater detention facilities. 1.02 RELATED REQUIREMENTS A. Section 02222 - Excavation, Backfill, and Compaction for Utilities B. Section 02270 - Slope Protection and Erosion Control C. Section 02605 - Sewer Structures D. Section 03300 - Cast -In -Place Concrete E. Construction Drawings S 03 REFERENCE STANDARDS A. American Association of State Highway and Transportation Officials (AASHTO) latest edition 1. M 36 Metallic (Zinc or Aluminum) Coated Corrugated Steel Culverts and Underdrains 2. M 198 Joints for Circular Concrete Sewer and Culvert Pipe Using Flexible Watertight Gaskets 3. M 252 Corrugated Polyethylene Drainage Tubing 4. M 294 B. American Society for Testing and Materials (ASTM) latest edition 1. A 760 2. C 14t Concrete Sewer, Storm Drain, and Culvert Pipe 3. C 76 Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe 4. C 443 Joints for Circular Concrete Sewer and Culvert Pipe, Using Rubber Gaskets 5. D 2321 Underground Installation of Flexible Thermoplastic Sewer Pipe 6. D 3034 Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings 7. F 794 • 1.04 SUBMITTALS A. Product Data: Provide data on pipe materials, pipe fittings, and accessories. Provide shop drawings for precast inlets, catch basins and junction boxes. B. Manufacturer's Certificate: Certify that products meet or exceed specified local requirements. 02720-1 E E 1.05 PROJECT RECORD DOCUMENTS A. Accurately record actual locations of pipe runs, connections, catch basins, cleanouts, and invert elevations. B. Identify and describe unexpected variations to subsoil conditions and location of uncharted utilities. 1.06 PROJECT CONDITIONS A. Coordinate work with termination of storm sewer connection outside building including connection to municipal storm sewer system. PART2 PRODUCTS 2.01 SEWER PIPE MATERIALS AND ACCESSORIES A. Reinforced Concrete Pipe: ASTM C 76, Class III unless another class type is indicated on Construction Drawings, installed with flexible plastic, bitumen gaskets at joints. 1. Gaskets: AASHTO M 198 751, Type B. Installed in strict accordance with pipe manufacturer's recommendations. B. Corrugated Steel Pipe: ASTM A 760, 16 gauge unless another gauge is indicated on Construction Drawings. Aluminized as specified on Construction Drawings. Only permitted when specifically indicated on Construction Drawings. Install with matching band connectors. Install sleeve gaskets in accordance with pipe manufacturer's recommendations. Corrugated steel pipe may be round pipe, arch pipe, or slotted drain pipe as indicated on Construction Drawings. Slotted drain pipe shall have 1.75 -inches wide drain waterway openings and 6 -inches minimum height drain guide. C. Spiral Rib Metal Pipe Type 1 R: ASTM A 760 Type I R. Galvanized, aluminized, or bituminous coated as specified on Construction Drawings. Only permitted when specifically indicated on Construction Drawings. Pipe ends shall be re -corrugated and installed with semi -corrugated Hugger -type bands and "O" ring gaskets in accordance with pipe manufacturer's installation requirements. 1. Acceptable manufacturers: CONTECH, INC. "ULTRA FLO or ULTRA FLO II", Caldwell Culvert Co. "Smooth Rib", or approved equal. 2.02 INLETS, CATCH BASINS AND JUNCTION BOXES A. Lid and frame per details shown on Construction Drawings. B. Structure construction in accordance with details shown on Construction Drawings and in accordance with Section 02605. PART 3 EXECUTION 3.01 EXAMINATION A. Verify that trench cut and excavation is ready to receive work and excavations, dimensions, and elevations are as indicated on Construction Drawings. 3.02 PREPARATION A. Hand trim excavations to required elevations. Correct over excavation with bedding material. 02720-2 c B. Remove large stones or other hard matter which could damage piping or impede consistent backfilling or compaction. C. Protect benchmarks, property comers, and other survey monuments from damage or displacement. If marker needs to be removed it shall be referenced by licensed land surveyor and replaced, as necessary, by same. 3.03 BEDDING A. Excavate pipe trench and place bedding material in accordance with Section 02222. 3.04 INSTALLATION - PIPE A. Install pipe, fittings, and accessories in accordance with ASTM C 14, ASTM D 2321, or manufacturer's instructions and state or local requirements. B. Install pipe on bedding in accordance with Section 02222. C. Lay pipe to slope gradients noted on Construction Drawings. D. Refer to Section 02222 for trenching requirements. Do not displace or damage pipe when compacting. 3.05 INSTALLATION - CATCH BASINS, INLETS, AND JUNCTION BOXES A. Form bottom of excavation clean and smooth to correct elevation. B. Form and place cast -in -place concrete base pad, with provision for storm sewer pipe to be placed at proper elevation. C. Form and place cast -in -place concrete walls, sleeved at proper elevation to receive storm sewer pipe in accordance with details shown on Construction Drawings. D. Form and place cast -in -place top of structure in accordance with details shown on Construction Drawings. E. Refer to Section 02605 for structure requirements. END OF SECTION 02720 02720-3 6 PART1 GENERAL 1.01 SECTION INCLUDES SECTION 02730 SANITARY SEWER SYSTEMS A. Sanitary sewer drainage piping, fittings, accessories, cleanouts, and bedding. B. Connection of site sanitary sewer system to municipal sanitary sewer systems. 1.02 RELATED REQUIREMENTS A. Section 02222 - Excavation, Backfill, and Compaction for Utilities B. Section 02605 - Sewer Structures C. Local governing authority and code requirements D. Construction Drawings 1.03 REFERENCE STANDARDS A. American Society for Testing and Materials (ASTM) latest edition 1. A 74 Cast Iron Soil Pipe and Fittings 2. A 746 Ductile Iron Gravity Sewer Pipe 3. C 12 Practice for Installing Vitrified Clay Pipe Lines 4. C 14 Concrete Sewer, Storm Drain, and Culvert Pipe 5. C 76 Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe 6. C 425 Compression Joints for Vitrified Clay Pipe and Fittings 7. C 443 Joints for Circular Concrete Sewer and Culvert Pipe, Using Rubber Gaskets 8. C 564 Rubber Gaskets for Cast Iron Soil Pipe and Fittings 9. C 700 Vitrified Clay Pipe, Extra Strength, Standard Strength, and Perforated 10. D 1785 Poly(Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40, 80, and 120 11. D 2321 Underground Installation of Flexible Thermoplastic Sewer Pipe 12. D 3034 Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings 13. F 477 Elastomeric Seals (Gaskets) for Joining Plastic Pipe 14. F949 B. American Association of State Highway and Transportation Officials (AASHTO) latest edition 1. M 252 Corrugated Polyethylene Drainage Tubing 2. M 294 C. American Water Works Association (AWWA) latest edition 1. C111 Rubber -Gasket Joints for Ductile Iron Pressure Pipe and Fittings 1.04 QUALITY ASSURANCE A. An independent testing laboratory, selected and paid by Owner, will be retained to perform construction testing on site. 1.05 SUBMITTALS • A. Product Data: Provide data of pipe materials, pipe fittings, and accessories. 02730-1 E B. Manufacturer's Certificate: Certify that products meet or exceed specified local requirements. 1.06 PROJECT RECORD DOCUMENTS A. Accurately record actual locations of pipe runs, connections, cleanouts, and invert elevations. B. Identify and describe unexpected variations to subsoil conditions and location of uncharted utilities. 1.07 PROJECT CONDITIONS A. Coordinate work with termination of sanitary sewer connection outside building and connection to municipal sewer utility service. PART2 PRODUCTS 2.01 SEWER PIPE MATERIALS A. Polyvinyl Chloride Sanitary Sewer Pipe: ASTM D 3034, rated SDR 35 unless otherwise specified by the utility company. Pipe shall be continually marked with manufacturer's name, pipe size, cell classification, SDR rating, and ASTM D 3034 classification. 1. Pipe joints: Integrally molded bell ends, ASTM D 3034, Table 2, with factory supplied elastomeric gaskets and lubricant. B. Corrugated Polyvinyl Chloride Sewer Pipe: ASTM F 949. Pipe must be marked with manufacturers name, pipe size, cell classification and ASTM F 949 Classification. Pipe must be installed per manufacturers installation requirements. 1. Acceptable manufacturer: CONTECH, INC. "A-2000" PVC sewer pipe or approved equal. C. Corrugated Polyethylene (CPP) Sanitary Sewer Pipe: AASHTO designation M 252 and M 294, smooth interior, available in sizes 4 -inches through 18 -inches. 1. Pipe fittings shall be thermo-molded PVC conforming to ASTM D 3034, rated SDR 35. 2. Gasket material used with themro-molded PVC fittings and CPP pipe joint assembly shall conform to ASTM F 477. D. Vitrified Clay Sanitary Sewer Pipe: ASTM C 700 1. Fittings: ASTM C 700 2. Joints: ASTM C 425 3. Gaskets: ASTM C 425. Gaskets shall be manufactured from high grade, properly vulcanized elastomeric compound consisting of either basic natural or synthetic rubber. Gasket manufacturing tolerances shall comply with Rubber Manufacturer's Association tolerances for gaskets. 4. Lubricant: Suitable for lubricating joint components; no deteriorating effects on gasket or pipe material, will not support growth of fungi or bacteria, and shall be of type recommended by gasket manufacturer. E. Ductile Iron Sanitary Sewer Pipe: ASTM A 746, Extra Heavy type, inside nominal diameter as specified on Construction Drawings, bell and spigot end. 1. Ductile Iron Pipe Joint Device: AWWA C111, rubber gasket joint devices. F. Cast Iron Sanitary Sewer Pipe: ASTM A 74, Extra Heavy type, inside nominal diameter as specified on Construction Drawings, bell and spigot end. 1. Cast Iron Pipe Joint Device: ASTM C 564, rubber gasket joint devices. 02730-2 G. Concrete Sanitary Sewer Pipe: ASTM C 14, Class diameter as specified on Construction Drawings. 1. Concrete Pipe Joint Devices: ASTM C 443 1, 2, or 3 bell and spigot pipe with inside nominal rubber compression gasket joint devices. H. Reinforced Concrete Sanitary Sewer Pipe: ASTM C 76, Class I, II, III, IV, or V as specified on Construction Drawings, with Wall type A, B. or C; mesh reinforcement; inside nominal diameter as specified, bell and spigot end. 1. Reinforced Concrete Pipe Joint Device: ASTM C 443, rubber compression gasket joint devices. 2.02 PIPE ACCESSORIES A. Pipe Joints: Mechanical clamp ring type, stainless steel expanding and contracting sleeve, neoprene ribbed gasket for positive seal. B. Fittings: Same material as pipe molded or formed to suit pipe size and end design, in required tee, bends, elbows, cleanouts, reducers, traps, etc. 2.03 CLEANOUTS A. Lid and Frame: Heavy Duty cast iron construction, manufactured by Mueller. Lid Design: Closed Lid. B. Shaft Construction: Cast Iron shaft of internal diameter as specified on Construction Drawings with 2500 psi concrete collar for cleanouts. PART 3 EXECUTION 01 EXAMINATION A. Verify that trench cut and excavation is ready to receive work and excavations, dimensions, and elevations are as indicated on Construction Drawings. 3.02 PREPARATION A. Hand trim excavations to required elevations. Correct overexcavation with bedding material. Remove large stones or other hard matter which could damage pipe or impede consistent backfilling or compaction. 3.03 BEDDING A. Excavate trench and place bedding material in accordance with Section 02222. 3.04 INSTALLATION - PIPE A. Install pipe, fittings, and accessories in accordance with ASTM C 12, ASTM C 14, ASTM D 2321, or manufacturer's instructions and local requirements. B. Lay pipe to slope gradients noted on Construction Drawings. C. Install pipe on bedding in accordance with Section 02222. D. Refer to Section 02222 for trenching requirements. Do not displace or damage pipe when compacting. E. Refer to Section 02605 for manhole requirements. 02730-3 F. Connect to building sanitary sewer outlet and municipal sewer system as indicated on Construction 10 Drawings. 3.05 INSTALLATION - CLEANOUTS A. Form bottom of excavation clean and smooth to correct elevation. B. Form and place cast -in -place concrete base pad, with provision for sanitary sewer pipe to be installed to proper elevations. 3.06 FIELD QUALITY CONTROL A. Compaction testing will be performed in accordance Section 02222. B. Test sanitary sewer pipe system installed below grade and outside building in accordance with the following procedures: 1. Perform testing of manhole construction, pipe materials, joints, or other materials incorporated into construction of sanitary sewer system to determine leakage and watertightness. In event state or local code requires more stringent test, more stringent test shall take precedence. 2. Manhole Testing: Owner or governing agency shall determine method of testing set forth below. Method selected will be determined by depth of each manhole, groundwater level, concrete honeycombing, or other conditions which make selected test suitable for determining physical condition and watertightness of manhole. a. Manhole Exfiltration Testing: Incoming and outgoing sewer lines shall be plugged and manhole filled with water up to top of poured concrete or above highest precast barrel joint. Manhole fails if water loss exceeds maximum allowable shown below: • Depth of Manhole Maximum Allowable Water Loss 0- 8 -feet 1 -inch over 5 minutes greater than 8 -feet 1/8 gal/vertical ft over 5 minutes 0 b. Manhole Vacuum Testing: Test shall be performed with suitable apparatus made for such purpose and shall draw vacuum of 10 -inches of Mercury (Hg). Test passes if vacuum remains at 10 -inches of Hg or drops to not less than 9 -inches of Hg in 1 minute. 3. Flexible Pipe Deflection Testing: a. Allowable Deflection: Maximum allowable pipe deflection shall not exceed 5 percent of nominal inside diameter. b. Mandrel: Mandrel, go/no-go, device shall be cylindrical in shape and constructed with either 9 or 16 evenly spaced arms or prongs. Mandrels with less arms will be rejected as not sufficiently accurate. Contact length of mandrel's arms shall equal or exceed nominal inside diameter of sewer to be inspected. Critical mandrel dimensions shall carry tolerance of 0.01 -inch maximum. Mandrel and necessary equipment for mandrel test shall be provided by Contractor. c. Procedure: Mandrel shall be hand -pulled through flexible pipe sewer lines no earlier than 30 days after trench has been completely backfilled. Sections of sewer not passing mandrel shall be uncovered and rebedded, rerounded, or replaced to satisfaction of Owner or governing agency. Repaired section shall be retested. 02730-4 C ( d. Mandrel O.D. (outside diameter): Outside diameter of mandrel shall be set according to the following table: Nominal Diameter, inches Mandrel O.D., inches 6 5.40 8 7.12 10 8.87 12 10.55 15 12.89 18 15.30 e. Contractor's Warranty: Owner or governing agency reserves right to mandrel test flexible pipe sewer line before acceptance, and also prior to expiration of first year of operation. If previously accepted line fails mandrel test perforated during first year of operation, defects must be corrected at Contractor's expense. 4. Air Testing of Gravity Sewers: a. Procedure: 1. Plug pipe outlets with suitable test plugs. Brace each plug securely. 2. Pipe air supply to pipeline to be tested in such manner that air supply may be shut off, pressure observed, and air pressure released from pipe without workmen entering manhole. 3. Add air slowly to portion of pipe under test until internal pressure of line is raised to approximately 4 psig, but less than 5 psig. 4. Shut air supply off and allow at least 2 minutes for air pressure to stabilize. 5. When pressure has stabilized and is at or above starting test pressure of 3.5 psi, • start test. 6. Determine time in seconds with stopwatch for pressure to fall 0.5 psig so that pressure at end of time is at or above 3.0 psig. 7. Compare observed time with minimum allowable times in chart below for pass/fail determination. 1 Pipe Diameter (inches) 2 Minimum Time (min: sec.) 3 Length for Minimum Time (feet.) 4 Time for Longer Length (second) SPECIFICATION TIME FOR LENGTH (L) SHOWN (MIN:SEC) 100 ft 150 ft 200 ft 250 ft 300 ft 350 ft 400 ft 450 ft 4 1:53 597 .I90L 1:53 1:53 1:53 1:53 1:53 1:53 1:53 1:53 6 2:50 398 .427L 2:50 2:50 2:50 2:50 2:50 2:50 2:51 3:12 8 3:47 298 .760L 3:47 3:47 3:47 3:47 3:48 4:26 5:04 5:42 10 4:43 239 1.187L 4:43 4:43 4:43 4:57 5:56 6:55 7:54 8:54 12 5:40 199 1.709L 5:40 5:40 5:42 7:08 8:33 9:58 11:24 12:50 15 7:05 159 2.671 L 7:05 7:05 8:54 11:08 13:21 15:35 17:48 20:02 18 8:30 133 3.846L 8:30 9:37 12:49 16:01 19:14 22:26 25:38 28:51 21 9:55 114 5.235L 9:55 13:05 17:27 21:49 26:11 30:32 34:54 39:16 24 11:20 99 6.837L 11:24 17:57 22:48 28:30 34:11 39:53 45:35 51:17 27 12:45 88 8.653L 14:25 21:38 28:51 36:04 43:16 50:30 57:42 66:54 30 14:10 80 10.683L 17:48 26:43 35:37 44:31 53:25 62:19 71:13 80:07 33 15:35 72 12.926E 21:33 32:19 4356 5352 64:38 75:24 86:10 96:57 36 17:00 66 15.384E 25:39 38:28 51:17 64:06 76:55 89:44 102:34 115:2 3 b. Safety Precautions: Low pressure air test may be dangerous to personnel if, through lack of understanding or carelessness, line is overpressurized or plugs are installed improperly. It is extremely important that various plugs be installed so as to prevent the 02730-5 sudden expulsion of poorly inflated plug. As example of hazard, force of 250 -pounds is exerted on an B -inch plug by internal pressure of 5 psi. Observe following safety precautions: 1. No person shall be allowed in manholes during test or when plugged pipe is under pressure. 2. Gauges, air piping manifolds, and valves shall be located at top of ground. 3. Install and brace plugs securely. 4. Do not overpressurize lines. c. Groundwater Elevation: If pipeline to be tested is below groundwater level, starting test pressure shall be increased by 0.433 psi for each foot that the groundwater level is above the invert of sewer pipe. In no case shall starting test pressure exceed 9.0 psig. d. Acceptance of Installation: No gravity sewer or manhole will be accepted that does not comply with minimum requirements of tests described in herein. a. Test Equipment: Necessary equipment to perform air test in accordance with Specifications shall be provided by Contractor. Test gauge shall preferably have incremental division of 0.10 psi and have accuracy of at least 0.04 psi.. In no case shall test gauge be used which has incremental divisions of greater than 0.25 psi. Gauge shall be of sufficient size in order to determine this accuracy. f. Furnish 1 copy of gravity sewer and manhole test results to Owner and governing agency upon completion of gravity sewer system backfilling operations. END OF SECTION 02730 6 02730-6 • SECTION 02846 SIGNAGE PART1 GENERAL 1.01 SECTION INCLUDES A. Installation of traffic control signs. 1.02 RELATED REQUIREMENTS: A. Section 03300 - Cast -In -Place Concrete (See Architectural/Building Specifications) B. US Department of Transportation, Federal Highway Administration's "Manual on Uniform Traffic Control Devices" (MUTCD), latest edition. C. Construction Drawings PART2 PRODUCTS 2.01 SIGNS - MUTCD classification is shown in parentheses A. "STOP" Signs: 30 -inches x 30 -inches, Octagon, white legend and border on red background (R1-1) B. "YIELD" Signs: 36 -inches x 36 -inches x 36 -inches, Triangle, red legend and border band with white interior (RI -2) C. "SPEED LIMIT 15MPH" Signs: 24 -inches x 30 -inches, black legend and border on white background (R2-1) D. "NO RIGHT TURN" (or "NO LEFT TURN") Signs: 24 -inches x 24 -inches, black legend and border, red circle and bar, and white background (R3-1 and R3-2) E. "RIGHT TURN ONLY" (or "LEFT TURN ONLY") Signs: 30 -inches x 36 -inches, black legend and border on white background (R3-5) F. "DO NOT ENTER" Signs: 30 -inches x 30 -inches, white legend, bar, and background and red circle (R5-1) G. "NO TRUCKS" Signs: 24 -inches x 24 -inches, black truck symbol, red circle and bar, on white background (R5-2) H. "ACCESSIBLE PARKING SYMBOL" Signs: 12 -inches x 18 -inches, green legend and border, white symbol on blue box, and white background (R7-8) I. "PED XING" Signs: 30 -inches x 30 -Inches, black legend and border on yellow background (W11A-2) J. Miscellaneous Signs: See Construction Drawings 2.03 POSTS A. "U" channel galvanized steel posts with galvanized sign -mounting hardware for each sign. Posts shall 0 have a weight of 2 -pounds per lineal foot. 02846-1 ART 3 EXECUTION 3.01 INSTALLATION A. Install posts in 18 -inches round x 24 -inches deep concrete foundations. Set posts vertical and plumb with bottom of sign at 6'-5" above finish grade unless otherwise indicated on the Construction Drawings. Mount signs in accordance with manufacturer's instructions. END OF SECTION 02846 40 Appendix A OSHA Safety Requirements For Trench Excavation Federal Register I '-j. -54, No. 209 / Tuesday, October 31, i'/ Rules and r ii t1hI'',1L' 1.N.,$1kP,15T vj: -s .1 • liii Subpart P—Eitcaveedns 1 01926.850 Scope, application, and defnitlons applkable to this subpart. (a) Scope and application, This subpart applies to all open.excavatlona made in the earth's surface.Excavatlona are defined to Include trenches. (b) Definitions applicable to this subpart. Accepted engineering proclass 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 comprised of aluminum hydraulic cylinders (crossbiaces) used in conjunctlan with vertical rails (uprights) orhorizontal 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 abelled shape. 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 lose of soil from under a trench shield or support system, and its sudden movement into the excavation, either by falling or sliding, in sufficient quantity so that it could entrap. bury, or otherwise injure and Immobilize, a person. • Competent person means one who Is capable of identifying existing and predictable hazards in the •surroundings, or working conditions which are unsanitary, hazardous, or dangerous to • employees, and who had authorization to take prompt cdrrective measured to ellminatethem. Cross braces mean the horizontal • members of a sharing system Installed perpendicular to the sides of the excavation, the ends of which bear against either uprights or wales. • Excavation means any min -made cut. cavity, trench, or depression to an earth surface, formed by. earth removal. Faces or sides means the vertical air Inclined earth.sorfaces funned as a result of excavation work. Failure means the breakage, displacement or permanent deformation of a structural member or connection so as to reduce Its structural integrity and its supportive capabilities. Hazardous atmosphere means an atmosphere which by reason of being explosive, Qammable. poisonous, corrosive. oxidizing, Irritating, oXY an deficient toxic, or otherwise harmful, may cause death, Illness, or Injury. Kiakout means the accidental release 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 excavation, or from the collapse of adjacent structures. protective systems include support systems, sloping and benching systems, shield systems, and other systems that provide the necessary 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, registered in any state is deemed to be a "registered professional engineer" within the meaning of this standard when approving designs for "manufactured protective systems" or "tabulated data" to be used In interstate commerce. Sheeting means the meipbere'of a shoring system that retain the earth in position and in tuts 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 progresses. Additionally, shields can be either premanufacturedor job -built In accordancewith 11926.652 (c)(6) or (c)(4). Shields used in trenches are usually referred to as "trench boxes" or "french shields." . Shoring (Sharing system) manna a • structure such as a metal hydraulic, mechanical or timber shoring system that supports the. sides of an excavation and which is'deslgted to'prevent cave• lugs 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 differences in such factors as the soil• type, environmental conditions of exposure, and application of surcharge loads. Stable rock means natural solid mineral 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 excavation is secured against caving -in or movement by rock bolts or by another protective system that has been ' designed.by a registered professional engineer. .Structural ramp means a ramp built of steel or wood, usually used for vehicle, access. Ramps made of soil or rock are not conaidered.etructurel ramps. . Support system means a structure . such as underpinning, bracing, or sharing, which provides support to an adjacent structure, underground ..46960 ' Federal. 'October 51, 1969 fl installation, or the aides of an excavation. .' Tabulated date means tables and charts approved by a registered professional 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 greater than t1}e•width, but the width of a trench (measured at the bottom) Is not greater than 16 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 eidp of the excavation to 16 feet (4.6 m) or less (measured at the bottom of the excavation), the excavation is also, considered to be a. tench,' 'Trench box See "Shield," T ren'ch shield See "Shield." Uprights means the vertical members of a trench shoring system placed to contact'with the earth and usually positioned so that iad)vidgal members do not contact each other. Uprights placed so that individual members are closely spaced in eontaptwith or• , . . Interconnected to eabh other, are often called "sheeting." ' . • Wales means hdrizdntal members of 4 ehorlrtg system placed parafel'to the excevetton face whpse aides bear' against the vertloa}membersof the shoring system or earth.' 01926.651 Genent requlrsments. ' •, . (a) Surface encumbrances, All surface' encnmhranabs'that aredopated so as to create a hazard to nnploy�es shall be removed or supor{ecL as necessary, to safeguard employees..- (b} Undergmundinatalladana:(1) The estimatedlocationofutfity installations, such as sewer, telephone, fuel, electric, water lines, or any other,, underground Installations that reasonably maybe expected to be encountered during excavation work. shall be determined prior to openirig an •excavation. .. (2}Utility companies or'owners shall 'be contacted within established or customary local resporidetimes; advised- bf -the proposed work; and asked to establish the location of the utility underground installation prior to the ' start of actual excavation. When utility companies or ownets.cannot respond to e request to locate underground utility Installations within 24 hours (unless a longer period ie required by state or local law), or cannot establish'the exact location of these installations, the employer may proceed, provided the employer does so with caution, end provided detection equipment or other llbceptable means to locate utility jnstallatioris are used. . (3) When excavation operations approach the estimated location of underground installations, the exact location of the installations shall be determined by safe and acceptable means. (4) While the excavation Is open. underground Installations shall be protected, supported or removed as necessary to safeguard employees. (c) Adcess and ogres: ('1) Structural romps. (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 ahall be designed '. by a competent person qualified in.. structt ial design, and shall be constructed In accordance with the design, .: (it) Ramps and runways coristracted of two or more structural members shall have the structural members connected together to prevent displacement. (iii) Structural members used for lamps and runways shall be of.uniform th(clmeess (Iv) Cleats or other appropriate means used to connect runway s ructural members shall be Attached to the bottom of the.iunway or shall be attached in,a ,manner to prevent tripping. (v) Structural ramps used jn•lieu.of steps shell be provided with cleats or other surface treatments on the top surface to ureveat ellcoino,. . ' H, excavatiops. A stairway, ladder, tamp. or other safe means of egrese,ehall be located In trench excavations that are 4 feet (1.22 m) or more in depth so a to require no more than 25 feet (7.02'm) of lateral travel for employees. ' (d) &ipoaure to vehicular troffib. Employees exposed to public vehicular traffic shall be provided with; and shall wear, warning vests or other suitable garments marlied.with or made of reflectorized or high -visibility material (e) Exposure to falling loads: No . employee shall be permitted underneath loads handled by lifting or digging equipment Employees shall be required 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,aoeordance with 1192&601(b)(e), to provideadequate lrotection for the operator during oading and unloading operations. (f) Warning system for mobile equipment When mobile equipment Is, operated adjacent to an excavation, or when each equipment >e required to approach the -edge of an excavation, and the operator does not have a clear and direct view of tbe, edge of the • ' excavation, a warning system shall be utilized such as barricades, hand or mechanical signals, 'or stop loge. If possible, the grade should be away from the excavation. (g) Hazardous atmospheres --(1) Testing and controls. In addition to the requirements B of this partt (29 forth CFR 1926 80 1926D07d ) to prevent exposure to harmful levels of atmospheric cohteminants and to assure acceptable atmospheric conditions, the following requirements shall applye (I) Where oxygen deficiency .. (atmospheres containing less than 19.5 percent oxygen) or a hazardous - atmosphere exists or could reasonably. be expected to exist, such as In . excavations In landfill areas or excavations in areas where hazardous substances are stored nearby, the. atmospheres In the excavation shall be, tested before employees enter . excavations greater than 4 feet (1.22 m) In depth.. (it)'Adequate precautions shall be . taken to prevent employee exposure to atmospheres containing less. than 19.5 perceht oxygen and other hazardous atmosppheres, These precautions include proving proper respiratory protection or ventilation in'accordance with subparts D and B of this part respectively. .1. '(iii) Adequate precaution shall be• taken such as providing venttiation,.to prevent employee exposure to an, • . atmosphere containing a concentration of a flammeblegas in -excess of 20 - percent of the lower flammable limitof the gee, (1v) When controls are used that. are Intended to reduce the level of atmospheric contaminate to acceptable levels, testing shall' be conducted as often be necessary to ensure that the atmosphere remains safe.. • (2) Emergency rescue equipment (q Emu rescue equipment such as breathing apparatus, a safety harness. and line, or a baekatsbetcher, shall be readily available where hezardmis atmospheric conditions exist or may reasonably 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. confindd 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' 2 64, No.' 209 / Tuesday, October 81, 1— attended at all times while the employee wearing the lifeline to in the excavation. (h) Protection.from hazards associated with with water accumulation. (1J' employees shall not work in. - excavations In which there is accumulated water, or in excavations In which water is accumulating, unless adequate precautions have been taken to protect employees against the - hazards posed by water accumulation. Thd'prooeatioas necessary to protect. 'employees adequately vary with each situation; but could Include special support or shield systems to protect • from cats -ins, Water removal to control the level of accumulating water, or use of a safety harness and lifeline. (2) if water is controlled or prevented' 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. - • (8) If excavation work Interrupts the natural drainage of surface water (such as etresme), diverelon ditches, dikes, or other suitable means'shall be used to prevent surface water from entering the excavation and to protide adequate drainage of the area adjecen( to the 'excavation Excavations subjedt to runoff from heavyrains will require an Inspection by a competent person and. compliance with paragraphs (h)(1) and (h)(2) of this section (I) Stability of adjacent structures: (1) buildings, walls; or other structures is endangered'by excavation operations, support systems such as shoring, bracing, or underpinning shall be provided to ensure the stability of such structures for the p;'otectlon of employees. (2) Excavation below the level of the bass or footing of any foundation or retaining wall that couldbe reasonably expected to pose a hazard to employees shall not be permitted except when: ' (i) A support syetenr, such as, underpinning, to provided to ensure the safetyof employees and the stability of the strotturo; or • (ii)1he'excavation is•in stable rode; or (ill) A registered professional engineer has approved the determination that the structure Is sufiicently removed from the excavation so is to be uneffected.by the excavation activity; or (iv) A registered professional engineer has approved the determination that such ezcavatldn work will not pose a hazard to employees. - ' •. (8) Sidewalks; pavements: and appurtenant atrocture'shall not.be undermined unless a support system or another 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 protection shall be provided to protect employees from loose rock or soil that could pose a hazard by falling or roiling from an excavation face. Such protection shall consist of scaling to remove loose material; installation of protective' barricades at intervals as necessary' on the face to stop end contain falling meteHal; or other means that provide equivslentproteation . -. (2) Employees shall be protected from excavated or other materials or . equipment that could pose a hazard by falling or rolling into excavations, Protection shall be provided by placing and keeping each materials or equipment at least 2 feet (.61 ml from the edge of excavations, or by'the use of retaining devices that are sufficient to prevent materials or equipment from falling or rolling Into excavations, or by a combination of both if pedeesary. • • (k) Inspections. (1) Daily inspection& of excavations, the adjacent areas; and protective systems shall be made by a competent person for'evidence of a situation that could result in possible cave-ins, indications of failure of protective systems, hazardous at Lospberes; or other hazardous conditions. An inepection'shae be conducted bq'the competent' person prior to the start of work and ge needed throughout the sblft3Inepections shall. sled be made after every rainstorm or other'hazard Increasing occturence. These inspection are only required when employee exposure can be • . reasonably anticipated. (2) Where the competent person Reds evidence•of a situation that could result in a possible cave-in; indications of failure of protective systems, hazardous atmospheres, or other hazardous " conditions, exposed employees shall be removed from the hazardous area until the necessity precautions have been' taken to ensure their safety. (1) Fall protection.'(1):Where , employees or equipment are required or permitted to cross over excavations, walkways or bridges with standard guardrails shall be provided.. (2) Adequate barrier physical protection shall be provided at all remotely located excavations. Ali wells, pits, shafts, etc.; shall be barricaded or covered.' Upon completion of exploration and similar operations. temporary wells, pits, shifts, etc., shell be backfilled, 4192&852 Requirements torprotectvvi eyatems.. (a) Protection of employees hr excavations. (1) Bach employee in an excavation a be protected from cave- ins by an adequate protective system 'designed In'accordance with paragraph (b) or (c) of this sectlomexcept wham• (1) Excavations are made entirely in • stable rock; •or (ii) Excavations artless then 6 feet (1.82m) in'depth and examination of the ground by a competent person provides no indicatlort of a potential cave-in. (2)Protective systems shall have the capacity to resist without failure all loads that are Intended or could reasonably be expected to be applied or transmitted to the system.• of eloppffig and benching systems shell be selected and constructed by the employer or his designee and shall be In accordance with the requirements of paragraph (b)(i); or, in the alternative, paragraph (b)(2);' or, In the alternative, paragraph (b)(g), or, in the alternative. paragraph (b)(43, as follows: (1) Option (1) —Allowable configurations and elopes (U. Excavations shall be sloped at an angle not steeper then one andd, one-half horizontal to one vertical (8$ degirees measured from the'horizontel), unless, the employer uses one of the other option )feted below: (ii) Slopes specifiedin paragraph (b)(i)(i) of this section, shall be: excavated to formconfiguratlons that are in accordance with the ,topes shown for Type C soil in Appendix S to this subpart (2) Optioli (2)-Detenrdnatfon of • slopes and conf4umttons using Appendices A and A Maximum allowable slopes, and allowable configurations for sloping and benchng systems, shall be determined In accordance with the conditions and requirements set forth in appendices A and B to,1hie subpart (3) Option (9}Daslgns ustap other tabulated data. (i) Deedgna of sloping or bencbing systems shalibe selected from and be in accordance with tabulated data, such as tables and charts. . (ti) The'tabulateddata shall be in written form and shell include all of the following: • (A) identification of the parameters that affect the selection of a' sloping or benching eyetem drawn from such data; (B),Idegtificatlon of the limits,of use of the data, to include the magnitude and' ,configuration of slopes determined to be safe; 3 0 of.thetabulated system. After thattime thedatamay be stored off the jobsite,'but a copy of the datashall be made available to the Secretary upon request... (4 Option.(4}—Desfgn.byaregistered prof ssianal engineer. S) Sloping and benching systems not utilizing Option (1) or Option (2] or Option (3) under paragraph (b) of'tliis section shall he approved by a registered professional' , In written form particular projsot:•. (B) 7)ie con$gmretlona.that were detenninedtto besafe fbr•thepartfoular project: end • . ..t . (C) Tha identitt o€ the reglstire& professional engineer app gthe' desl�, • .. ., (iii) At leastond oep7of thS•desfgn shall be mafatafhed atthejolmita while the slops iabefnpcoa'samct&&After that time thadeelrneedtnotbe atthe in determined In accordance with the . - conditions said requlrementa sat forth th appendices A and a to this subpart. Designs for aluminum hydrbulia shoring shpll be; in. accordance withparag'aph (c)(2) of thia spcti'on, but if meaufactdrer'a tabulated data cannot be utilized design. ahell'be In accordance with appepdix D. . (2)Qptian (2 —Designs Using Design of support systems, shield'.. systems, orbtber protective systems t)tatare dthwn from manufactmer's- tabulated dhta :hall be in eccor'danee with all speciffeetions, : • , recommendations, an84limitetions. , 1s4Yed:gr made by the manufacturer. . recommendations, and limitations issued or made by the manufacturer shall only be allowed after the manufacturer issues specific written approvaL • (iii) Manufacturer's specifications, recommendations, and limitations, and manufacturer's approval to dev1 to from the specifications, recommendations, and limitations shall be in written form at the jobaite during construction of the protective.system. After that time this data maybe stoked off the fobsite, but a copy •shall be made available to the Secretary upon reqyuest (a) Optloa (9) —Designs using other tabufoted.datam (I) Designs of support systems, shield'systeme, or other • protective, systems'shall.bo selected from andbe in accordance with tabulated data, such as tables and. charts. '(if) The'tabul'ated data ehall.be In written form and Include all of the followlngL (A) IdentifibailoA of the parameters: that affect the selection of a protective system drawnfrom.such data; ' ' (B) Identifcatfan ofthe limits of use of the data; ,. • (cjRxplanatoryInformation as may . be necessarg to aid the user In making a correct selection of a protective system from the data. ' • (fir) At least one copy of the tabulated data, which idenliiiea the registered professional engineer who approved the data, shall be maintained at the jobAfte during cots)enction of the prtteetfve system.-Aftex.that time- the data may be.. stored off thejobsite.but a copy of the data'ehall be made available.to the (4) Option (4}=Design by a registered profesaibnal engineer: (i) Support systems, shield systems, and other ptotective systems not utilizing Option 1, Option 2 or Options, above, shall be approved by a registered professional Designs.shall be in written. form. - halleincludethe following: A plan bdieatfng the sizes, types, - onfguratlons of the materials to be h themmotectve svatem: and .[B) The identity of the registered professional engineer approviu&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 jobette, but a copy of the .design shall be made available to the Secretary upon request . (d) Materials and equipment. (1) Mated ale. and.equipment used for protective sysfems shall be free from their proper function • (2) Manufactured.materlals end equipment used for protective systems shall be used and maintained In a manner that is consistent with the recommendations otthe manufacturer, and In a manner that will prevent employee exposure to hazarda.' . . (3) When material or equipment that Is used'for protective systems is damaged, a competent person shall examine the material or equipment and• evaluate Its suitability for contlnueduae, lithe 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: registered professional engineer before. being returned to service. (a) Installation and removal of support -(1) General. (1) Members of support systems shall be securely connected together tooprevent sliding: falling, ldckouts, or other predictable failure.. • (iij.Supportaysteme shall be installed and'removed hr a mamnerthat protects employees from bave-its, structuralr collapses, or from being strµck by members of the support system. (III) Individual, members of support systems shall tot be subjected to loads exceeding those which those memberee were de'Agned to withstand: (iv).Beforetemporary removal of individual members begins,' additional precautions shall be taken to ensure the safety of employees, such as installing other stiucbral'membere to carry the; loads imposed on the eupport.syetem (v).Removal. shall begin at, and progress from, the bottom of the excavation: Members shall be released slowly so as to note any Indication of possible failure of the remaining ' members of the structure or possible cave -In of the sides of the excavation. • (vi) Backfilling shall progress together with the removal:of support systems - from excavations. (2)Additionofrequfrements for support systems for trench excavations. (I)Excavatlon 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'resiiot the forces calculated for the falldepth of the trench, and there are no Indications' while'the trench is open of aposbiblb loss of soil from behind or below the bottom of the. support system. 4 Federal Register / t@4, No. 209 / Tuesday, October 81, 198k Rules and - [� th Installation of a support system shall be closely coordinated withe 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 emnlovaes excent.when emplovees at rolling, or eliding material or equipment (g] Shield systems (1) General. (1) 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.. (tit) Employees shall be protected from the hazard of cave-ins when entering or exiting the areas protected by shields. (iv) Employees shall not be allowed in shields when shields are being installed, • removed, or moved vertically. (2) Additional requirement for shield syetepfs used in henah.excdvaHone. Excavations of earth material to•a level not greater than 2 feet (.61 m) below the bdt.oiilylfthe.shleldls deslned to nslstthe forces calculated for the full dep'th of the trench, and there are no lndlcaflons-whilethefre�chlsopenol possible lose Of soil from beMnd or below the bottom of the'ehield. Apperidiz A to Subpart P So%l ClapstflcoYon_ . ` . tin) Scope and appLoiiom—(1) Scopes This appendix describes a mgthod of alauifying soil and rock deposits based on site and environmental conditions, and an the structure and c omposltion of the earth deposits: The appendix contains definitions, sets forth requirements, and describes acceptable visual and manual taste for use in clauiMnR soils.. • (2) AfiJ21100UOS This appendix applies twhan a sl0Pin2 or bear duo evatem Is heats setforth In 1192a652(b)(2) as a and of protection for employees from ' �-tns: This appendix also applies wheh or sharing for excavations Is designed as: ithodof ptotection.trem cave -foe In. rdance with appendix C to•subpart P of 1978, and when aluminum hydraulic ing is designed In accordance with mdlx D. This Appendix also applies if r protective system. are designed and rted far use fiam data prepared in. irdsmm with the requirements set foftb In system set forth In this apppendix. (b) Definillona The d3 lions and • examples given below are liasedroe, In whole or In part the followhrg: AmedcanSociety for Testing Materials (ASTM) Stand and D248fGThe Unified Soils Ch System, The U.S. Department of Bureau of Standards Report -- -Cemented soil means a soil in which the • particles are held together by a chemical agent. such as calcium carbonate, such that a hand -etas sample cannot be crushed into powder or Individual soil particles by finger, ve soil means clay (fine grained . oil with a high clay content which doe strength. Cohesive moil does not can be excavated with vertical is, and is plastic when moist Boil is hard to break up when dry; soils Include clayey silt clay and organic clay. that does not exhibit 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 oraoks, such as tenelart •. crete,fn as exposed surface. Granular sell means gravel,'sand, or silt. content Granular soil has no cohesive strength. Some moist granular wile exhibit apparent cohesion. Granular soil cannot be molded when moist and mumbles easily when dry. Layered system means two or more distinctly different soil or rock types arranged in layers. Micaceous seams or weakened planes hi rock or .bale are coriAldered Moas sail means a condition In whicka coil looks and feels damp. Moist cohesive soil can easily be shaped into a bell and rolled into small diameter threads before cn cabling. Moistgranuler soil that contains -some cohesive material will exhibit stone of 'Plasdo manna a property of a• soil which allows the soil to be deformed or molded without cracking, or appreciable volume SaIumtedsoil means a soil in which the voids are filled with water. Saturation does not require flow. Saturation, or near is necessaryforthe properuse of the pinch as a pocket Penetrometer or. In k asses, silty clay loam and Bandy Clay loam. Cemented sols'such as caliche and hardpan are also considered Type A. However, no soil toType AIt (I) The soil to fissured; or '(fl) The soil Is subject to vibration from heavy traffic, pile driving, or etmnar effects; or (w) The soil has Veenpreviouslly disturbed; or (Iv) The Boll is part of a sloped, layered system wkere the lay dip into the excavation on a slope four horizontal to one vertical (41f.1V) or greater, or (v) The materlal'ls subject to other factors that would require it to be classified as a less stable material TYPe B mesas: (I) Caheelve sell with an unconfined - compressive strength greater than 0.e tell (48 kPa) but lase than 1.e trot (144 kPe); or • (a) Granular cohesfonless soils Including: angular gravel {similar to crushed rock), silt, silt loam, sandy loam and. In some cases, silty clay loam and -sandy clay loam: (tit) Previously disturbed soils except those which wduld otherwise be classed an Type C soft 1 (1v)Soil thatmeete the uncmtdCed' compressive strength oro®entation requirement@ for Type A, but is fissured or subject to vibrafloo; or • (v) Dry rock that Is not stable; or (vi) Material that is part of a sloped, layered system where the layere dip into the excavation One slope leer eteep'than four horizontal to one vetticef.(4HbV), batpnbj If the material would otharwlsa�be claeefied as Typo Gmeans' (l)Cohesive soil with an unconfined campisslve. strength of 0 g tot (48 kPa) or. less; or d . (II) Grander soils including gravel, send, and loamy sand; or . (tit) Submerged ioil or son from which' water is• freely seedum or t, for the . ad tans I `Cis Thtl caEagarles are determined based on an. analysis of the properties and performance characteristics of f the deposits andlhe environmental conditions of exposure.' Stable rock means natural soRd mineral matter that can be excavated with vertical sides and remain Intact while exposed.. • Submerged soil means moil which is underwater or Is free seeping. • Type A means cohesive soils with an unconfined compressive strength of 1.e ton per square fact (toil (144 kPa) orgreater. Examples of cohesive soils are: clay;silty - day, sandy day, day loam ands In same Submerged rock that Is not stable. or Material In a doped. layered system i the layers dip into the excavation or a of four horizootal'to one vertical l)or steeper. antfiaed compressive strength means ad per unit area at which a soil will fad. apreseion. It can be determined by ' story Lasing, or estimated intbeteld a pocketpenelramater, by thumb cock robe%, amt other methods. t soil mess moil that contain lcantly more moisture than moist and, i. such.a range'of values that cohesive tai will ilap it begigto Sow when led. Granular materiel that would It cohesive properties when moist will hose cohesive properties when wet Requirements- (1) CJdssfcaUca of loll oak deppdb. Each soil and tuck deposit be classified by a competent person at@. a Rock, Type A. 7`ype ]l orType C in dance with the definitions set forth In based on at least o shed be made it one visual and such analyses No. 209 / October 81, 1989/ Rules and 6 0 shall be conducted by a competent person using tests described'in parapaph (d below, or in other recognized methods of soil classification and testing such as those adopted by the America Society for Testing Materials, or the U.S. _Department of ' as r way, d.as•necnsary to reflect the lruumstancea. retails visual and annual tests. — tests. Visual amtysis fs oondgnted ae:gaantadve mfarmatlan the excavation site In general. the sat to the excavation, the soil ie sides of the openexcavatlon,and Van as samplegfrom excavated. eve samples of son that are composed primarily of coarseretned sand orgravel,ugnnularmaterfat .(it) Observe Boll as It Is excavated, Boll that remains In clumps when excavated is cohesive. Bog that breaks bpepslly and does not stay'In clomps to (if) Observe the ei poi the opened exoavatlod and the surface gres adjacent to the excavation. Ctun •Iiks openhlge such as ........... ....... (vltbbserva.Ihe area adjacent to the excavalon-nod the sides of the opened excavation lotevidepoe of surface water, water seeping 6mn.theeldea of.tho excavadon,.ortha location oithd level of the water table. (vii) Observe the areh.adfaoeatto the exdavatlon and the area thin the excavation far sources of vibration that may affect thestability of the excavatlon face, (2) Manual tests. Manual analysts of soil replan L conducted to determine iantitativd as well as qualitative propertlei soil and to provide more &formation In (t) Plastldty. Mold a siolst or wet sample of soil into a ball and attempt to roll It Into threads as thin as W -inch In diameter. Cohesive material can be successfully rolled Into threads•wltbout crumbling. Par Sample, ff at least a two Inch (60 mm) length of i4 - Inch thread can be held on one end without tearing, thesoli cohesive.. (If) Dry strength If the call is dry and crumbles on Its own or with moderate. pressure 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 smaltr; ' clumps.•but the smaller dumps can only be broken up with difficulty, R maybe clay In. any combination with gravel send or silt if the dry soil break& Into dumps which do not break up Into emeB clumps and which can only be.brokan with difficulty, and there Is no visual Indication the spit in llumad,.the son may be,consideied unfiesure& (111) Thumb penetration The thumb oenlratlan test can be bssd to sstlmate the sons. (This testis based art the thumb. penetration tastdasoribed In American. Society for Testing andMaterlals(AB'lM) Standard designation D2469, -"Standard Recommended Practice for Description of Boils (Visual --Manual Procedure).") Type A voile with an unaonfaed.00mpresalve - : strength of La tai can be readily indented by the thumbs however, they can be penetrated by the thumb only with very great effort Type C sallewlth en unconfined compressive strength'of 0.8W can be easily penetrated several fpchoe by the thumb, and can be. molded by light Roger pressure. This test should be conducted on an undisturbed sot sample, such as a large clump of spoil, as . soon as practicable.aftei excavatlon.to keep to a mfmtnum the effects of exposure to drying Influences. If the excavatloq.ls later exposedto wetting Influences (rein, flooding), theWheaafcatloa of the soil must be changed e000rdIng( y (lv),other�itrergth teste-EetimatBi of. unconfined o'oommppresidve strength of soils can also be obtained -by nab of a pocket. penetrometer or by using.a hand -operated shearvane. (v) Dryhtg test The basic purpwe of the. drying test Is to differentiate between cohesive material with flesures:unfiseured cohesive matarliil, and' granular. material. The procedure for the drying test Involves drying a sample of .611 that Is approximately one Inch thick (264 am) and six Inches (16.24 cm) In diameter until It is thoroughly dry: (A) It the sample develops clacks silt drles..slgnifcant iuures.are indicated. (B) Samples that drywlthout cracking are to be broken by hand. If consIdarable,force is necessary to break a sample, the son has n grasnaar material, To distinguish between the two, pulverize the dried dumps oithe sample by hand or by stepping on them, If the clumps do not pulverize easily, the materlalls ., •cohesive with fissures. If they pulverize easily into very small fragments, the material is granular. Appendix B to Subpart P Sloping and Benching (a) Scope and applitatlon. This appendix contains speclfoatlonq for sloping and benchingwhen used as methods of protecting emplgyees working in excavations fromcave- ins. The requirements of this appepdix apply when the design of sloping and bendilng protective,Byatems Iota be performed In. .' accordance with the requlrementt set forth In. k11929.962(b)(2)• (b) Defirdtions Actual slaps mean the slope to which•an excavation face Is excavated. Distress means that the soil is in a condition where a cave-in Is fmmtneat or Is. likely to occur. Dlatrees I. evidenced by such phenomena as the development bf fissures In the face of or adjacent to an open excavation the subsidence of the edge of an excavation the slumping of material from the face or the bulging or heaving of material from1he bottom of an excavation the opening of material from the face of an. excavaion. and raveling, Le., aural• amounts of material such es pebbles urllttle dump. of malarial the excavation. Maklmum.allowable alopemeans the steepest incline of an excavatlonface that Is acceptable for the.most favorable site conditions as protection aaninst cave-tneand is expressed as the ratio of horizontal distance to vertical rise (HA'). Shoji term exposure mean a period of time less than or equal to 24 hours that an excavation is open. (b) Requtrements-{S) Soil classification. Soil and -rock deposits shall be classified id accordance with appendix A to subpart P of part 1920.. . (2) Maximum allowable slope. The maximum allowable slope for a soil or rock deposit shall be determined from Table B-1 of this appendix. • (3) Actual elope.' (1) The actual slope shall 'not. be steeper than the maximum allowable (1f) The actual slope shall be less steep than.the maximum. allowable slope, when there are signs of distress. If that sibmtlon occurt the skip. shall bis cut back to an actual slope which Is at least 34 horizontal' to one vmtical (%4H:1V) less steep than the maximum allowable slope. (fg) When surcharge loads from stored material or equipment operating equipment or traffic are present a competent person . a -must be reduced -below the . - dlowable sl1ooppe, and shall assure Bducelon to acbleved.Surcherge adjacent structures eha9'be n accordance with ,l9ySB61(Q: yuraiions Cbafguratlnns of l beaching systems shall be in r with Figure B -L 6 • TABLE B-1 MAXIMUM ALLOWABLE SLOPES SOIL OR ROCK. TYPE MAXIMUM ALLOWABLE SLOPPES(H V)Chl FOR EXCAVATIONS LESS THAN 20 FEET STABLE ROCK VERTICAL (9O0 TYPE. A •121 3/4:1 .(53r) TYPE B TYPE C 111 (34) NOTES: 1. Numbers•shown in parentheses next to maximum allowable slopes are angles expressed in degrees from the hdrizbntal. Angles have been rounded off. 2. A short-term maximum allowable slope of 1/21111V (63°) is allowed in excavations in Type A soil that are 12 feet (3.67 m) or less in depth.. Short-term maximumallowable slopes for excavations greater than 12 feet.(3.67 m) in depth shall be 3/411:1V (53°). 3. Sloping or benching for excavations greater than 20 feet deep shall be designed by a registered professional engineer. fgure X. Slope Configuratioaa (All elopes stated below are in the horizontal to vertical ratio) B-1.1 ExcavatIons made 6r Type A soil. 1: All simple slope excavation 20 feet or less in depth shell have a maximum allowable elope of %:L 20' Max. • 3/4 Simple Slope —General Excepbom Simple elope excavations which are open 24 hours or less (short term) and which are 12 feet or lea in depth shall have a •maximum allowable slope of %3. 7 Vol. 54, No. 209 October sir 1989.1 Rules and 4 1/2 Simple Slope —Short Term 2. All benched excavations 20 feet or less in depth shall have a maximum allowable slope of Y+ to I and maximum bench dimensions as follows+ ' 20'.Max. 4' Simple Bencb. 20' Max. 5' Max. 4' Max. r I I I I •I 1 I 314 • Multiple Bench L All excavations a feet or. less to depth wbich have unsupported vertically sided lower portion$ shall have a maximum vertical aide of e% feet [I 54 • No. •I L/(l. 8' Max. 3/4 I3§' Max. Unsupported Vertically Sided Lower Portion —Maximum 8 Feet ln•Depth All excavations more than a feet but not more than 12 feet in depth which unsupported vertically Bided lower portions shall, have a maximum allowable slope of 1:1 and a maximum vertical side of 6% feet 6 • • Unsupported Vertically Sided Lower Portion—Ma:dmum 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 ma dmum allowable slope of X4:1. The support or shield system must extend at least 16 inches above the top of the vertical side. Lupport or sh+eld system 20' Max, • 18" Min, • Total height of vertical side Suported or Shielded Vertically Sided Lower Portion 4. All other simple slope, compound slope, and vertically aided lower portion excavatisce shalt be in accordance with the otho, options permitted under 0 192&652(b). ' B-12 Excavations Made in Type B Sall 1. All simple slope excavations 20 feet or lees in depth shall have'a maximum allowable elope of.i:i. 9 46968 .: Fedefal Register• f•VoL S4'No.r2091t1•15tesday.•October 3I. 1869 i•Rulhe and v • Simple Slope 2. All benched excavations 20 'feet or less In depth shall. have •a maximum allowable slope of t.1 and maximum bench dimensions as follows: This bench allowed in cohesive soil only. 201 Max A 1 4� i Max S i This bench ,Unwed in cohesive soil onl__j- 20' Max. I i� ' Al S. 4 4 i . • .>xa 1 4' i ax.. a' i Multiple Bench S. All excavations 20 feet or less in depth whiob have vertically aided lower portions shall be shielded or supported to a height at least 18 L'ches above the top of (ha vertical side. All such excavations shall have a maxmum allowable slope of 1:11' 10 :Odtober 3'l,: 1989: /4iilba • and Support or shield system I •• 1::. Al. 20' Max. I 1' •_____— 8" Min.• . Total height of vertical side' Vertically Sided Lower Portion 4. All other sloped excavations shall be in accordance with the other options permitted In 1192&e82(b): • B -La Excavations Made in Type C Soil 1. All -simple slope excavations 20 feet or less indepth shall have a maximum allowable slope of 1341. simple slope 2. All excavations 20 feet or lass In depth which have vertically sided lower.portions shall be shielded or supported to a helgbl'at least 18 inches above the top of the vertical aide. All such excavations shall have a maximum allowable' slope of 1%1. Supoort or 20' Max. shield system l 18" "tin. height of vertical. side Verl(cel'Sided Lower Portion & AL other eloped excavations shall be in.accordance with the other options permitted in 4192e.652(b). • B is Excavations Made In Layered Soils 1. Ali excavations 20 feet or less in depth made In layered soils shall have a maximum allowable slope for each layer as set forth below. 11 jlas / vbt'sflzQ. tg / cedar; Ociober 9i, t d: ltegulaiidna • B OVM;RA C OVER d 12 C OVER A C � 1 1¼ A 3/4 31,1989 4597' r A OVER B A OVERC B OVER C 2. All other eloped excavations shall be in accordance with the other options permitted in 4 192&952(b). Appendix C to Subpart P feet (&1 m) In depth. This appendix must be systems must be designed in accordance with used sh the requirements set forth In 4192&FlR2(b) 7Ymber Shoring for Trenchaa protectin ve systems is to e In p Y performed and I 192&952(4 (a) Scope. This appendix contains accordance with 1192&652(c)(1). OtherSoil tihydraulic ; other systems (b) Classification. In order to use the data presented In this appendb,. the soil typ mformatloa that can be used timber shoring provided are a method of protection om20 of supportrtndob hyotectiv and tampnsumailoh sup ort sshoruch as otherisuch syas or es In which the excavation le made cave-ins In trenches that do not exceed 20 • c n h n d bd . and as sloping, benchlag, e6leldiug, freezing g, shieldinveg, must first be determined using the soil 13 208 f tueaday, •October at 6 LJ • M d forme as abider form and Tables ii. Julin, v:.l, 1 A. All 1 1 , 1 .., TI 1 'k1}' »I.:1, 1.1 1 -userthe fledbllity to select ham among' • several acceptable configurations of members baeetj•mf wsying the horzontal spacing of the croasbracetStablp rock Is exempt from. shoring tequlremente and therefore, no data are presented for this condition. . j2jfafa attonconderHtngthabasieofthe, tabular data and the limitatlonr of the data Is • presented is p" •aph (d) of this appdndirt, • and on the tables themselves, • (9J litformbdon mcplalning the use of the • tabular tale presented bs paragraph (e) of "idle appendix. (4) fntbmatlon illnstratlag the use of the tabulardata lettesented In pmagraph (n of this appl • (a)Mlioelanequa notatlonaregarding. • Tables Cali through C -L8 and -Tables G -ti. through C-23 are presented 1n paragraph (g) command specific sizes sizes pie based on an egnlred for use by developed to apply to the, sitpations that are most cdmtaddly experienced In current trehobinapractice. Shoring systems foruse in situations that are not covered by the data in this appendix must be designed as specified in 1192&652(c). . (it) When any of the.followina conditions' weigh 121exrrss ofthe load imposed by a- two -foot soil aercbarge. The term "adjacent" es used'here means the area within a horizontal distance from the edge o(the' trench equal to the depth of the -trench. (B) When vertlealloads Imposed on cross braces exceed a 240•pomud gravity load distributed on a one -foot section of the center of the croeabrace. • (C) When surcharge loads are prdsent from equipment weighing in excess of 20,000 pounds, • (D) When only the-lowar portion of e - bench L shored and the iemaining portion of • the trench (s eloped or benched unless: The sipped portico Is eloped at auangle lase steep then three horizontal to one veflloud; ar, the members are at ectbd boor the tables for nee et q depth which S determined from the top - of the overall tteaeh, end net from the toe of (a) Use of 7bbles. The members of the: shoring system thatan to be selected using, this laformadop ire the crow braces, the uprights, and the wales, where wales are required Minimum sizes of members are eclfed for use in different types of soil • Theta are six tables of information. Iwo for eachsoiltype.Thesoiltypemuatfir,tbe • . ileterfnlneMie accordance with the sell classification system described In appendix A to subpart P of part 192& Using the appropriata•table, the selection of the size • and spacing of the members.to then made. 71 ,1 :•11 1 . ssppactng.of the crosebraces,fnatances where a choice of hodwntal•spealeg of muasbracing Is avellabl6, the horizontal spacing of the groasbraces must be -chosen by the near befgre the die of any member can be determined When the soil type. the width and depth of the bench, and the horizontal spactng,of the crosebraces an known, the the size and vertical spacing of the wales, and the arse and horizontal spacing of the uprights can be read from the appropriate table. (f) Exwnples.to Elusirote the Use of Tables 0-E1 through O-1.& • ' (1)Example1, A trench dug In Type A soil 1. 13 feet deep and five feral wlda. thaw Table O-7.1, for acceptable arrangements of limber can be used. Arrangement #1 • Space 4X4-etossbracas at six feet horizontally and fonfast vertically. Wales are not required. Space 8X8 uprights at six feet horizontally. This arrangement is commonly celled "skip 'shoring." Aimngnment *2 Space x8 crosebraces at eight feet bo drontally and four fast vertically. Space 0X8'walee'at four feet vertically, ,Space axe pprighls at four feet liorizontally. Arangemenr fl Space axe crosabraces atib feet horizontally and four feet vertically. Spacq 8X111 wales at four feat vertically. )C! at five fept uunwuwuy, 'Aranyement #4 . Space exenrossbraces atl2)eet horizgntally and four feet vertlr$lly. Space f0XtO wales at four•foot vertically.. • Spaces 8X8 uprights at six fe¢t horizontally, (2) Example & A trench dug in Type B soil1n,18 feet deep. aid five feel wide, From Table• "I —i2 three.' acceptable arrangementtof megtbere are. '. listed Arna{gemept #1 Spate axe crosebracee at sjx feet horizontally and five feet vertically, Space 8XBwaleb at five feetyertically, Space 2xeuprlgbte at two feet horizontally,. Arrangement #2 Specs axe crosshraces at eight feet hortsontally.andfive feet vertically. Space lox to wales at five feet vertically. Space 2X6 uprights al two feet. horizoctelly, 'Arrangement #3 • Space:8xa crossbraces at 10 test horizontally and five feet vertically. Space 10X12 wales at five feet vertically: Space 2X6 uprights at two feet vertically; (8) &nmpla & • ' A trench dug In Type -C soitis]a fast'deep and five feet wide.. • .Pram Table C-1.8 two acceptable arrangements of members can -be used: Arangement #1' Space BXB croeabraces at six feael horizontally and -five feet vertleellyr. Space 10X12 wales at five feet •vertically. Position 2X0 uprights as closely together as possible. If water must be retained use special '• tongue and groove uprights to form tight sheeting) Arangement #2 Spade AX10 crossbraces at eight feet horizontally and five feet vertically. Space 12X12 wales at five feet vertically. Position 2X6 uprights In a dose sheeting configuration unless water pressure must be restated light sheeting must bepsbdwhere water must be retained, (4)ExampleA. Atriench.dug In Type C soil Is$feet deep and'11 feet wide. The size and waging of members for the eectlon bf trench that Is over 18 feet In depth to determined uslnj Table C- ie. Only one arrangement of members is provided. Space 8Xlacrosabraces at six filet horizontally and five feet vertically, •. Space 12X 12 wales at five feet vertically. Use axe tight sheeting, .• Use of Tables C-2.1 through C -2.,l would follow the same pproeeduas (g) Nota fez di l'abiei • L Member size• at spacings other than Indicatadiire lobe determdned as specified in 11928.052(c), "Design of protective Systems. I 6 0 exceed 42 Inches lr(udeilL are it are Installed ut the toe of the 2. When conditions are saturated or . submerged 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 sheetpfing, or similar construction that when driven or placed In position provide a tight wall to resist the lateral pressure of water and to prevent the lose of baakfllmateript Con Sheeting refers ta;he placement of planks side -by -aide allowing as•bttle spaceas possible between them. & All spacing indicated is measured center to center. 4. Wales to be Installed -with greater dimension horizontal. Lit 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 mudslll shell be used. Wham uprights are embedded, the vertical distance from the center of the lowest crombrace to the bottom of the trench shall not exceed 88 Inches. When mu'' and used the vertical distance. 15 & Trench Jacks may be used in lien of or In combination with timber crosabraceb. 7. Placement cf mossbraces. When the vertical spacing of aoeebraces Is four feet, place the top mosebrace no more than two feet below the top of the- trench. When the vertical spacing of mcsdbrame tefive fbec piece the top crossbrace no more than 2.2 feet below the top of the french aitLNa cone aeieasaa. 45974 Federal Register / Vol.oe 209 / Tuesday, October 81,'1989 M N ^ W L x a LU w L Lu W N ~ - 6 '+ Z + J S 2 ••� E I. • CD m• H DC V N G a N F-- X X Z of O N • H = W X W W LL X a N Q g' M to X e°t X M ♦n m cmF. •v a a v \ a C. Istpfl— N N w H H 4 O X X X X Nv Op Z m O tD m m Sy ..,0 (..-. IC W QLL (/1 ' a q' a a a a a • d '. to w to to to m m m m . to x x .x x x x x x x x 6 to. to to to t0 to to tO m taj F. x to x to x x 'x co m• tW+t dN x dco to to to • to to to ' to t0 m • Limo CO 1- to to to to to to tO to to m z 9t x x D.C x x x at D.C. x x x x a •V a .'O a .tp IC. to to to m F - W o O ~ 'a x co O t0 X X X x X X x a a v C a v v to ' to. to m m v H C F- •r to a to to to io to m m d• x x D.C •x x x x x 'x x x x n. Ca <i a a to to to to m m H C6 w N Z • F- O O O O O O O O O O O O• -4'4W F- H F- F- F- F- F- F- F- F- H F - C U W to m C N lD m a N t0 m a N w O Q LL a 6 a 6 H O. a Car -4O. a a 6 H W > > > > > > > > > > > > N W V F W O a O Z W N O a O O in C N O O ? N F• H- /"• •1 H H NO C LL . '---a 16 v o. D. L no v - O C W C N+3 IA4J N N d a N CM. n>1 C,ro L Y w d Of CiJ Y N 0 c ad b t -C..- 'Jr O• 3 v Co a N L C E WE f. v. O Nib OO m v w x c S Y Rules fl 1 P7 th M ' F • `D WWW`•i p�� P {n�7 p3 a N Dd PC � rKl N N y �D if e�i C MXY CZ9 HII Fn V1 . Y1 RW W6 Pw7 y v W A O 0� Cl 0 N N v 10 �0 pa d� O p� bb C 03 � CO p _�� O N N,' V1 VI N N VI h h V'1 w V F, WWv y . • pppQ y opp� �Fp� p.Q O 10 10 •OQ_ aO 00 b 10 Ltl U p C F ,poi �pO� %%0C �D 0000 00. 00 • W• O • O �O �O ,D •t 00• .00 ... N • z. F H H .•) JNd1••I W oaq D. •p.ko H .. H .d H d H o' w H u a° u v a pp� p.o o y a O p� �J P..d 410 y U) O . O y .7 ,7 ,r7 Zr ,7 N 0 VI O o O O 1.1 v1' O O ..I F N p F+ ,V F+ V 17 'Rules and r 1— • w I W 7 N {W� v x 0 FN+ a N w F+ .I M. .00 • I ON U N •{y • G • m fq mp t7 • W x .n .n in • ' ,n .. ,t,.. c2�t • HN _ 1 �.N�� . � 'fie . ��-� •• • • N 06 cD. •06 O 0 C6 N 0 - a • 0 CfO 0 — w • —. • - - FPJI • yy��i � - •D cc O N •%D c0 CI WW.N .O y d y• p�O� . N .7C rW v P. P dO NZ p.. W 00 N O d O -0�1.0 P O .W v) P La 0 z N 7+ N W O W• 9 Co. O n .�-. .�•. • •0. r October si;1989•/ IZtile8 and g9�. I od U)' - fl A u, a N 44 .{q N 0 -+ l •1• N � a a H y L y o y • • o• 0. • H v v v y M' - V N N • $ • . • y U zz� 'C O O H H OP OS 00' {mms] V D.y 7. a 7+N cd •t •� x� 4 d O' @ d .t .t • 41 J.,v iY O 0 N 0 w a0 v . o y ... oo ... . a Z a• aua m o o ao . C• 7 U o a w v v a 'a v .4 i4fZ o w v .,moo N r NN fit pQ pQ p� M. p� (0 pQ Kl .Ft .5 '0 '0 ,O ,0 '0 0 DEC p4 bC CC CC DC C7 y Ca G .t v .,D .t ,O ,O '.O '.0 ,O '0 ,O fit v `.fi P4 N • py .Ft .DlY r .Ft g 'Q Q %0 ,O d 'O tiD 'O ,D ,O 4 Dl 0. Q -t Dl ' p,� • -t ti N pp pp oo.N1 F QQ..4 pp ppb F' QUO pp�O pp�6 .[[...•-, F H F F .F F H F H H. {N{ O ,D a0C Co 0 N ,O c0 O N 6 W { WpN yy'o ,W y ` U '.P4O ,n 0 O H po .r H N 5 N � ..r a � e ,• 19 Federal Register / V0L 64; No. 209 / •15ieaday, Octobef3l; iSO 4 • N 'D %. ,v N 1:v [Fp7 N p0 W M1 - CO CO NM • Id WWWW •t .fl -t N i1 v ' ' • #• w q • °�°n ea n a a v g u • 3 4 to 00 N . ' H v1 ' u1 41 WI 'V1 N L U N PL L W •y +F1.1 W d L •N ." la ii N A CO a0 CO • .I4 • - .N-� prNQi. O Io' 0) x b , CO coo CO 44 o X CO . 0 N d r+ A A U O.,(.-. OUgNp .. 'L +. N U t•1 V1 ul V1 v1 v1 V1. U, In WI • L m py v<y1W Lou i x d .yU v :A p�• V1 •D 'O CO CO CO' CO CO CO CO L' 2 Q W~ 0 b 9 '0 CO CO CO co W Cl Cd A A O p• pC y, V • p�pC •XO 44 44 .. O W 06 L i [O '�",• µyyd wp. 'o 'o 'a 'a Co CO CO CO CO v w W D X X % % % D O CO i+ a O �� . Cl) 'a X % % X k CO % X' K x .,-I . 4 v •o •0 'aA . b 00 N 9 'O J •O b •O •O CO CO CO CO CO '1 4 X N X x x X X x X w 7 v v v .o w •o •o it m ..4 u rn u N�U -. F O. O O oo O p pp F '-i u:3 [[rr H F -+ F H E+ '- F H H l �+ O Oo 0 FM t~.7 W it OD O Cl. CO'O . 0 01 •p CO O 01 Pd 0. py Z o C 1 w yU F, N W O W 47 'n O O O p i/1 u1 O . C.4 G FP+i v F -I •.� F - - F . N' O 20 Federal Regtet'er / VoL'64; No. 208•/ Tuesday, Qototer 81, 1989 /Rules and Regulation w• H II'1 _ _* W"7 V • O � wy •n h6 p O 6 a _ _ N .., • r-. y d N O' a0 WpQ� a0 GCE 1 �••� 0 �' -� aNG a6 W t6 a6 . PPSs p �C p� 0x 0 tj U� O •m 9 A F W O p . D pC DO O b •O �pO� •O, p 0p0� �u yy per,• .O •0 2�6 atl .-, W :Lz N 13 F F H ••+ ,g. •' •� •'+ ?. 7 W 8 ' PS V .O a7 d d ,O d d d O 8 •O Q ww pp..' Ni!eYNiJ"0dN v 7 P a t �Z N Z P' ,wfjj_ v F • F • 21 Vol 64,No. 209 / Tuesday, October 31, I 4 Appendix D to $ubpt(rt P Aluminum Hydraulic Shams for 'Trenches'. . at -can be used when aluminum. lug is,providad as a method of ldst cave -lot in trenches. that 20 feet(91m) indepth. This' tbeuseed when'daeisn of the data a._ am au actun,me u uga,g eau sou • classification method eat forth In appendbe A of subpart P of part 1928. • (a) Pmaendafldn -of informatlan Information -12 pFeseated in several forms, a • . ,fouows•:• .. • . "(1).dpformatlon is preconted in tatiolar fot • 1n Tablaa•D-L3, tY•1,2, D -1J and.B-3,t Each .,tablepresente'ths rgaxl>pnm'vertl0pland Lorizoatal'apecingethamr beoaedwNh .. . -verlpvaafnmtu}mt member slEea and various' •hydray)lo cy]foder iea'Baah.teblp contains data oelyfor the particater col) type V which the ezoavatlari or portlor of the excavation jj • made.':Th'hles I?-11'and.l?7.2ara for veedc . • rho In Types A and B sot Tablas D-1.8.' 'andbt4 ere forboriza iaiwaler systems In esA and.Ceo(L . lufamigtion'coaceinfng the basis of the .tabdlar data•add.ibe Bmitetions e14he detaIs • prescantedln patxgraph'(d) of this appendix. . . (81 fnfomnatlon bxpWnfnfl the use of the the •: (q df �xperlenced ii current trenching practice. ' Sharing iyetemrfor use In -situations that are not covered by the data In this appendix must be otherwise designed as specified In 41929662(x), • (U) When any of the following conditions an present the membersspeatfled-in the. Tables are not considered adeauate. In this a lust be' designed In accordaice with, t66a:.- . When vertical loads Imposed on cross s wcceed a 100 Pound gravity load - sated ant one foot section of the center drauUb cyltndei, When surchargdloads arecream[ from meint.welghing in excess of to882[m ILJ .n . . When only the foweoportlon or a i is shored and the remaining portion' of ge,yau yuruuu w .iu cu at as uyyg eggs gwgp alien three horizontal to one verticab �� the members are selboted from the fables for use at depth•which Is determined from the top of the overall trench, and not from the too.of thealoped'poition . (e) Use of Tables D -2.f, D-Lg D -Z3 and - X1.6 Thnnembers of the shoring gYstem that are to be ielectpd using this Ipformatton are the hydraulic cylinders, and eithbe the vertical shored of the horizontal wales. When a waler system Is used the vertical timber • ' abeetlticggito be used'to also selected from these)a$n. The Tables 0.14 and D-42 fqr vertical shores are used in Type'A and B soils that dagot regptre eheedng.ljpeBiolli that • rur,7ga —"''Uus SW Lauuua (aUUYlg,ggr • •retarding?able'H-4.ithoii 'p -1A are 0 psr[1S29fte oreseited-In parafaeehlx)vi this aDaendlx,. selection of the to : the regaheptents In theD-i Tables, . p material Is 000140 ormptetlal of r sstreaath andprope$e4•. .. Iraullu cylinder epedfdatlona, (1) 2 edam shall be a mtnlmpm 2 -Inch smeter *Ith a minimum safe working , dveloadatmmnlmnm ntaisloa a exlehdon Is to Include II range of andehatana•as iecammended by. naiufaturer'. ich cy1nden, sball be a minimum 8. fe.diameterwtthaRafe working of not less than 80.000 pounds axial' rive load at extensions as nded by product manufacturer. Ration of application. ' not Intended that the aluminum the.veracallpaamg a held constant at four feet on center. The tablet shots the maximum horizontal spacing of cylinders allowed for' each size of wale in the wafer system tables,' . and In1he vertical'ehoie tables, the bydraulto . - cyinddr,horizontal spacing Is the same as the vertical shore spacing, • : (f) trample m.D)ushnse the Use of tho Tbbloer {3) Example t• ' • • 'A trench deg.In Type A erg fs a feet deep -end t feet wide, From Table D-11: Find ' • vertical atiores and 2Inch diameter cylinders ,'spaced 6 feet on center (0.0.) horikontaly and 4 feet on center (o.0.) vertically: (See Figures 1 & 2 for typical instsiiatlons.) . (2) Example 2: • A trench Is dug to Type B soll'that does not ' require sheeting, 13 feet deep and"S feet wide, From Table D-12 Find vertical shores and 2 inch dlnmetoreylinders spaced 96 feet 0.0. horizontally and 4 feet o.o. vertically. (See Figures 1 a a for typical installations.) (8) A trench fs dug in Type. B soil that doee not require sheeting, but does experience • some minor reveling of the trench face. The trench Is 1e feet deep and 9 feet wide. From 22 TJW12 Find'vertical shores and 2 inch• 'diameter cylinder (with special ovemlee&es a, designated designated by footnote #2) spaced 8.8 That 0.0. horizontally and 4 feet o.crerUcally; plywood'(Derfootnote (8)(71 to the D-'lTable) should.ba used behind the shores. (Sae FlmSes2 a 8 for typicaltriatatlatlbne.) a Type C Boll, and will require sheeting, The• trench Lit feet deep aid 12 feet wide. B foot horizoptal,apadngbetween cylinder@ Is desired for working apace. Prom Table D-1.3: Find horizontal wale with a section modulus of 14.0 spaced.at 4 feat o.q. verticalli and 3 Inch diameter eyl)nder spaced at 9 feet maximum o,0. horizontally.3X12 timber sheeting is required at close spacing' vertically. (See Figure 4 tar typical (8) Example to A trench Is dug In Type C' toll, Blest deep and 4 feet wide. Horizontal cylinder splicing in excess of 8 That to desired ' forwoddng space. From Table fl -IA: Find horizontal.walq with .a section modulus of 7,0 and'2 ipsh diameter eyllndem spaced at 6.5 . feet o.0. horizontally. Or, find horizontal wale with a 14.6 section aoodulua and 8 Inch "diameter c llndaispaced at to feet o.0. horizontally, Both wales are'spaced 4 feet o.a vertically. 8)02 timber shoaling Is required • at dose spacing vertlrally. (Sbe Figure 4'for • typical uustafiatlon:) • (g) )rootnotes, and ;enrol nares,•for Tables • D -1.L D -L2, D-1.3, and D-1,4. .(1) For applications other than those Bated In the tables, rotor to 41926.862(u)(2) for.use • bf manufachuete;tabulated data. Par trench' depths In exbesi of 20 feet. refer to - 4 *929862(0)(2) and 41926,682(0)(8), (2)•2inch dlameter.cylinders, at this width, .. shaP•hive structural eteeFtube ' (8.6X84X0.lwblovereleeves, or structure► ovetaleeves of manufacturer's spadapatloa, • extending the full:collapsed'langth, • (8) Hydraulic cylinders capacities. (1) 2 Inch bylindere shall be. e minimum 2 -inch inside diameter with a safe wprldng capacity of -not ' lass then 16Aw pounds pxIal compiessive bad' at maximum extension. Maximum extension to to lnilude full range of cylinder • extensions as recommendad by product manufacturer. . (II) 3 -Inch cylinders shell be s minimum 6- Inchlnside diameter with a safe work capacity.of not leaf than 8h,00o popndaaxlel compressive load at minimum extension. Maximum extension to to Include fall range -of cylinder extensions as'aecommended by product manufachuer,, • - (4)All spadaglndiaeted Is mepsured center to center. (S) Vertical shor4ng rails shall have a minimhm sictian modulus of 0.40 faob, (8) When vertical shores are used, there • must be a minimum of three shores spaced equally, horizontally, ina group. (7) Plywood shall be 1.125 In. thick softwood 'or0.7E inch, thick, 44 ply, erotic white birch (Finland for). Please note that plywood is not intended as a structural member, but only for prevention of local revettng'(sloughing of the trench face) between shores. Federal Register / Vol. 64, No. 209 / Tuesday, October 81, 1989 / Rules and (a) See appendix C for timber specifications. (9) Wales are calculated for simple'epan conditions. (10) See appendix D. Item (d), for baels and limitations of the data. Baltea CODE 4510-2Fa • 45982• • ••Federal Register / Vo1,,04, Na. 209 [Tuesday! October 81,.1989 / Rules and Regulations AL NUM HYDRAULIC SHORING TYPICAL INSTALLATIONS FIGURE NO. 1 FIGURE NO. VEATCAL MISPOI HYORAVA SHORMO VNITICAL AWAMLW plot $MC1CJ HYDRAULIC SHORNO . IW)OI PLYWOOD),/'1,,4 MORIZONTAL N00.120NTAL SPACING 9PACIYO F,• JINAX • 16" VERTSPAC4'• M• I* FIGURE NO. 3 VERTICAL ALIADNN HYOMM" SNOANS (STACKED) fy •ati ro VERTICAL SPACING 4" MAX. • FL 21 MAX. VERTICAL RAIL. „ .. J VERTICAL RAIL HYDRAULIC CYLINDER 1E" MAX. VERTICAL SPACING 41 MAX. 2' MAX. FIGURE N0.4 • ALUMNUN HYDRAULIC STORED WALSA IV. ml. (TYMOAU HORIZONTAL SPACING '-• by a. 'VERTICAL RAIL 2t MAX. , HYDRAULIC CYLINDER VERTICAL SPACING Ill M 24 HYDRAULIC CYLINDER. PLYWOOD UPRIGHT / SHEETING r dl' HYDRAULIC CYLINDER T Vol. Ri/TodayOctober %!9/R_ | 4 10 25 469&1 ' Federal Register / VoL.64, No. 209/ 1headay, October 31, 1989.1 Rules aid Regulations g 0• A • N _ U 0 ' 0 • Nz Q •0 • • • . . . Q • 1s a • • ~Fn ' , .• 1 1� WJ C� U w z c C H h IF q F R u �y J W W u UZ >'^�ol 9op�p,,vi 0a�Ot� cW� yhh 8zz 26 Fedeial Register / Vo]j4, No. 209 [Tuesday, October 91, 1989 /.Rules and Regulations 45986 6 0 n o [.4 N_ In7 ^ { y M IC M' I I W a W V O N ( Fi M M en M M M M M en 0. O O O O OO O Vl O O 00 O% — .00 .0 In 'O O' • . iir.0. j;77�7 N N M N M M N SV: C 00 Oi eV %6 oo .ra N6 Oi 0 xK. I. 00 ,..1 N N M 'N M ' M N M M iYYVVV+ Oo Oi el %6 cc a in Oi 0 to z •. za' rte^ o o vi. o o vl O O ' en ri �f It .�M9O Rn wog {�tlO in cL 27 9 Q W O 1. • .5. • I .9IC N v b un ss o va. •1 zz� Vol. r9 ip Oz N eV N M en M In gM M M M . M en M . M M a u, O � O O '6 UG C moo en v1 %d l77 Oct4 • '— F7 MNSV: A-EZI•+N ' M O cn z z a oo O o ___ .h,toco nvi::vvi zNN M to M N M M syd 'c c Nr in oo en %n `a oo z • • Z.9 Oj O O p q 14 en. V en at 0 a Op o o O T Federal Register / Voles, No. 209. I. Tuesday, October '31,1989 /, Appendix E to Subpart P —Alternatives to Tlmbei Shhc Figure 1. Aluminum Hydraulic Shoring iaw MAX. VERTICAL SPACING i1 MAX. l = �Mlvaft 2MAX. Figure 2. .Pneumatic/hydraulic Shoring earl FM VERTICAL RAIL HYDRAULIC CYLINDER and• 46888 Federal Register / Vol. 64, No.' 209 / Tuesday, October 31, 1989/ Rules and Regulations Figure• 3, Trench Jack's (Screw Jacks) II Figure 4. Trench Shields . BiLliNO cool IHbM-0 . • • • 30 Federal Register ,9 Voles; No. 209 / Tuesday, Odtober 31, 1989 %Rules .and Regulations .45969 Appendix 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 tile In excavations more than 20 feet in depth must be designed by a registered professional engineer In accordance with j192&&52 (b) and (c). Is there potential• for cave-in? selected. • Co to Figu'e.2 MtirNa COs4510-00-M • Is the excavation more than.5 feet in depth?• Excavation may be made with vertical sides. Excavation must be sloped, shored, or shielded, Shori aelec Is the, excavation' entirely in stable rock? or shielding Go'to Figure 3 F1nURE I - PRELIMINARY DECISIONS 31 Federal Register / VOL S4jTo. 209 91; 1889 / Rules and Regulatiota Sloping, selected as the method of protection. Will soil classification be made in accordance with' S1926.652 (b)? Excavation must comply with one of the following three options: Option 1': S 1926.652 (b)(2) which requires Appendices A. and B to be followed - Option 2: §1926.652 (b)(3)'which .requires other tabulated data 46ee definition) to be followed. Option 3:. S1926.652 (b)(4) which 'requires the excavation to be designed•by a • registere.d professional engineer. 32 EScavations must comply with$1926.652 (b)(1) which requires a elope of 1½N:1V• (34'). FIGURE 2.— SLOPING OPTIONS 0 Federal Register / VVL54, No. 209 / Tue 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.I x$1926.652. (c)(l) which requires Appendices A and C to be followed, (e.g. timber shoring). Option 2 11926,652 (c)(2) which requires •manufacturers data -to be followed (e.g. hydraulic shoring,trench • jacks, air shores, shields). Option 3 51926.652 (c)(3) which requires tabulated data (see definition) to be followed (e.g. any system as per the tabulated data). Option 4 ,1926.652 (c)(4) which requires the excavation to be designed by a registered professional engineer (e.g. any designed system). FIGUR$ 3 - SHORING AND SHIELDING OPTIONS • (PR Dos 86-26217 Filed 1b90-89; 8:46 em1 14114 cool 4510.160 *U.S, O.P.O. 1990-262.287126148 33 October Si, :,. Appendix B City of Fayetteville Minimum Street Standards 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: r 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 Auger, 1996. APPROVED: By: 11Lf� Fred Hanna, Mayor ATTEST: :4 I By: Traci Paul, City Clerk P prErr� '• I. SI :/�,,��-r ti ; . 0 . - t r ITEMS TABLE OF CONTENTS PAGE NO. APPROVAL RESOLUTION...... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . i SECTION 1. GENERAL REQUIREMENTS: 1. Requirement to Extend Streets...............,.......55 2. city Participation in Street Extension Costs..... 3. Required Street Right of Way............................. 4. Permits .................................................. 5. Approval of Plans and Specifications..................,. 6. Responsibilities of Owner/Developer...................... 7. Engineering Services...... . . . . . . . . . . . . . . . . . . . . . . . . . . . 8. Plan Submittal...... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9. observation of Construction city.. ....... .. 10. Acceptance by the city...... . . - . . . . . . . . . . . . . . . . . . . . . . -11. Maintenance Warranty. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12. Definitions...... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13. Need for Traffic Study. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14. Subdivision Signs and Ornamental Structures.............. 15. Sidewalks and/or Trails. . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . 16. Applicability...... . . . . . . . 50••••• . . . . . . . . . . . . . . . . . . SECTION 2 DESIGN DATA AND PLAN SUBMISSION 1. General...... . . . . . . . . . . . . . . . . . . . . . . . . a...... . . . . . . . a..... . . . . . . . . . 1 2. Design Report...... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 3. Horizontal and Vertical Datum ........................... 1 4. Plans...... . . . . . . . . . . . . . . . . . . . . . . ....... . . . . . . . . . . . . . . . . . 1 5. Specifications...... . . . . . . . . .. . . . . . . . . . . . . . ....... . . . . . .. 2 6. As -Built Plans...... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 SECTION 3, STREET DESIGN PRINCIPLES 1. General...... . . . . . . . . . . . . . . . . . . . . . . . . . a............... a.. 1 2. Alignment................................................ 1 3. Intersections...... . ........ . 1 4. Cross Sections and Right of . . . Way . . . . . . . . . . . . . . . a as...... a Widths.................. 2 5. Railroad Crossings...... . . . . ........ . ....... 2 6. Minimum and Maximum Grades ........................•••, * . . . . . . . as... 3 7. Sight Distance.Requirements and Design Speeds............ 3 SECTION 4. PAVEMENT DESIGN 1. Pavement Types.............aa••••........................ 2. Paveriient Materials and Construction ...................... 1 3. Subgiade Material................a.a•...............a..a. 1 4. Base.Cburse.......................•' ' ' 'a...... a.. 1 5. Surface Course. a...,.. a...... a a • . • a...... • . . . . • • • . a.. • a. ourse...............aa•..................a...... _3 6. Curb and Gutter............aa.a•aa.......a•a............. 3 7. Subsurface Drainage.......a.,,.........a......a......a... 3 8. Pavement Section Design Re 3 g Requirements ......,•, 4 a) Geotechnical.............a.........a.a......a..a.. b) Sampling and Testing. ...................aa...... 4 c) Soil Classification. ....a .....:.................. 4 d) Load Bearing Strength ............................. 5 5 SECTIONS, UTILITIES AND UTILITY CROSSINGS.... ................. 1 SECTION 6 EROSION CONTROL 1. Requirement for Erosion Control .......................... 2. Permits Required..................................aaa.... 1 3. Permanent Erosion Control Measures...,......, 1 1 SECTION 7. INSPECTIONS AND TESTING 1. General,..,. . a. a. a...... . . . . . .... a. ,..... . . . . . .. 'a... eneral.....:......:..............a...............'a... 2. Inspections,..... . a. , . . . • a a. a. a.... a a,..... . . . . a. a • . a as 1 3. Quality Control Testing. ...a..a.....a.a....a........a.a.. 1 4. Construction Inspection Checklist,.,... 2 5. Additional Tests and Testing Frequency ................... 4 4 APPENDIX "A" PAVEMENT DESIGN CRITERIA APPENDIX "B". TYPICAL PAVEMENT DESIGNS APPENDIX "C" ACKNOWLEDGEMENT LETTER FORM • SEC b �y ST EE O GENE S D EDS E U E TS e L' eme to to S eets: Authority to as interpretedin the Subdivision Re Street extensions and City of Fa ett by the City Staff ions the improvementifics are the Yetteville• and the P ,City of Fayetteville City Planning Commission the Master Street piahon of the City Council. and as the as by adopted by Fapet Quad b All of the y teville are promul rules, regulations plannin gated under the authority Standards City En ne listed Department city and contained herein are intended Y Engineer and to conform to at the "l new developinent of e�cPense the any kind shall be development in accordance Owner/bevel required to with applicable ordinancwith these per' streets Within the governing the and standards and the extension of s other rules In accordance Streets ad treats. and regulations be required to be cent'to and leading beof the Owner/Developerconstrucoted or t othrwise upgraded to ° may also t Pments ense the deve the intent of these Standards Streets Property within MasterStreet boundaries l°pments shall be extended traffic S within tan where required d tO the edge of or to Provide either to boundaries s the conform to the and hall befleighborhood.f Such a general circulation of drainage, fully constructed extensions streets and A temporary _ Complete w' to Property ctreet sac , depending on hectiminsac may be with curb and gutter may be require4. g of any eXtension ired on such 1-1 _ ' a Permanent The City a Lens•o Costs: Th to may Participate the a Development in the construction Develo in for such improvement on a street leading to streets either sharing need question.provement is not totally a sevelo determined eb between The appropriateness ocaused by development Sharing y the the O�+ner/Developer the g the planning Commission and the any such cost cost sharing of streets. based City shall be streets In no caseCity °n city Ordinances shall the n Developments, Participate S. in Local or Residential 1- 1 • Where streets classified as Collector or higher are required -to be..constructed as part of a Development, the Owner/Developer • shall'be financially responsible for their• share of the cost of the higher classified street. The developer's share shall be that cost which bears a rational nexus to the needs created by. the development. In no case shall the developer be responsible for less than the cost of a standard 31 foot local street.. In all cases, reaardless of thu Anvulnr ev/ _ . City participation in any cost sharing project shall be depend on the availability of funds. 1-3 Required Street Right of Way: Street right of ways in connection with required street extensions and improvements shall be granted to the City by the Owner/Developer either by virtue of a Final Plat or. Easement Plat filed at the County Court House or by a separate instrument. Such rights of way shall be controlled by the City and shall be utilized by the City for all purposes allowed by City and State law, including, but not limited to the construction of streets, extension and replacement of utility lines, drainage facilities, and all related appurtenances, and by private, utility companies and TCA Cable, for the placement and replacement of their lines. Additional rights of way may be required in certain instances where no street construction or improvements are anticipated either for the eventual extension or improvement of the street or to bring the existing right of way width into conformance with the Master Street Plan. Rights of way and pavement widths shall be as called for in the City's Master Street Plan as adopted or as may be amended from time to time. It is understood that the widths listed in the Master Street Plan are minimum widths only. Additional right of way may be required where the need for wider rights of way is dictated by the topography or other feature of the property. • 1-2 1-4 Pits_ All permits required to accomplish the work shall be the responsibility of the Developer/owner or.the Engineer of Record. such: pent its may include but are not limited to permits for work within. Highwa'Department R/W railroad crossing permits, "Notice of Intent" for Erosion Control (ADPC&E), a Stormwater Construction Permit, and a Grading Permit. 1-5 Pans and SPecifications. new streets and Detailed Plans and Specifications shall be required for all eand shall e Professional Engineer registered to do business in the State of Arkansas. The Standard S ec f cat'ons for HIGHWAY CONSTRUCTION promulgated by the Arkansas State Highway andTransportation 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. roval the led Plans of Fayettevillef doesDnotic nstitute a warranty aoofothby the e PlansCand 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 Resoonsibilities of Devedon /o er 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 The Developer shall post a letter which 1) guarantees that I 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. Th� 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-il 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. • 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 and construction conform to the approved Plans and Specifications is required. Inspection and testing requirements are outlined in 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 made in writing after the posting of the Maintenance Warranty. The date of formal acceptance shall be the same date as given in the • Maintenance Warranty. 1-5 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. e)AHTD Arkansas State Highway .and Transportation Department. f) ASTM - American Society for Testing and Materials. 1- 6 • 9) CONTRACTOR veloper The lice • / wner to construct contracting co pan .Com ACCEPTABLE COMPL the Street improve hired by the Pletiol� ETION - CITY and the f the street This term ments. 1) FOg L ENGINEER OF const uction sac 1 green substantia in writin ACCEPTANCE d up°n by the g after Acce and appr oved by the aintenancea Wathe Y. of street CONS CITWarranty has bee °obstruction J) STR EET n s witted to draiit shall me TRUCTipN an Where aPPurtee (Whethers onuctton of tthes or similar to approved n°rma11Y assoc street orreet curbr�and re used. site. Part og the streetted with street and gutter. k) FIN Plans, Whether c°nstruction Oth r AL INSPECP;ctiflTION _ °n site or Off_ d ENGINEE GXNE ROOF RECORp streetincohsnspection shall o declaration of acceptable the17o by thee the formal the MAINTENANCE W completion, R which re CITY, the cults stye Owner/Develop NTY in a et - The security . street s c to og nsonstrgotion airs ear nstresponsi ilc fail h binds m) USGS -. United S ure, ruction itY for Cates Geo in -the event n) CBR - logical survO)ey: _ Equivalent Single Axle Load P) SIDEWAY Pl n. a sideW k r tr termsidewalkdis used. It s her k o defined 1-13 Nee or Tra in the Master 1Street f c Stud ; develop ent al Traffic St Dire if ud 1oad1Ot1 it • in the opinion aY be required �oh71 er/Developor to dermine o Prope i tY Engineeconnection with dition ofPdeve A Traffic cost shares determine future fanning lopment by the Ple the anning Commission squired nd the • 1- 7 n • 1-14 Subdivision Signs 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. CIJ 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. 1-15_ 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. E 3 • • The construction of sidewalks and trails shall -be in accordance.•'with the specifications on sidewalk and trail construction a's 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 adjacent to the street shall have at least a grooved joint mark to clearly define the sidewalk through the driveway. 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 Anolicability: 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. 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. • 1- 9 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. 2-3 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 ofway, 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 9) California'Bearing Ratio (CBR) Test Locations S. 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: 1) Pavement type, width and thickness 2) Cross slope and crown 3) Location of profile grade 4) Curbs 5) Existing and proposed grades 6) Right of way width 7) Sidewalks or trails, if required 8) 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 Soeci {cations• 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. • 2-2 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. S 4 2- 3 0 is 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 33-3 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 The following standards shall apply to intersection design: Design 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 ordinar 25 mph 20 mph 90 feet 70 feet 0% 4% 750 75° 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 invn1voA_ 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: 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. • 3-2 • • 3-6 Minimum and Maximum Grades: The minimum grades shall be that grade required to provide positive drainage for the street. The maximum allowable grade for - local streets shall be 10 percent with a provision for a 15 percent grade for a maximum distance of 300 feet in the case of hilly terrain. For collector streets the maximum grade shall be 8 percent with a provision for 12 percent maximum grade for no more than 300 feet. 3-7 sight Distance Requirements and Design Speeds: 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 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 • methods approved in writing methods such as fabrics and submitted for approval when calculations to substantiate procedure. by the City Engineer. Stabilization chemical stabilization may be supported by engineering data and the adequacy of the stabilization 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. dr 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 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 f Asphalt Concrete Hot Mix Type Specifications (Division 400, Specifications 1993 or latest other design mixes, including basis. lexible pavement sections shall be 2 or 3 as specified in the AHTD ASPHALT PAVEMENTS, AHTD Standard edition). The City will consider "Superpave" mixes on an individual 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• 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. s7 • 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 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• A 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 • M, 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. 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. • 4-5 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 of way to right of way when required by the individual utility companies to avoid conflict with sidewalks, etc. 5-1 6 • MINIMUM STREET STANDARDS SECTION46 - 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 areas from which material is taken and materials are wasted if those areas are Fayetteville. 6-3 Permanent Erosion Control Measures: are required for the for those areas where within the City Limits of 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. 6-1 I i • 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 and 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 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 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. 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); Curb. and Gutter Curb and gutter alignment and grade accuracy. Cross section in conformance with typical detail. 6 ,• 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. Surfacing 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. 7-3 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. • 7-4 I Concrete streets shall be cored every 500 feet or portion thereof for the purpose ofcheckingthickness. 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 8o 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. 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: Min. Thickness Structural Coefficient Pavement Materials of course (inches) per inch thickness Asphaltic Concrete Surface 3 .44 Asphalt Concrete Binder 2 .44 Asphalt Stabilized'Base 4 .34 Crushed Stone Base 6 .14 Portland Cement Concrete 6 * * Formal rigid pavement design required. • r -I u I 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 requite a formal design. Street Tyne Section Type Flexible Full Depth Composite Asphalt Rig id Residential streets (ADT to -b00 and ESAL of 10) 3 8 in. in. surface base (Minimum SN 2 5 = in. surface in. B base 2.44) 6 2 in. in. PC base Local Streets (ADT to 4000 and ESAL of 40) 2 3 6 in. in. in. surface binder base. 2 3 4 in. in. in. surface binder- black base 7 2 in. in. PC 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. 4 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: 6 OWNER/ DEVELOPER • L J ii §171.13 SIDEWALK AND DRIVEWAY SPECIFICATIONS. A. Sidewalks. (See: Illustration, Residential Type Sidewalk). 1. Grades; Establishment of Property Lines. All sidewalks, street curbing and guttering, and driveway approaches shall be constructed in grades as established by the city official. ' It shall be the responsibility of the owner to establish property lines by competent survey at his own expense. 2. Minimum Width of Sidewalks. The minimum width of sidewalks shall follow the guidelines of the Master Street Plan, of the General Plan. 3. Sidewalk Distances From the Curb. The sidewalk setback distance from the curb shall follow the guidelines of the Master Street Plan, of the General Plan. 4. Minimum Distance Between Sidewalk and Slope. There shall be a minimum of one (1) foot between the sidewalk. and the beginning of a slope as shown on the typical section detail. 5. Cement -Concrete Requirement. All sidewalks, street curbing and guttering, and concrete driveway approaches shall be constructed of a Portland Cement Concrete mixture which will produce a concrete of a compressive strength of 3,000 pounds per square inch after 28 days set under standard laboratory methods. 6. Minimum Thickness of Sidewalks and Driveway Approaches. The minimum thickness of sidewalks shall be four 9 (4) inches with any fill materials required for residential or commercial sidewalks consisting of approved compacted base material. The minimum thickness of residential driveway approaches shall be four (4) inches with four (4) inches of compacted base material or six inch by six inch 10 gauge reinforcing steel. The minimum thickness of commercial driveway approaches shall be six (6) inches with six (6) inches of compacted base material or six inch by six inch 10 gauge, reinforcing steel. 7. ADA Guidelines. Sidewalks shall conform to ADA guidelines. 8. Continuous Through Driveway. Sidewalks shall be continuous through driveways with a cold joint or expansion joint at the edge of the sidewalk opposite the street. 9. Edge Adjacent to Street The sidewalk edge adjacent to the street shall have at least a one (1) inch deep grooved joint mark (can be a cold joint) to clearly define the sidewalk through the driveway and approach. 10. Sidewalk Elevation. The sidewalk elevation shall be two percent above the top of the curb, sloping two percent towards the curb (one-fourth inch in each foot). This elevation shall be continuous through the driveway and approach. 11. Slope. Sidewalks that are to be constructed adjacent to the curb shall be so located at their intersection with the approach and the driveway that the ADA requirement of the two percent maximum vertical slope is met. 12. Driveway Approach. The area remaining between the sidewalk and the flow -line of the gutter, called the approach to • C the driveway, shall slope up to the, elevation of the sidewalk. 13. Joint .Material. Wood shall not be acceptable in sidewalks for expansion joints. The joint material shall be the same as approved for AHTD, sidewalk construction (AASHTO M 213). . 14. Expansion Joints. Full depth expansion joints (4 inches) shall be provided at intervals not greater than 50 feet. One -quarter depth (1 inch) weakened plane joints or saw -cut joints shall be placed in sidewalk at regularintervals not greater than l0 feet apart. 15. Inspection. All sidewalks and curb cuts made for driveway approaches require an inspection prior to the concrete pour. 16. Materials. The material used for sidewalk construction shall be Portland Cement Concrete having a broom finish. The use of other materials must have the . approval of the Sidewalk and Trails Coordinator. 17. Edges. All sidewalks shall have one-half inch rolled edges. 18. Removal/Replacement Removal and replacement of broken sidewalks require vertical saw -cuts on both ends of the sidewalk being replaced. 19. Curing Compound. AU sidewalks and driveway approaches require the application of a concrete curing compound or the concrete is to be kept moist for seven (7) days. 10 I 1 I ReSDFNnAL TYPE SIDEWALK II1 M tt Lr 91Rb1. recta Dr0I1NL I :I B. Driveway Approaches. (See: Illustration, Standard Driveway Approach Residential). 1. Curb Removal Curb, if existing, shall be removed for full width of the drive approach. 2. Concrete Removal All 1 concrete to be removed shall be saw -cut. 3. Horizontal Curb Cut 1 Horizontal curb cutting along the flow -line of the gutter is allowed. 4. No Horizontal Curb Cut If no horizontal curb cut is made. complete curb and gutter removal is required. .5. Broken Edges of Saw Cuts. Broken edges of saw -cuts caused by DI demolition require a new saw -cut. 6. Width of Driveway 1 Approaches. The width of commercial driveway approaches shall not exceed 40 feet �� measured at right angles to the center -line of the driveway approach. The width of residential driveway approaches shall not exceed 24 feet measured at right angles to the center -line of the driveway approach. The minimum width shall not be less than 10 feet. 1 LI n • 7. Safety Zones.. Safety zones between driveway approaches shall not be less than the distance designated for distances between curb cuts in the standards for street design. On streets of higher use designation than collector, the standards for collector streets shall apply. Curbs shall be installed to prohibit vehicle parking and access in safety zones. The barrier line nearest the street or highway shall be on line with existing curbs. or established curb lines, but not less than 22 feet from the center of the pavement; provided the city official does not require a greater distance when needed to preserve the safety and utility of the street or highway or provide conformance with proposed street or highway improvements. The curb cut for a driveway approach (other than for a single-family residential lot) shall be located a minimum of .124 feet frorn the nearest property line; curb cuts between driveway approaches on single- family residential lots shall be separated by a minimum of 10 feet. The curb cut for a driveway approach on a single-family residential lot shall be located a minimum of 5 feet from the side property line; provided, this requirement shall not apply to a joint driveway (driveway approach providing access to.two adjoining lots), or residential lots on the turning circle of a cul-de-sac. 8. Safety Zones at Intersections and Comers. No driveway approach shall be constructed less than the distance from the comer of a street or highway intersection designated in the standards for street design, provided the city official may require a greater distance between the comer and the driveway approach to preserve the safety of the street or highway; provided further the City may require the property owner to designate a driveway approach "for entrance only" or "for exit only" where more than one driveway approach provides access to the property in order to preserve the safety * of the street or highway. On streets of a higher use designation than collector, the standards for distances between curb cuts for collector streets shall apply. 9. Variations. The city official may grant variations where strict enforcement would be impractical due to circumstances unique to the individual property under consideration. .r. ate,,• , ___ •..ECT $ A -A 1n] C. Access Ramps (Installation guidelines). (See Fig. 11, Fig. 12 & Fig. 13) 1. ADA Requirements. Access ramps shall conform to ADA requirements. 2. Sidewalk Intersections. Access ramps shall be installed at all sidewalk intersections with the street 3. Parallel Direction. Access ramps shall be installed in a direct parallel direction to the sidewalk. Note: Therefore, any curb radii will require two (2) access ramps. • • 1 •4. Raised Access Ramp. The raised or built-up access ramp shall not be installed on public streets without the approval of the Street Superintendent. CI • 5. Minimum Width. The minimum width of a curb ramp shall be 36 inches and 48 inches is recommended. exclusive of flared sides. 6. Slope. The slope of the ramp shall not be greater than 8.33 percent (1:12). 7. Slope of Flared Sides. The slope of the flared sides shall not be greater than 10 percent (1:10). 8. Broom Finish. Access ramps shall have a broom finish. (Code 1991, §98.67; Code 1965, 18-28; Ord. No. 1790, 3-15-71; Ord. No. 2629, 5-6-80; Ord No. 3117, 9-3-85; Ord. No. 4005, §1, 11- 19-96) .�M Sal- mssiaO .rA user Fto. l l Mraauteanrrt d Cueb Ramp slopes M ttrernsd an zrwer.afl wffi rp~.e o is sYa daps Ramp. 12 law -a'— I I C a I I I I I 1 i .1 I I L a SCI'-Gb-G�1 1J•JJ L1IT ur I'KC MT - JICI ULV. Jnl 44 4.J47C f'. GO/GCI •:. 1 • • loos per 01 jT E8T 51VEV1RCK5 TYPI(At, 5BC'floN Dt-IML- RESIDENTIAL TYPE SIDEWALK I. 1 • Join Sldewaik Join Sldewai •.............'••••'I. ,•\{ i a ti •.. . • A • Top of Curb .i _ r. • ^Flaw Line •:. • •.A.' • '• i '\•• 1 . I y\• I. ••� .�.Y. .. I�A.•... .1:. Edge al Gutter' R • PLAN RESff7ENTLAL x w x Curb Face- I • Oepreeeea Curb Flow Line'd ' • • .aii • • .1: .•.•.'•; • .... —I= cli•�.:ll•�.•nl:...\I • i''\' P'i •' SECTION A -A STANDARD DRIVEWAY APPROACH e RESIDENTIAL _j JCr GO GU'YJ1 1O.OO 1.1 l T jr rlT - OI14CCI 1NV. O011 '*4'4.JV JO r.YJ,'EJO • • r. O V V u �11. 1 6v J N y LL1 u 6 6 CHAPTER 171: STREETS AND SIDEWALKS §171.01 MISCELLANEOUS PRO- VISIONS. A. Rules and Regulations Govern- ing Street Improvements. The City Engineer is hereby authorized to prepare such rules and regulations in connection with the standardization of the design, construction, and maintenance of street and alley paving, including driveways, sidewalks, stone sewers, culverts and bridges, material, and construction methods, including approvals of all such work, and for other matters and things in connection with the construction and maintenance of such work, which lie within the jurisdiction of the City, as to him shall seem proper, necessary, or expedient. Upon the preparation of such rules and regulations, they shall be submitted to the City Council and upon approval by the City Council, either by motion or resolution, such rules and regulations shall govern the design,. construction, and maintenance of street improvements as stated in this section. Such rules and regulations, when approved by the City Council, shall have the same force and effect as law and violations thereof shall be punished as provided in Chapter 153. (Code 1991, §98.01; Code 1965, §18-1, Ord. No. 1262, 5-8-61) Cross Reference: Enforcement, Chapter 153. B. Designation as Streets or Avenues. All thoroughfares now or hereafter platted, which run in an cast and west direction through the corporate limits of the City, shall be designated as "streets", and all thoroughfares now or hereafter platted, which • run in a north and south direction through the corporate limits of the City, shall be designated as "avenues". This section shall not be construed so as to prohibit the use of such descriptive names as "boulevard", "drive", "road", "way", "trail", and the like which might be used indiscriminately as a designation of the thoroughfare, and this section shall in no way be deemed applicable to any alleys or alleyways. (Code 1991, §98.02; Code 1965, §18-2; Ord. No. 1026, 6-23-52) Walls Near Sidewalk K.g,%1!WLetammg fay. 1. Permit It shall be unlawful for any person to construct any retaining wall within two feet of the inside of any sidewalk in the City or, if there is no sidewalk, within two feet of the platted line of the city right-of- way, without first obtaining a permit to do so from the mayor or other official designated by the mayor. 2. Established Line. In all cases where a permit is required under the terms of this section, the City Engineer shall establish the line upon which the retaining wall is to be built. (Code 1991, §98.06; Code 1965, §18-7; Ord. No. 845,5-6-40; Ord. No. 2623,4-15-80) §171.02 INTERSECTIONS. A. Streets shall be planned and designed to provide a safe system for present TOTAL P.08 Appendix D City of Fayetteville Standard Water Line Specifications C • STANDARD WATER LINE SPECIFICATIONS FAYETTEVILLE, ARKANSAS APRIL 2nd, 1996 /o O • • •E CITY OF FAYETTEVILLE, ARKANSAS City of Fayetteville 113 West Mountain Street Fayetteville, Arkansas 72701 Re: Standard Water Line Specifications April 10th, 1996 These STANDARD WATER LINE SPECIFICATIONS are hereby promulgated by the City Engineering Division under authority granted by the Fayetteville City Council by Resolution 46-96 dated April 2nd, 1996, as approved by the Water and Sewer Committee on February 15th, 1996, and as approved by the Mayor of the City of Fayetteville. SIGNATURES: sop, Public Works Director chars Venable, Asst Pub ' Works Director Do ald R. Bunn, City Engineer • 113 WEST MOUNTAIN 72701 501-521-7700 CAV CIfl.C7C_0OCI RESOLUTION NO. 46-96 A RESOLUTION AUTHORIZING THE ENGINEERING DEPARTMENT TO PROMULGATE POLICIES, PROCEDURES AND SPECIFICATIONS FOR WATER LINES, SEWER LINES AND STREETS. - BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF FAYETTEVILLE, ARKANSAS: Section 1. That the Engineering Department is hereby authorized to promulgate policies, procedures and specifications for water line, sewer lines and streets. Section 2. That such policies, procedures and specifications for water lines and sewer lines shall be reviewed and approved by the Water and Sewer Committee of the City and shall be approved by the Mayor. Section That such policies, procedures and specifications for streets shall be reviewed and approved by the Street Committee of the City Council and shall be approved by the Mayor. PASSED AND APPROVED this 2nd day of April , 1996. APPROVED: By: ed Hanna, Mayor ATTEST By: (L; A)) Traci Paul, City Clerk I r' , .F.' 'T i _ y I I .I... per. 'Cl 0 TABLE OF CONTENTS I PART A, GENERAL REQUIREMENTS: 1. Requirements to Extend Water Service ................ 1 2. Minimum Size of Water Lines .......................... 1 3. City Participation in Water line Costs.............,. 2 4. Easements...... • • • • a ....;.. . . . . . . . . . . . . . . . 2 5. . . . . . . . . . . . Permits. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 6. Approval of Water Extension Plans .................... 3 7. Inspections and Testing Procedures ................... 3 8. Final Acceptance by the City....................... 5 9. Location of Water Lines.. . . . . . . . . . . 5 10. . . . . . . . . . . . . . . . . . . Fire Hydrant Spacing. . . . . . . . . . . . . . . . . . . . 5 11. . . . . a . . . . Water System Study ................ ................... 6 12. Applicability'..... . . . . . . . . . . . a a...... a...... a a a.. 6 PART B. MATERIALS 1. Pipe and Fittings...... . . . . . . . . . . . . . . . . 1 2. Polyethylene Encasement (Pipe Wrap) .................. . . . a • . . a.... a. 3 3. Detectable Tape.. . a . . . . . . . . . . . . . . 3 4. Backfill Materials...... a a a... . . a a a. a.. a... . . . . . . . a a . . . 3 5. Pipe Bedding Materials. . a a a a . a a a a . . . a aa a a.. 4 6. Tracer Wire............................. a . a a a . a a a 4 7. Concrete., a a a a.'.. a...... a ............ 4 8. Steel Encasement Pipe. . . a a. a aa . . . a . a a.. a... a . • . a a a a... a. a a.. 5 9. Gate Valves.................................a........ a a a . a a • a a . a a a 5 10. Butterfly Valves...........'..a...a.......a..a....... 6 11. Valve Boxes. • a a a.. a a . • a . a a a 7 12. Fire Hydrants..........a a a a . a a a a a a a a . . a a . a a a 7 13. Tapping Sleeves, .......a .................a........... .............a........a...... 8 14. Service Connection Materials ......................... 8 PART C, CONSTRUCTION METHODS 1. Pipe Laying...........a.............................. 1 2. Pipe Trench, Excavation .............................. 5 3. Pipe Trench, Backfill. a a a a a a a a . a a . . a a a a 5 4. Installation of Meter Box Settings ................... a a a a a a . a a a a a . 7 5. Valve and Valve Box Installation ..................... 7 6. Fire Hydrant Installation ............................ 8 7. Blow -Off Construction ................................ 9 S. Clean -Up............................................. 9. Pavement Repairs. ........a.........a............a... .9 12 10. Barricades, Guards, and Safety Provisions............ 13 11. Maintenance of Traffic and Closing of Streets......,. 13 •, STANDARD SPECIFICATIONS FOR WATER LINES ) PART A. GENERAL REQUIREMENTS 1. Requirements to Extend Water Service: All new development of any kind shall be required to extend water services to that development at the owner's expense. Water service shall include providing adequate domestic water flows as well as fire protection with hydrants spaced in accordance with the local and state fire codes. On subdivision or large scale development water systems, water lines shall extend to the subdivision property line where future streets are either planned or built to serve adjacent property. Construction of such extensions shall be at the expense of the developer. At other locations easements may be required to facilitate future extension of lines to adjacent properties. The requirements to extend water service and provide lines adequate for both domestic and fire demands shall apply to all subdivisions regardless of whether they are inside the City Limits or not. Where subdivisions are outside the City Limits, the placement of fire hydrants shall be optional and in no case shall hydrants be installed outside the City unless a) a. fire flow of at least 500 gallons per minute can be obtained at the hydrant, and b) the residents being served by the hydrant have a contract for fire protection with the City of Fayetteville and/or with a Washington County Rural Fire Department having a mutual aid agreement with the Fayetteville Fire Department. 2. Minimum Size of Water Lines: The minimum sized line that may be' installed in connection with a subdivision is Six (6) inch. This is required even if the line is being extended from an existing line that is smaller than Six (6) inches. Two (2) inch lines may be approved for cul-de-sacs provided the line could not be reasonably extended in the future to provide service to adjacent property and where a larger line is not needed to provide either fire protection or adequate domestic flows. Eight (8) inch lines shall be required where needed to maintain or to create an Eight (8) inch water line grid at a spacing of about 1/4 of a mile in both the north -south and east - west direction. A spacing of less than 1/4 mile may by required to accommodate domestic or fire demands. Lines larger than eight (8) inches will be required as recommended by the latest Water System Study. Part A, General The minimum line size requirement for the provision of fire protection shall be a looped 6 -inch line or, in the event of a dead end line, an 8 -inch. This minimum requirement shall apply regardless of the theoretical flow capacities existing in the system. Even where a 6 -inch loop may be attained, the City Engineer may require the installation of an 8 -inch line in certain locations where loops are long and where large developments are involved. Lines larger than 8 -inch may be required if they are needed to provide domestic and fire flow demands for a development. 3. City Participation in Water Line Costs: In cases where the City desires to have a larger sized water line in place than is required under Part 1, Paragraph 2 of these Specifications, the City may enter into an agreement with the developer to provide for the construction of the larger sized line. In that event, the City shall be responsible for the difference in material and installation cost between the size line required for the developer and the size line desired by the City. The City shall not be responsible for any engineering cost associated with the up -sizing unless the larger size line is more than 12 -inches in diameter. The City shall not nartirtinatn i" *1e number of customers are involved in a non -development situation The cost involved in up -sizing. shall be determined by the developer's engineer by the taking of bids, and shall be approved by the City Engineer and by the City Council and/or. Mayor. 4. Easements: Easements for water lines shall be at least 20 feet in width regardless of the size of the water line. The easement may be designated specifically for water line purposes or it may be a general utility easement. Lines sized 12 -inches through 18 -inches shall not be placed in easements of less than 25 feet. Lines larger than 18 -inches shall be placed in an easement of no less than 30 feet. Wider easements may be required, depending on the specific circumstances involved. Easements of a lesser width will be considered when adjacent to another easement or under other special circumstances. Also, where easements are required between lots, the City will consider 16 foot easements (to coincide with setbacks). • Part A, General 2 5. Permits: • All permits required to accomplish the work shall be the responsibility of the owner or engineer. Such permits may include but is not limited to permits for work within Highway Department R/W, railroad crossing permits, "Notice of Intent" for Erosion Control (Arkansas Department of Pollution Control and Ecology), Drainage Permit, Grading Permit, and a "No Charge" tapping permit for fire service lines. Work shall not be started without the appropriate permit(s) in place. 6. Approval of Water Extension Plans: Detailed plans and specifications shall be required for all extensions and shall be prepared by a professional engineer registered to do business in the State of Arkansas. The plans and specifications shall be first approved by the City Engineer and then shall be forwarded to the State Department of Health by the Engineer of Record for their approval. In no case shall any water line construction be allowed before the City has written approval from the State Health Department. Private lines constructed for fire prevention purposes which have no metering device or backflow prevention device at the point of tie-in to the City main shall be treated as a public line and be subject to these specifications as far as engineering, construction techniques, materials, testing, and inspections are concerned. After a final inspection and acceptance of the work, the line shall be owned and maintained by the owner of the property it serves. No construction of any kind may begin without an erosion control plan on file with the City in accordance with the City's Excavation and Grading Ordinance. The erosion control measures (straw bales, silt dams, silt ponds, etc.) must be in place in the field prior to construction. For projects 5 acres or larger in size, it is the responsibility of the contractor to have on file with the Arkansas Department of Pollution Control and Ecology a "Notice of Intent". Written notice of the intent to begin construction must be given to the City no less than three (3) days nor more than ten (10) days prior to the construction start date. A pre -construction conference involving the Engineer of Record, Contractor, and the City is required prior to beginning construction. Part A, General 3 7. Inspections and Testing Procedures: All field tests required for a project shall be witnessed by the city in the presence of the Engineer of Record and the Contractor. The City representative shall be one of the Public Works Construction Inspectors. The Contractor's representative shall be the foreman or superintendent on the job. The Engineer of Record may be represented by an authorized and qualified representative. The City requires a 24 hour notice on all tests. Calls to the City for the purpose of setting test times shall be made by no later than 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 test cannot be reasonably scheduled so that a representative of the City can be present, the Engineer of Record will witness the test and certify to the City the results. In no case shall a test be made without the presence of the Engineer of Record and the Contractor. It is the responsibility of the Engineer of Record and/or the Contractor to coordinate the scheduling of tests with the City and with the other parties involved. are: The. tests generally associated with water line construction a) The pressure testing of tapping sleeve installations b) The pressure testing of lines after installation c) The bacteriological (Bac-T) testing d) Fire Hydrant tests Generally, no Contractor or Engineer of Record involvement is required in the taking of samples for the Bac-T test except that the Contractor is responsible for the proper flushing of the line prior to samples being taken by the City. However, the City may require the presence of the Contractor or Engineer of Record when questions have been raised as to the methodology or techniques used in the sampling process. Bac-T samples are sent t testing. Results obtained by Engineer of Record either b receipt by the City. • Part A, General o y the State Department of Health for the City shall be forwarded to the fax or by mail immediately upon Lines failing the Bac-T practicable. If a line fails I . line must be re -chlorinated again. The City shall not be failed Bac-T tests. tests shall be re -sampled as soon as three (3) consecutive Bac-T tests, the before Bac-T samples can be taken responsible for the rescheduling of The fire hydrant test shall consist of checking the operation of the fire hydrant valve and flowing the fire hydrant. This shall be done after the pressure test has been completed and the fire hydrant valve shall be left in the open position. All equipment, materials, and labor required for testing shall be furnished by the Contractor at his expense. 8. Final Acceptance by the City: The project shall be subject to a joint final inspection by a designated representative of the City Engineer's Office, a representative of the Fayetteville Water and Sewer Maintenance Department, the Engineer of Record, and the Contractor. A separate walk-through shall be made by the Meter Foreman to check the location, grade, and condition of water meter settings prior to final acceptance. The City will be deemed to have accepted water lines and appurtenances for ownership upon written notification to the Owner after final inspection. Once the City accepts the project for ownership, the owner shall be responsible for the provision to the City of a two (2) year maintenance bond for 100 percent of the construction cost which shall cover defects in materials and workmanship. A walk-through shall be performed at the end of the two year period and all deficiencies corrected prior to release of the bond. City maintenance shall begin after expiration of the Two (2) year Maintenance Bond. Record drawings are hereby required as a condition of final acceptance by the City. 9. Location of Water Lines: Water lines shall be placed on public streets either in the right of way or in an easement adjacent to the street right of way except that lines can go between lots when there is no other reasonable way to access a line or provide for future service. In no case shall lines intended for individual services be placed in the rear of lots or along back property lines. Part A, General 5 10. Fire Hydrant Spacing: Maximum spacing for single family and duplex developments is 800 feet. Maximum spacing for all other residential development shall be 600 feet. Spacing and placement of fire hydrants within apartment complexes shall be as called for by local or state fire codes or as directed by the Fayetteville Fire Chief. For commercial and industrial developments, fire hydrant spacing shall be as called for by local or state fire codes, or as directed by the Fayetteville Fire Chief. 11. Water System Study: The City's latest Water System Study shall be the basis for decisions made in regard to required line sizes, water line locations, location of water pump stations, water tank sizes and location, and any other matter relating to the water distribution system. 12. Applicability: These regulations and requirements contained in Part A of these Standard Specifications shall be applicable to all land or parcels of land being developed for commercial, industrial, or residential use. The material and construction specifications contained in Parts B and C shall be applicable to all water line construction under the control of the City of Fayetteville. 0 Part A, General 6 C C STANDARD SPECIFICATIONS FOR WATER LINES �1 PART B. MATERIALS 1. PIPE AND FITTINGS: Allowable pipe materials shall be Polyvinyl Chloride (PVC) and Ductile Iron. Materials for mains larger than 24" shall be determined on a case by case basis. All pipe shall be designed for a working pressure of at least 200 psi except that for large pipe (30" in size or larger) the design working pressure shall be as called for by formal design. In no case shall the design working pressure be less than 150 psi. For pipe smaller than 24", the allowable pipe sizes are 2, 6, 8, 12, and 18 inches. Polyvinyl Chloride Pipe - PVC pipe 2 inches in size shall be manufactured in accordance with ASTM D-2241. PVC pipe 6 inches through 12 inches in size shall be manufactured in accordance with AWWA Specification C900 and shall have an SDR of 14. The plastic material used in making the pipe shall be clean, virgin, Cell Classification 12454B PVC compound conforming to ASTM Resin Specification D-1784, latest revision. Clean, reworked material generated from the manufacturer's own production shall be acceptable as long as, the pipe produced meets all the requirements of the Specifications. Nominal laying length shall be 20 feet. Joints for 2 -inch plastic pipe shall conform to ASTM Specification D-3139. Joints for plastic pipe 6 -inches and larger shall conform to AWWA C-900. Fittings for PVC pipe 2 inches in diameter shall comply with ASTM Specification D-3139, "Joints for Plastic Pressure Pipes Using Flexible Elastomeric Seals". Fittings for PVC pipe 6 -inches and larger shall conform to the specifications given for ductile iron pipe. Ductile Iron Pipe - Ductile Iron Pipe shall conform to the requirements of "Ductile Iron Pipe, Centrifugally Cast in Metal Molds or Sand -Lined Molds, for Water or Other Liquids," AWWA Standard C151, latest revision, and shall be designed to withstand compacted earth loadings as applied according to the conditions set out on the Plans with an AASHTO HS -20 truck live load. The external loading shall be based on a soil density of 120 pounds per cubic foot and Type 3 standard laying conditions. • Part B - Materials 1 Ductile iron pipe shall be designed in accordance with the • requirements of "Thickness Design of Ductile Iron Pipe", ANSI/AWWA C150/A21.50-91, effective March 1, 1992. Joints and joint materials for ductile iron pipe shall conform to ANSI/AWWA C105/A21.4. All ductile iron fittings shall conform to the requirements of ANSI/AWWA C153/A21.53, latest revision, for Ductile Iron Compact Fittings. Restrained joint pipe and fittings shall be ductile iron pipe manufactured in accord with applicable sections of ANSI/AWWA C151/A21.51 and ANSI/AWWA C110/A21.10. All restrained joint pipe shall be "TR Flex," as manufactured by U. S. Pipe, "Flex - Ring" joint as manufactured by American Ductile Iron Pipe, or equal. Swivel joint fittings shall have a retainer lip and swivel rotatable gland for positive restraint without tie rods. Restraint joints shall be used where testing will be done against closed valves, etc. Flanged pipe and fittings shall be in accordance with the requirements for 'Flanged Ductile Iron Pipe with Threaded Flanges," ANSI/AWWA C115/A21.15, latest revision. Bolts and gaskets shall meet the requirements of ANSI/AWWA C111/A21.11, latest revision,. for 'Rubber -Gasket Joints for Ductile -Iron Pressure Pipe and Fittings." All ductile iron pipe and ductile iron pipe fittings shall have a standard thickness cement mortar lining in conformance to ANSI/AWWA C104/A21.4. All ductile iron pipe shall have a bituminous exterior coating unless otherwise specified. Exposed pipe may be required to have a factory prime coat consisting of one coat of Kop-Coat 240 Gold Primer, Kop-Coat 622 LCF Primer, or approved equal. The bituminous coating shall be approximately 1 mil thick and shall be factory applied to the outside of all pipe and fittings. The finished coating shall be continuous, smooth, neither brittle when exposed to the cold nor sticky when exposed to the sun, and shall be strongly adherent to the pipe or fitting. Joint lubricant shall be provided by the pipe manufacturer, and applied as per the manufacturer's recommendations. Part B - Materials Galvanized Steel Pipe and Fittings: Threaded fitting pipe for -. blow -offs shall be unlined Schedule 80 steel pipe and shall conform with the requirements of ASTM Al20-82, latest revision, and shall be galvanized in accordance with ASTM Specification A90-81, latest revision. Fittings for galvanized steel pipe shall be of cast iron, of standard design and dimensions, and be of uniform style and pattern. Fittings for galvanized steel pipe shall be galvanized in accordance with ASTM Specification A90-81, latest revision. Galvanized pipe and fittings shall be allowed for non -buried service only. 2. Polyethylene Encasement (Pipe Wrap): Polyethylene encasement shall be in conformance to ANSI/AWWA C105, latest revision. The polyethylene film shall have a minimum nominal thickness of .008 -inch (8 mils), and shall be provided in either flat tube or -sheet form. 3. Detectable Tape: Detectable tape shall be "Detect Tape" as manufactured by Allen Systems, Inc. or approved equal, and shall consist of a minimum thickness of 0.35 mils solid aluminum foil encased in a protective inert jacket that is impervious to all known alkalis, 1 acids, chemical reagents and solvents found in. the soil. The minimum overall thickness of the tape shall be 5.5 mils and the width shall not be less than 2 inches with a medium unit weight of 2 1/2 pounds/1 inch x 1000 feet. The tape shall be color coded and imprinted with the message as follows: Type of Color Utility Code Legend Water Safety Precaution Caution, Buried Blue Water line Below 4. Backfill Materials• Allowable backfill material shall be: (1) Class 7 Aggregate Base 1, page 161, in section 30 "Standard Specifications for 1993, published by the Transportation Department. 3 Course as specified in Table 303- AGGREGATE BASE COURSE, of the HIGHWAY CONSTRUCTION," Edition of Arkansas State Highway and •Part B - Materials 3 • (2) Sand. Sand shall consist of clean, hard, durable uncoated grains free from lumps, clay and organic materials. All (100%) of "sand" shall pass a no. 8 sieve. (4) Red Clay Gravel or "Hillside" as approved by the City Engineer" (5) Native materials where the Class 7 materials is not required and where suitable (not to be used as bedding material. This material is to be placed above the bedding materials as defined in Part B of these specifications, Paragraph 5. 5. Pipe Bedding Materials: Pipe bedding materials shall be: a) The by-product of McClinton -Anchor's rock crushing operation commonly known as grit, or equal b) Sand c) Class 8 Base (AHTD Specification) d) Materials meeting either ASTM O448 Size #67 or ASTM O2774 In no case shall the maximum dimension of rock exceed 0.50 inches. 6. Tracer Wire: Tracer wire shall be 14 gauge coated copper for underground burial. 7. Concrete: Concrete for use as reaction backing or below -ground encasement shall be Class "B", defined as concrete with five bags of cement per cubic yard of concrete and with a minimum 28 day compressive strength of 2,500 psi. 4WPart B - Materials 4 S 8. Steel Encasement Pipe: ' Encasement pipe for water mains shall be constructed of either spiral or straight welded steel and shall be sized as follows: Water Minimum Encasement Minimum Wall ASTM/AWWA Main Size Pipe Size Thickness Specification (inches) (inches) (inches) 4 - 6 12 0.250 ASTM A 53 8 16 0.250 AWWA C 102 12 - 16 24 0.250 tl n 18 30 0.312 20 - 24 36 0.312 36 48 0.375 48 60 0.375 9. Gate Valves: Gate valves shall be used for pipe up through 10 -inches in size. Gate valves shall be resilient seated type, non -rising stem gate valves, in conformance with the requirements of AWWA C509, latest revision, for "Resilient Seated Gate Valves, 3 Through 12 NPS, for Water and Sewage Systems." All gate valves shall be designed for a minimum of 200 psi working pressure. All gate valves shall be M&H, AWWA C509 Resilient Seated Gate Valves or approved equal. Approved equals are Waterous, Mueller, and Clow. All gate valves shall have 0 -ring stem seals. The O-ring stem seal shall be so designed that the seal above the stem collar can be replaced with the valve under pressure in the full -open position. Gate valves shall have standard mechanical joint ends unless indicated on the Plans. Tapping valve ends shall be flanged by NJ. Buried gate valves shall be designed for operation with a nominal 2 inch square operating nut. The standard direction of opening shall be open left as viewed from the top. Handwheels for gate valves shall be in conformance to AWWA C509. Part B - Materials 5 The interior and exterior of the valve body, bonnet and seal plate shall have factory applied fusion bonded epoxy coating meeting AWWA C550 latest revision. The valve shall be tested in accordance with AWWA C509, latest revision. 10. Butterfly Valves: Butterfly valves shall be used for all pipe 12 -inches and larger except that 12" tapping valves shall gate valves. Butterfly valves shall be Class 250B in conformance with the requirements of AWWA C504, latest revision, for "Rubber Seated Butterfly Valves". All butterfly valves shall be groundhog type, as furnished by Henry Pratt Company, or approved equal. The valve body shall be constructed of cast iron ASTM A-126, Class B, and shall have integrally cast mechanical joint ends unless alternate valve ends are indicated on the Plans. Body thickness shall be in strict accordance with AWWA C504, latest revision, Class 250B. All butterfly valves shall be of the tight closing, synthetic rubber -seat type, as follows. 1) Valves 20 inches (nominal diameter) and smaller shall have bonded seats which are simultaneously molded in, vulcanized and bonded to the body. Seat bond must withstand 75 pounds pull under test procedure ASTM D429, Method B. 2) On valves 24 inches and larger, all seats shall be of a synthetic rubber compound. Seats shall be retained in the valve body by mechanical means without retaining rings, segments, screws or hardware of any kind in the flow stream. Seats shall be a full 360° without interruption and have a plurality of grooves mating with a spherical disc edge seating surface. Valve seats shall be field adjustable around the full 360° circumference and replaceable without dismantling operator, disc or shaft and without removing the valve from the line. Valve discs shall be as follows. 1) Valves 12 inches through 20 inches nominal diameter: Valve discs shall be constructed of alloy cast iron ASTM A-436, Type 1. Part B - Materials 6 I 2) Valves 24 inches nominal diameter: Valve discs shall be cast iron with a stainless steel seating edge. 3) Valves 30 inches through 48 Valve discs shall be ductile seating edge. inches nominal diameter: iron with a stainless steel The valve shaft shall be constructed of stainless steel and the bearings shall be corrosion resistant and self-lubricating. The valves shall be equipped with a totally enclosed type operator, fully gasketed and grease packed, suitable for direct burial. The operator shall be designed for operation with a nominal 2 inch square operating nut for use with a T -wrench. Operators shall be designed to open with a counterclockwise rotation of the operator nut. All valves shall have• factory applied fusion bonded epoxy coating meeting AWWA C550 latest revision. The valve shall be hydrostatically tested at 250 psi for leakage in accordance with AWWA C504, latest revision. Where valves a plans to be painted, the factory blasted, cleaned Gold Primer or Kop-Coat 11. Valve Boxes: Valve boxes shall b and appurtenances shall and a top section with the word "WATER." All gate or butterfly valve manufactured for use in 12. Fire Hydrants: re specifically shown and detailed on the valves shall be delivered to the job site and primed with one coat of Kop-Coat 340 622 LCF Primer, or approved equal. s e constructed of cast iron. The valve box consist of a base, extensions as required, a drop lid. The lid shall be marked with valve boxes shall be compatible with the for which they are provided and shall be roadways. All fire hydrants shall be dry barrel hydrants in conformance with AWWA C502, latest revision, for 'Dry Barrel Fire Hydrants", and shall be designed for a working pressure of 200 pounds per square inch gauge. Pressure class 200 fire hydrants shall be three-way, painted white above the ground line with reflective paint 7216 3M. Approved fire hydrants are Mueller Centurion hydrants, Catalog No. A-423 or Waterous 5 1/4" WB67-90. The hydrant shall have a 6 inch mechanical joint inlet in conformance to the dimensions shown in ANSI/AWWA C110/A21.10, latest revision. Three-way hydrants shall have a 5-1/4 inch valve opening. Part B - Materials 7 I I All fire hydrants shall be equipped with a two-piece barrel having a break -a -way flange at the ground line and shall be designed for a 42 -inch bury. Extensions shall be Mueller A-320 or approved equal. Hydrants shall be equipped with two 2-1/2 inch hose nozzles and one 4.5 inch pumper nozzle. The operating nut shall be a nominal 1-1/2 inch pentagon, National Standard operating nut designed to open left (counterclockwise). Fire hydrants shall be equipped with a safety stem coupling and flange which are intended to fail upon vehicle impact without damage to the stem or main valve. All fire hydrants shall be tested in accordance with AWWA C502, latest revision. 13. Tapping Sleeves: Tapping sleeves shall be designed for 200 psi and shall be JCM Type 432 for pipe six (6) inches through twelve (12) inches and JCM 412 for pipe greater than twelve (12) inches, or approved equal. Tapping sleeves shall be vinyl coated. 13. Service Connection Materials: Materials for water main taps, service lines, and meter box assemblies shall be: Copper Pipe...... . . . . . . . . . . . . . 3/4" Corporation Stop.. 3/4" U Branch, 7.5" width......... 5/8" x 3/4" x 12" meter yoke...... 3/4" Tail Piece................... 18" Cast Iron Flat Meter Lid...... 18" x 24" PVC Meter Box, #501824 .30T, ).275 wall thickness. . . . . . . . . . . . . Type K soft copper Mueller B-25008 Mueller H-15363 Mueller H-1402 Mueller H-14222 C-109, Crouch Foundry Mueller/McCullough Tapping saddles for PVC and Ductile Iron shall be as manufactured by Mueller and Romac respectively. 0 Part B - Materials 0 I STANDARD SPECIFICATIONS FOR WATER LINES PART Co CONSTRUCTION METHODS 1. PIPE LAYING: All water pipe shall be laid and tested in strict accordance with the manufacturer's recommendations. For ductile iron pipe, ANSI/AWWA C600 shall apply. For PVC pipe, ASTM D-2774 shall apply. All water mains which cross sewers shall be laid to provide a minimum of 18 inches positive vertical clearance as measured from bottom, of pipe to top of pipe. At all crossings, the water line pipe shall be adjusted to. provide one full length of water line pipe over the sewer line with both joints located as far as possible from the sewer line. A ten (10) foot separation shall be maintained between water lines and sewer lines where those lines run parallel to each other. Care shall be taken not to exceed the manufacturer's recommendations on the degree of deflection allowed per joint of pipe. A pipe bend shall be installed where necessary to maintain conformance to those recommendations. Pipe, regardless of type, shall be laid on 6 inches of bedding r"- material (see Part B, Paragraph 5) and shall be covered to a depth • of 6" over the top of the pipe with the same material. The bedding shall be hand tamped in the ditch prior to pipe installation and shall be hand tamped around and over the pipe. Reaction backing shall be installed at all points of unbalanced pressure. Required area of undisturbed soil for backing purposes shall be calculated based on the bearing strength of the soil (2000 pounds/square foot) maximum allowable unless proven otherwise by soil tests) and on a working pressure of 200 psi. Calculations shall take into account pressures due to water hammer. Sufficient concrete shall be used to properly transfer load from the fitting to the undisturbed soil in a uniform manner and without exceeding the strength of the concrete. The fitting shall be wrapped with 8 mil polyethylene prior to pouring the concrete. Concrete shall not extend over or around the fitting joints. All bends, tees, etc. shall remain open until inspected by the City. The transition from 6 -inch pipe to 2 -inch pipe shall be by means of a tapped 2 -inch plug. All 12 -inch or smaller ductile iron 90 degree bends, tees, hydrant shoes, and other valves within 30 feet of a plug or reducer shall have retainer glands. • Part C, Construction Methods 1 Where ductile iron pipe is being laid, polyethylene encasement • shall be installed in accordance with ANSI/AWWA C105, latest revision, for either Method A, B or C installation. The encasement shall be provided for all fittings and all other buried iron appurtenances. The encasement shall be protected from prolonged exposure to sunlight to prevent deterioration of the polyethylene film. All iron fittings and all other iron appurtenances shall be wrapped with polyethylene. Pipe detection tape shall be provided in all trenches for water line construction. Installation shall be per manufacturer's recommendations and shall be as close as practical to finished grade while maintaining a required minimum of 18 inches between the detection tape and the top of any pipe line. A trace wire shall be laid adjacent to all PVC installations and shall be looped around the pipe at least once per joint and connected to all valves and fittings. At valves and meter box settings, the trace wire shall be brought up into the valve or meter box as indicated in the standard details. A tracing test may be required prior to final acceptance. Maximum pipe cover shall be 60 inches under normal conditions. Cover greater than 60 inches shall be allowed for short distances where required by field conditions. No hydrants shall be allowed where, lines are greater than 60 inches deep, .Minimum pipe cover shall be 36 inches. Cover shall be measured from the top of the pipe barrel and shall be further defined as: a) Land Level Normal to the Direction of the Pipeline: Cover shall be measured from the top of the barrel of the pipe to the top of the existing natural ground surface. b) Cut Sections: Cover, shall be required and shall be measured from the top of the pipe barrel to the planned grade. c) Fill Sections: Cover shall be measured from the top of the pipe barrel to the natural ground surface underlying the fill unless fill material is placed and properly compacted prior to laying the water line. d) Along and Under Streets: The Cover along streets shall be measured either from natural ground or the curb elevation, whichever results in the lowest absolute elevation of the pipe. Cover under streets shall be measured from the top of the subgrade. Minimum elevation for service lines under streets shall be 30 inches below the planned subgrade. That depth shall be maintained to a point at least 5 feet outside of the curb, storm sewer line, or sidewalk. Service lines shall be wrapped with polyethylene in areas where a grit or other bedding material is not required. Part C, Construction Methods 2 Reasonable amounts of water for flushing, testing and disinfecting water lines will be supplied by the City. The work shall be coordinated to ensure that it will not be carried on during periods of high water usage. Water valves on the existing water system shall only be operated by, or under the direct personal supervision of the City of Fayetteville Water Department. After completion of construction of all water lines or sections thereof, the Contractor shall flush, test and disinfect the new water lines as set out below. a) Flushing: The Contractor shall fill and flush the newly constructed lines and visually check all combination air release and vacuum valves, blow -off valve assemblies, line valves, and fire hydrants to assure proper operation. b) Hydrostatic Testing: All pipe on this project shall be tested as set out in AWWA C600, latest revision. Tests will be conducted only after the line is completed, including all taps and meter settings as required and the backfill completed. These tests shall be performed by the Contractor in the presence of the City Inspectors and the Engineer of Record. The Contractor shall furnish all necessary pressure gauges, meters, and pumps and make all taps and connections. Each valved section of pipe shall be slowly filled with water and the specified test pressure shall be applied by means of a pump connected to the pipe in a manner satisfactory to the Engineer. Before applying the test pressure, all air shall be expelled from the pipe by permanent taps or corporation cocks where necessary. Test pressure shall be the greatest of 150 percent of the static pressure or 200 psi, whichever is greater. The developer shall provide all pumps or other equipment necessary to maintain the test pressure within ±5 psi at the test point for a period of two hours. Fire hydrant valves shall be open during the pressure test. c) Leakage: The leakage test shall be conducted concurrently with the pressure test. Leakage shall be defined as the quantity of water that must be supplied into the newly laid pipe, or any valved section thereof, to maintain pressure within 5 psi of the above specified test pressure after the air in the pipeline has been expelled and the pipe has been filled with water. Part C, Construction Methods 3 L� The leakage for water pipe shall be within the limits set out in AWWA C600, latest revision. No pipe installation will be accepted until the leakage is less than the number of gallons per hour as determined by the formula: L = (S) (D) (P°•5) 133,200 L = allowable leakage, in gallons per hour; 5= length of pipe tested in feet; D = nominal diameter of the pipe, in inches; and P = average test pressure (psi). Should any test of pipe laid disclose leakage greater than that specified, the leak shall be located and repaired and the line shall be re -tested. All visible leaks shall be repaired regardless of the amount of leakage. dl Disinfection: After successful pressure testing, the line(s) shall be flushed velocity equal to or greater than 2.5 feet per second. The line shall then be disinfected in accordance with AWWA C601, latest revision, for 'Disinfecting Water Mains," continuous feed method, except that the placing of hypochlorite granules into the main during construction will not be permitted. The contractor shall take great care when flushing the line to assure, proper drainage is available to prevent harm at any adjacent downstream location. Disposal of the disinfecting water shall be in a manner that will protect the public and the receiving waters from harmful concentrations of chlorine. Such disposal shall be in accordance with all applicable EPA and ADPC&E regulations. After sterilization is complete, the Contractor shall then flush the sterilizing solution from the lines, and the treated water lines will then be placed into service. Bacteriological samples shall be taken by City personnel only. Samples shall be taken on two consecutive days and shall be taken only on Monday, Tuesday, or Wednesday. No water meters shall be set until the samples have been approved in writing by the State. Water lines that dead end shall have a blow -off assembly located on the last joint of pipe as shown on the water line detail sheet. The last joint shall be blocked. Valves on dead end lines shall be placed on the next to last joint if possible and shall be restrained. 0 Part C, Construction Methods 4 2. Pipe Trench, Excavation• The trench shall be excavated to at least 6 inches below the grade necessary to provide the minimum cover required. Trench width shall be outside pipe diameter at the bell plus 1 foot either side, except for PVC pipe, the minimum trench width shall be the outside diameter of the pipe plus 8 inches. Maximum trench width shall be the outside diameter of the pipe plus 2 feet. Where the bottom of the trench at subgrade is found to be unstable or to include ashes, cinders, any type of refuse, vegetable or other organic materials, or large pieces of fragments of inorganic material which in the judgment of the Engineer should be removed, the trench shall be excavated and such material removed to the width and depth ordered by the Engineer. Before the pipe is laid the subgrade shall be made. by backfilling with bedding material (Part B, Paragraph 5) in 6 inch .uncompacted layers. The layers shall then be hand or machine tamped so as to provide a uniform and continuous bearing and support for the pipe at all points along the pipe length. The sides of any excavation, when deemed necessary or as required by State or Federal regulation, shall be properly supported.with bracing, shoring or sheeting as the need may be. Such bracing and shoring shall be withdrawn as the work progresses. In case the excavation is close enough to buildings or other S. foundations as to endanger their stability by the removing of such bracing, then they shall be made secure and left in place, and the water line trench backfilled and thoroughly tamped with the bracing in place. The Contractor shall provide sufficient pumps and other necessary equipment to keep the trench free of water which may accumulate. If the bottom of the trench becomes soft and muddy, the Contractor shall remove all such soft material and replace it with bedding materials approved in Part B of these specifications. Under no conditions shall pipe be laid in a trench that has not been properly dewatered. The length of trench that may be opened ahead of the pipe laying operation shall be determined by field conditions. The contractor is responsible for the proper restoration of open trenches damaged by the weather or by other means. If, because of such trench damage, a different type of pipe bedding system is required to provide proper pipe support, the extra expense of such revised bedding shall be borne by the contractor at no cost to the City. • Part C, Construction Methods 3. Pipe Trench. Backfill• After the pipe bedding has been placed (including up through 6" above the pipe, the trench, excavated areas around valves, fittings, fire hydrants, and other appurtenances shall be backfilled with excavated material free from rock larger than 6 inches within 18" of the top of the bedding and 8" in diameter thereafter. In no case shall rock material from blasting operations be allowed in the trench. All pipeline trench backfill shall appropriate thickness and compacted hydraulically -powered vibratory trench equivalent equipment. Heavy compaction eqi closer than 2 feet to the top of the pipe. meet the compaction requirements set out and/or recompacted to meet the compaction be placed in layers of using a mechanical, compactor or other iipment shall not be used Any backfill failing to below shall be replaced specifications. All trench backfill (except under paved or driving surface areas as detailed below) shall be compacted to 90 percent (minimum) . of that of the adjacent undisturbed soil. Unless specifically noted on the Plans, no density testing will be required to prove compliance with the 90 percent density requirement. • In areas where the trench is parallel to. or crosses any paved area or driving surface including streets, parking lots, future or planned streets, or driveways, the.backfill shall be crushed stone J as specified in Section 300 CRUSHED.STONE BASE (AHTD Class 7). The Crushed stone trench backfill (aggregate base course,. Class 7) shall.be placed in 6 to 8 inch lifts and compacted to 95 percent modified Proctor density (ASTM D1557-78). Red clay gravel or "hillside" may be used as a backfill material in areas described in the above paragraph when specifically approved by the City Engineer and compacted in 6 to 8 inch lifts to 95 percent of standard proctor. One density test per crossing shall be required. Where the trench runs parallel to the driving or paved surface one density test shall be required per 500 feet or portion thereof. An additional test will be made for each test failure at approximately 100 feet either side of failing test. In areas to be topsoiled, the density of the backfill material shall be tested at a depth of 12.to 18 inches below the finished grade prior to the placement of the topsoil. In open fields and other areas where deemed appropriate, the trench may be overfilled and allowed to settle prior to final surface replacement. Trenches may be flooded to promote settlement in areas where it is deemed appropriate. Part C, Construction Methods 6 • 4. Installation of Meter Box Settings• Meter box settings shall be located at the street right of way or easement line. Double meter boxes shall be placed on the property line between the two lots to be served. Single meter sets shall be placed in the center of the lot. The final grade at the meter box location shall be determined by the Engineer of Record and the meter box shall be placed at that grade. Up to the time of final acceptance by the City, it shall be the responsibility of the Owner to make whatever adjustments to meter boxes that might be necessary. After final acceptance by the City any adjustment of meter boxes needed will be handled in accordance with existing or future City Ordinances that may govern the situation. No meters shall be set by the City until the meter box is adjusted to the proper grade. Any boxes falling in driveways or sidewalks shall be relocated at the expense of the developer or lot owner. It shall be the responsibility of the Engineer of Record to place meter box locations on the Record Drawings and to mark them in the field. The Record Drawings shall indicate from where each lot is to receive water service. 5. Valve and Valve Box Installation• Gate and butterfly valves shall be installed in accordance with AWWA C600, latest revision, Sections 3.3 and 3.6, and with either AWWA C504 or AWWA C509, as applicable, latest revisions, the manufacturer's recommendations, and these Specifications. Prior to installation, all valves shall be visually inspected for defects, and any foreign material in the valve interior removed. A valve box as specified shall be provided for each valve used in a buried service application. The valve box shall be installed so as not to transmit shock or stress to the valve. The valve box shall be centered and plumb over the operating nut of the valve with the box cover flush with the surface of the finished surface. The valve box shall be backfilled evenly around its perimeter with select material. The backfill material shall be hand tamped so that the ground will not settle after placement of the concrete collar. •r Part C, Construction Methods All valve box lids sk collar placed around them. valve box lid and shall be shall be flush with the top or roadway surface. Valve until every item of cleanup call have an 18 inch square concrete The collar shall be centered on the 6 inches thick. The top of the pad of the box and the surrounding ground box collars shall not be constructed has been completed. 6. Fire Hydrant Installation• Prior to installation, all hydrants shall be inspected for direction of opening, cleanliness of inlet elbow, handling damage, and cracks. All hydrants shall stand plumb within a tolerance of 1/8 inch horizontally in 12 inches vertically. The nozzles shall be parallel with, or at right angles to, the street with the pumper nozzle facing the curb. Hydrants shall be set to established grade with the nozzle centerline at least 18 inches above the ground. When hydrants are placed beyond the curb, the hydrant barrel shall be set so that no portion of the pumper or hose nozzle cap will be less than 12 inches nor more than 18 inches from the outside face of the curb. When set in the lawn space between the curb and. the sidewalk, or between the sidewalk and the property line, no portion of the hydrant or nozzle cap' shall be within 6 inches of the sidewalk. Each hydrant ductile iron pipe 6 inch branch of retaining lip and rods. Any change shall be accompli: shall be connected to the main with a 6 inch branch and an independent 6 inch gate valve. The the main line fittings shall be equipped with swivel gland for positive restraint without tie in grade needed to properly place the hydrant ;hed by the use of an "S" fitting. Drainage shall be provided at the base of the hydrant by placing coarse gravel or crushed stone mixed with sand from the top of the reaction backing to at least 6 inches above the waste opening in the hydrant, and to a distance 3 feet around the elbow. No drainage system shall be connected to a sewer. The bowl of each hydrant shall be braced against unexcavated earth at the end of the trench with concrete reaction backing. IN NO CASE SHALL THE CONCRETE BACKING BLOCK OR IMPEDE, FLOW FROM THE FIRE HYDRANT DRAIN PORTS. • Part C, Construction Methods 8 • •.. 7. Blow -Off Construction: • The location of the blow -offs shall generally be as detailed. The exact location as well as the orientation and length of the piping shall be determined in the field to ascertain that the vertical riser extends above natural grade. 8. Clean -Up: These specifications shall apply in all cases unless the landowner involved indicates to the City a willingness to waive them. However, no waiver will relieve the contractor from the requirement to refill sunken ditchlines as necessary and to control erosion from the cut areas by seeding and mulching until grass is established. Also, no waiver will relieve the contractor from the requirement to leave the site neat and free from construction debris of. all kinds. Any such waiver must be submitted in writing to the City and approved by the City Engineer. There are generally three classifications of cleanup for water line construction: Class I Cleanup. Areas of construction within lawns, gardens, or other well -kept areas, including street rights of way that are kept as lawns by adjacent landowners. Class II Cleanup. Areas of construction within fields, meadows and street rights of way which are mowed or cultivated (gardens excepted). Class III Cleanup. Areas of construction that are heavily brushed or wooded, steep rocky slopes, or other areas where it is not practical for the area to be cultivated. The method of cleanup for each of the classes defined above shall be as set out below. UI LAdss 1 cleanup - Lawns Gardens Etc. The trench shall be backfilled in accordance with these Specifications. After the topsoil has been replaced to the same depth as adjacent undisturbed areas over the damaged areas, the Contractor shall proceed immediately to hand rake the entire construction area to remove all rock 1/2 inch or larger in diameter. Debris of every type shall be removed and all damaged tree limbs shall be pruned. After the area has been raked and accepted, it shall be seeded at the rate of 0.15 pounds per 100 square feet, using the following seed mixture (percent weight): Part C, Construction Methods 9 Lawn Fescue 40% • Blue Grass 30% Rye Grass (Annual) 30% During or after seeding is complete, all areas, shall be covered with 10-20-10 fertilizer at the rate of 250 pounds per acre, or approximately one-half pound per 100 square feet. No watering will be required. However, after seeding and fertilization the entire area shall be rolled with a roller of sufficient size and weight to achieve a smooth finished surface prior to mulching. Straw mulch consisting of good grade clean straw, free of weeds or seed shall be placed over seeded areas and shall be uniformly spread so as to provide a thickness of approximately 2 inches when first spread. Where the existing ground cover does not contain any of the grasses as set out in the seed mixture above (Bermuda grass, Zoysia, etc.), the Contractor shall be responsible for cutting, removing stockpiling and saving the existing sod on the job site. After constructing the water line and backfilling the trench, the sod shall be replaced to a condition equal to or better than that prior to construction. In the event that insufficient sod has been stored, or sod has '\ been lost or destroyed, the Contractor shall be responsible for providing and installing new solid sod' of the existing �' type to complete the cleanup. id. .-�ab Ii cieanuo - wieids Meadows Etc. The trench shall be backfilled in accordance with the Pipe Specifications. After the backfill is completed and the surface over the trench left slightly rounded, the area shall be machine raked to remove all rock to a condition equal to the existing surface on the better side of the adjacent existing right of way. All excess excavated material shall be removed from the site, including excess material which has accumulated around fence posts, trees, mailboxes, etc. All areas which have been disturbed, such as that caused by equipment tracks, shall be carefully backfilled and repaired as though it were a part of the actual trench excavation. Seeding and fertilizing of these areas is required using the seed mixture and application rates set out below (percent expressed in terms of weight). Field Fescue 40% Rye Grass (Annual) 40% White Clover (Common) 20% • Part C, Construction Methods After the area has been accepted, it shall be seeded at the • rate of 0.15 pounds per 100 square feet. During or after seeding is complete, all areas shall be covered with 10-20-10 fertilizer at the rate of 250 pounds per acre, or about one-half pound per 100 square feet. No watering will be required. However, after seeding and fertilization the entire area shall be rolled with a roller of sufficient size and weight to achieve a smooth finished surface prior to mulching. Where the existing field grass is Bermuda, or other type not specified above, the Contractor shall place such topsoil as required, and shall seed with the existing type grass so that an equivalent ground cover will be provided. Straw mulch consisting of good grade clean straw, free of weeds or seed shall be placed over seeded areas and shall be uniformly spread so as to provide a thickness of approximately 2 inches when first spread. c) Class III Cleanup - Steep, Wooded or Rocky Areas. The trench shall be backfilled in accordance with the Pipe Specifications. After the trench backfill is complete, all damaged brush of every type shall be cut just below ground surface and all damaged limbs shall be trimmed. All brush and debris shall be disposed of by the Contractor and the entire area shall be machine raked so that the area of construction is in a condition equal to the existing surface on the better side of the existing adjacent right of way. ___r The area of the trench line shall then be seeded and fertilized at the rate of 0.15 pounds per 100 square feet using the same seed mixture, fertilizer and application rates as set out under Class II cleanup, except that tall fescue (Kentucky 31) shall be used in place of field fescue. Straw mulch consisting of good grade clean straw, free of weeds or seed shall be placed over seeded areas and shall be uniformly spread so as to provide a thickness of approximately 2 inches when first spread. d) All Areas. All work within the construction area shall be cleaned to the satisfaction of the Owner. In general, all rocks, trash or rubbish of any nature shall be removed from the site of the work. During construction, the Contractor shall at all times keep work areas in a clean, neat and workmanlike condition. Excess pipe, excavation, brush and materials of construction shall be removed and disposed of as the work progresses. In built-up areas, including lawns, the job site shall be cleaned up immediately behind construction. Streets and driveways blocked by excess materials after basic construction is completed will not be tolerated. • Part C, Construction Methods 11 If the trench should settle while the Contractor is still on the job or within two (2) yea date, the Contractor shall ma} additional cost to the Owner in responsibility provisions of th Contractor to make necessary period will be cause for Owner repairs and invoice the Contrac Lrs of the project completion :e the required repairs at no accordance with the continuing ese Specifications. Failure of repairs during the one year to make or contract for such :tor for all costs. nCs wracion or uamaaea surraces and Property. Where any pavement, trees, shrubbery, fences, poles or other property and surface structures have been damaged, removed or disturbed by the Contractor, whether deliberately or through failure to carry out the requirements of the contract documents, state laws, municipal ordinances, or through failure to employ usual and reasonable safeguards, such property and surface structures shall be replaced or repaired at the expense of the Contractor. f) Access after Construction. Unless otherwise directed, all areas shall be graded after construction so as to be accessible by four wheel drive vehicle. These clean-up specifications shall apply to on -site subdivision construction as well as off -site construction of water lines. The fact that the installation of other utilities and/or house building activities may damage such erosion control measures shall not exempt the developer from this requirement. 9. Pavement Repairs: All pavements which have been removed or damaged shall be repaired in accordance with these Specifications depending upon the type of pavement existing prior to construction. a. Asphaltic Pavement Repair. The existing pavement shall be saw -cut and removed to a point 18 inches beyond the trench line limits, and brought to grade 9 inches below the top of the existing pavement. Six inches of 3000 psi concrete shall be placed and allowed to cure. This area shall then be resurfaced by applying asphaltic cement prime coat at the rate of 0.25 gallons/square yard, followed by a minimum of 3 inches of hot -mixed, hot -laid asphaltic concrete, laid to an elevation matching the existing finished grade. The hot -mixed, hot -laid asphalt shall be compacted to 92 percent of theoretical density. • Part C, Construction Methods 12 One nuclear densimeter test per asphaltic patch or repair • shall be performed. The asphaltic pavement repair shall be deemed acceptable by the Engineer upon a passing nuclear densimeter test at a location as directed by the Engineer. The cost of determining the compacted density shall be at the expense of the Contractor. Any unacceptable patch or repair shall be replaced and/or recompacted and retested at the Contractor's expense. b. Concrete Pavement Repair. The existing pavement shall be saw -cut and removed to a point 18 inches beyond the trench line limits, and brought to grade 9 inches below the top of the existing pavement. Concrete (4200 psi) shall be placed. to match the existing surface. Joint sealer shall be placed in the area between the repaired surface and the original surface. c. Unpaved Driving Surface Repair. After the trench has been backfilled as set out elsewhere in these Specifications, the surface shall be brought to the existing grade with additional crushed stone base. • Where special paving surfaces exist, such as natural gravel, washed gravel, exposed aggregate, or other such special materials, then the final surfaces shall be replaced in, kind except where specifically noted otherwise. 10. Barricades, Guards and Safety Provisions: To protect persons from injury and to avoid property damage, adequate barricades, construction signs, warning lights and guards as required shall be placed and maintained during the progress of the construction work and until it is safe for traffic to use the highway. All material piles, equipment and pipe which may serve as obstructions to traffic shall be enclosed by fences or barricades and shall be protected by proper lights when the visibility is poor. Execution of all necessary safety precautions is the sole responsibility of the Contractor. 11. Maintenance of Traffic and Closing of Streets• The Contractor shall carry on the work in a manner which will cause the least interruption to traffic, and may close to through travel not more than two consecutive blocks, including the cross street intersected. Where traffic must cross open trenches, the Contractor shall provide suitable bridges at street intersections and driveways. Part C, Construction Methods 13 The Contractor shall post suitable signs indicating that a • street is closed and necessary detour signs for a proper maintenance of traffic. Three (3) days written notice to the Mayor's office is required prior to the closing of any street. Also, it will be the contractor's responsibility to notify all emergency units (fire, police, EMS, etc.) prior to the closing or partial closing of a street. The closing of State Highways shall require approval of both the City and the State Highway and Transportation Department. 6 • Part C, Construction Methods 14 0 • • City of Fayetteville Landscape Manual rwu I.ms., a.m. S trial red rw.) Plan view any. rwIKYs, I.rc.. !N .In. it W. m..l, .W IMY0,r -, II. rx MA d In. c. City of Fayetteville Standard Notes For Tree and Natural Area Protection 1. AD trees and natural areas shown on this plan to be preserved shall be protected during construction with temporary fencing 2. Protective fences shag be erected according to City of Fayetteville standards for tree protection 3. Protective fences stall be Installed prior to the start of tiny site preparation work and shall be maintained throughout all phases of the construction project 4. Erosion and sedimentation control barriers shag be Installed or maintained In a manner which does not result in soil build-up within tree dripllnes 6. Protective fences shall surround the trees or group of trees, and will be located at the dripllne, for natural areas, protective fences shag follow the limit of construction line, In order to prevent the following: A. Soil compaction In the root zone area resulting from vehicular traffic or storage of equipment B. Root zone disturbances due to grade changes (greater than 6') or trenching not reviewed by city arborist C. wounds to exposed roots, trunk or limbs by mechanical equipment D. other activities detrimental to trees such as chemical storage, cement truck cleaning, & fires 6. Exceptions s to Installing fences at tree dripllnes may be permitted In the following cases: A. Whore there is to be an approved grade change, Impermeable paving surface, tree well, or other such site development S. Where permeable paving Is to be Installed within a tree's dripline, erect the fence at the outer limits of the permeable paving area (prior to site grading so that this area Is graded separately prior to paving Installation to minimize root damage) C. Where trees are close to proposed buildings, erect the fence to allow 8 to 10 feet of work space between the fence end the building D. Where there are severe space constraints due to tract size, or other special requirements 7. Where any of the above exceptions result Ina fence being closer than 4 feet to a tree trunk, protect the trunk with strapped on planking to a height of 8 feet ( or limits of lower branching) In addition to the reduced fencing provided 8. Trees approved for removal shag be removed In a manner which does not Impact trees to be preserved Q. Any roots exposed by construction activity shall be pruned flush with the soil. Backfill root areas with good quality top soil as soon as possible. If exposed root areas are not bacidided within 2 days, cover them with organic material In a manner which reduces soil temperature and minimizes water loss due to evaporation 10. Any trenching required for the Installation of landscape Irrigation shall be placed as far from existing tree trunks as possible 11. No landscape topsoil dressing greater than 4 Inches shall be permitted within the dripline of trees. No soil Is permitted on the root flare of any tree 12. Pruning to provide clearance for structures, vehicular tre(fic, and equipment shall take place before construction begins 13. All finished pruning must be done according to recognized, approved standards of the Industry (reference the National Arbodst Association Pruning Standards for Shade Trees available upon request from the city arbodst) 14. Deviations from the above notes may be considered ordinance violations If there Is substantial non-compliance or If a tree sustains damage as a result • GEOTECHNICAL INVESTIGATION I CLEVELAND STREET IMPROVEMENTS FAYETTEVILLE, ARKANSAS FOR CRAFTON TULL & ASSOCIATES, INC. FAYETTEVILLE, ARKANSAS An investigation of subsurface soil conditions was conducted by McClelland Consulting Engineers, Inc., along the proposed improvements to Cleveland Street in Fayetteville, Arkansas. The investigation was authorized by Mr. Kurt Jones of Crafton Tull & f Associates, Inc. to obtain subsurface soil conditions for the street improvements. The 1 • proposed improvements are to consist of street reconstruction between Garland Avenue and Gregg Street. The data was determined from the following program: A. An investigation of the subsurface conditions, and visual soil classification by use of sample borings. B. A laboratory testing program to determine the strength parameters and engineering properties of the soil strata. The soil conditions at the building site were investigated by five (5) sample borings and five (5) test pit excavations. The borings were drilled to a depth of five (5) feet while C1DATA%98382PREPCRT. W PD: W J I. the test pits were excavated to a depth of two (2) to three (3) feet. The boring and test pit locations are indicated on the log of boring. Descriptions and classifications of the soil strata encountered and the results of the field and laboratory tests are given on the boring logs, Plates 1 through 10. A key to the terms and symbols used on the boring logs is presented on Plate 11. The borings were drilled using a truck -mounted rotary drilling rig and advanced by 5% -inch hollow stem auger. Soil samples were obtained at the depths indicated on the boring logs by the use of a 2 -inch split -spoon sampler for obtaining samples from cohesionless or slightly cohesive soils. The split -spoon sampler was driven by blows from a 140 -pound hammer dropped 30 inches. The number of blows required to drive the split -spoon sampler the final 12 inches of an 18 -inch drive, or portion thereof, is referred to as the Standard Penetration value, N, and is recorded on the boring logs in the blows -per -foot column. The test pits were excavated using a rubber tired backhoe. Soil samples were obtained, at the depths indicated on the excavation logs, by sampling the soil using hand sampling methods. The field tests performed included visual soil classification and groundwater observations. The groundwater table was not encountered by borings at the time of drilling. C:IDATAW83822 REPORT. W PD: W J 1• LABORATORY TESTS Laboratory tests were performed on soil samples recovered from the borings. The laboratory tests are directed at determining the engineering properties of the soil strata. The test performed included moisture contents, unit weight, gradation, Atterberg Limits, and California Bearing Ratio tests. The natural soil moisture content was determined for the selected soil samples to provide a moisture profile for each boring. Unit weight determinations were performed on suitable undisturbed soil samples and the dry unit weight is given on the boring logs. Atterberg Limits tests (liquid and plastic limits) were performed on five representative samples to aid in the soil classification and to help evaluate the volume change characteristics of each soil stratum. Gradation analyses were performed on five representative soil samples to aid in the soil classification of the selected soil strata. The results of the gradation tests are given on the Laboratory Testing Results at the end of this report. California Bearing Test ASTM D 1883 were performed on material from each of the five (5) test pits. The results of the density CBR tests are presented on Plates 12 through .WPD:WJ 3 p. I • 16 and Report the CBR value at ninety-five (95) percents Standard Proctor density for each sample. The results of the laboratory tests are given on the boring logs and are also given on the summary of Laboratory Test Results, Plate 17, at the end of this report. GENERAL SOIL CONDITIONS The project site is located approximately 1/4 mile north of the University of Arkansas campus. The topography indicates the street to be on a steep slope from west to east to Scull Creek and relatively flat between the railroad and Gregg Street. Several borings encountered a surface stratum of asphalt and some gravel base to a depth of two (2) to six (6) inches in thickness. The borings encountered an underlying stratum of dense brown silty clayey sand with sandstone gravel to a depth of about two (2) feet. The borings encountered an underlying stratum of dense to very dense brown silty clayey sand with sandstone gravel to a depth of about five (5) feet. The clay fraction of the SC material has a low to moderate plasticity and a low potential for volumetric changes due to changes in the soil moisture content. The clay material makes up between 30 to 65 percent of the entire soil mass as indicated by the gradation results. CiDATA%98382MEPCRT.W PD:WJ D I• ANALYSIS AND RECOMMENDATIONS The proposed street improvements is to consist of approximately 2250 linear feet of reconstruction and approximately 350 linear feet of new street construction. The site excavation should include the removal of all topsoil material from within the pavement areas. The native subgrade material below the select material should be compacted to a minimum density of 95 percent as determined by the Standard Proctor Test, ASTM D 698, at optimum moisture before the placement of select fill material. Alternatively, the native subgrade area may be proof -rolled using a minimum dual axle fully loaded dump truck weighing at least 60,000 lbs. The proof -rolling, if used, should be performed in the presence of the Engineer and Owner. The soil materials for embankment and subgrade should be controlled using frequent moisture -density tests for each compacted lift using a minimum of one (1) test per 10,000 square feet to a maximum of one (1) test per 2,500 square feet. All trenching and excavations should be conducted in accordance with Arkansas State Law and OSHA guidelines and requirements. C:%DATAW838221R EPORT. W PD: W J F1 f Pavement Design The minimum CBR value for the native clay materials is two (2) with the upper value of eight (8). Quality Control testing of the earthwork operation, concrete, paving and other phases is recommended to be utilized during construction to assure the Engineer and Owner that the construction complies with the specifications. Sincerely yours, McCLELLAND C V ( Wa9n�/Jonec Vice Pr ide9V Enclosures: Bo .TING ENGINEERS, INC. - o e e REGISTERED PROFESS ln. AL NG1N. ER k!zt .ts32�' E JO /-/3-n 6 I. LOG OF BORING NO. B-1 Project Owner. CITY OF FAYEIT'EVILLE MCE Project No.: FY983822 Description: CLEVELAND STREET IMPROVEMENT'S Date Drilled: August 19, 1998 Location: FAYET1EVE.LE, ARKANSAS Method Drilled: $ 1/2• Continuous Auger Project Engineer. R. WAYNE ZONES, P.E. Boring Location: STA 4+30,2 FT. LT S. n c s CI m a Description Of Material N a j 6 3 e (Calor,Type,Moiamro & Consistency) h 7 'N to O (] Co J d d I•- LI ❑ Asphalt !, :,' ` Sc Dense Brown and Tan Silty Clayey Sand 1 32 $4 5.6 20 13 7 •r r n•.: _'; • _ sc Dense to Very Dense Reddish Brown and Tan Silty Clayey Sand 2 43 ;r';4;;:= 9.8 aY 1,5 ::.r'. M f3 r A.rr' • r., .: rr='.tA: d'a= r.. 3 21 ::==_==a= 7.3 '.'..i .: I :.r ____ END OF BORING 8.0 Completion Depth: 5.5 Feel Depth To Water (Final): Dry Logged By: K. REYNOLDS Fayetteville, Arkansas McCLELLAND CONSULTING ENGINEERS, INC. Lilae Rock, Arkansas PLATE NO. 1 LOG OF BORING NO. B-2 Project Owner: CITY OP PAYETTEVE.LE MCE Project No.: FY983822 Description: CLEVELAND STREET IMPROVEMENTS Data Drilled: August 20, 1998 Location: FAYETTEVILLE, ARKANSAS Method Drilled: 5 1R' Continuous Auger Project Engineer. R. WAYNE JONES, P.H. Boring Location: STA. 9+35, 6 Ft. RT Description Of Material E• a y U. a toc a a 3 C t0 4 =^ 3 J (Color,Type,Moistum & Consistency) - O .�— U N OW ❑ OO E ae L) ] to m L W O 7 o o.ou COt a a. 1°- ii Asphalt 1 50/8' 7.0 23 16 7 ,!{' r� sc Dense Brown, Tan and Dark Gray • Silty Clay with Sandstone Gravel : SC Dense Reddish Brown and Tan r r == Silty Clayey Sand with Sandstone r' ,1':i= Gravel and Ferrous Nodules ��i� _: • • r' J•J•: .i• r 2 40 11.4 ; SC Dense to VeryDense Reddish =r: ' Brown and Gray Silty Clayey Sand It.=lr r i rr. with Sandstone Gravel ,r ;i• �• i' r' 3 50/11 r .r .i=`�= 11.4 $.� :' N : • ° r •. .r�,r .r END OF BORING 8.0 Completion Depth: 5.5 Feet Depth To Water (Final): Dry Logged By: K. REYNOLDS Fayetteville, Arkansas McCLELLAND CONSULTING ENGINEERS, INC. Little Rock, Arkansas PLATE NO. 2 I 1• I LOG OF BORING NO. B-3 Project Owner. CITY OF FAYErl'EVILLE MCE Project No.: FY983822 Description: CLEVELAND STREET IMPROVEMENTS Date Drilled: August 19, 1999 Location: FAYErFEVQ.LE, ARKANSAS Method Drilled: 5 1/2Continuous Auger Project Engineer. R. WAYNE JONES, P.H. Boring Location: STA. 13+03, 6 Ft. LT 4—.-' F O ^ N c z° a Description Of Material m 9 c d LI.w p.—(Color,Type,Moisturo U yUI N 6' N n J & Consistency) 'O U 00..0 W N In to J f J a. tL F li ci Asphalt CL Dense Brown and Tan Silty Clay with Sandstone Gravel 5.0 30 . 17 13 1 41 r :r SC Dense Brown and Tan Silty Clayey .r: t Sand with Sandstone Gravel :r.r r `I. sc Dense Red, Tan and Gray Silty • r•.r Clayey Sand with Sandstone Gravel rr 2 26 .'..r.' 16.3 110.0 .r r •,ra r r . i' P..r' I. i r ,A et. .ra.: • i �r;: 3 34 15.5 5.0 °t� >=t: Very Dense Weathered Gray Shale = END OF BORING 8.0 Completion Depth: 5.5 Feet Depth To Water (Final): Dry Logged By: K. REYNOLDS Fayetteville, Arkansas McCLELLAND CONSULTING ENGINEERS, INC. Little Rock, Arkansas PLATE NO. 3 LOG OF BORING NO. B-4 Project Owner. CITY OF FAYETTEVILLE MCE Project No.: FY993822 Description: CLEVELAND STREET IMPROVEMENTS Date Drilled: August 19, 1998 Location: FAYETTEVILLE, ARKANSAS Method Drilled: S 1/2• Continuous Auger Project Engineer: R. WAYNE JONES, P.E. Boring Location: STA. 21+30, 4 Ft. PT '-d.— z C c n Description Of Material E ~ p y d to a _.I J _ d N 7 L 16 3 '� (Cokor,Type,Moistum & Consistency) N 1O U U Od ❑ d O U 0 7 N J N U) 0 0.0 W cn 0 rn 7 2 J 0. a. t-- ii ❑ Asphalf '• ' ' Crushed Stone Base r .: ='; SC Dense Dark Brown Silty Clayey ?, Sand with Sandstone Gravel 1 28••'`' sr.r°.: 11.5 NP r.:'. r .:r.r a• .r .:r.r': '='`. Sc Dense Dark Brown Silty Clayey • r `" ` r: Sand with Sandstone Gravel a:' ^ .r :•. ".r::r.: ::;::r. :• ;r r.ra 2 37 r :F':� ` 9.5 ��°sr ::r II 0 3 8 ;:r;: ;:'s s• •.:•.:•. ':r r' r r END OF BORING 8.0 Completion Depth: 6.0 Feet Depth To Water (Final): Dry Logged By: K. REYNOLDS Fayetteville, Arkansas McCLELLAND CONSULTING ENGINEERS, INC. Little Rock, Arkansas PLATE NO. 4 LOG OF BORING NO. B-5 Project Owner: CITY OF FAYETTEVILLE MCE Project No.: FY983822 Description: CLEVELAND STREET IMPROVEMENTS Date Drilled: August 19, 1998 Location: FAYFITEVE.LB, ARKANSAS Method Drilled: S 1/2Continuous Auger Project Engineer. R. WAYNE JONES, P.B. Boring Location: STA. 25+70, 9 Ft. RT r 0 z z m $ Description Of Material G.y W rp d a N J I—(Color,Type,Moistum & Consistency) 3 V U a N 7 to a M 7 a a 0❑.0W Ul W 2 d H li o Asphalt .�:', SC Dense Dark Brown Silty Clayey 1 20 _ Sand 17.9 23 16 7 T. _ 3• .ra.: �'r ;1 a. :: SC Dense Dark Brown Silty Sandy :': Clayey Sand with Sandstone Gravel 2 6 r°�' 18.5 ,�1.r F.i��'a:. a. •• •.r. _z r= r4 SC ..a..r Dense Dark Brown Silty Clayey t °a. Sand with Sandstone Gravel 3 7 17.2 5.0 •:: r °: e .•.. END OF BORING 8.0 Completion Depth: 5.5 Feet Depth To Water (Final): Dry Logged By: K. REYNOLDS Fayetteville, Arkansas McCLELLAND r AND CONSULTING ENGINEERS, INC. Little Rock, Arkansas PLATE NO. 5 (• LOG OF BORING NO. TP-1 Project Owner: CITY OF FAYEITEVILLE MCE Project No.: FY983822 Description: CLEVELAND STREET IMPROVEMENTS Date Drilled: September 8, 1998 Location: PAYEITEVILLE, ARKANSAS Method Drilled: 5 1/2' Continuous Auger Project Engineer: R. WAYNE JONES, PE. Boring Location: STA 4+23, 12 Ft. RT li ° .. 11 ^ = x (!) • Q y z a Description Of Material a J J Li. ~ - lb3 a W a N ,O (Color,Type,Moisture & Consistency) •a •U N O 7 E m J a R o 0.0w Co N 2 a. 1°- Ii Crushed Stone Base SC Dense Reddish Brown and Tan Silty Sandy Clay with Sandstone Gravel .ra. ,r ir.t• •,r .r. 1 '.'`;s•�: 4.5+ a•�rr.: .r . r;,r er .r .. END OF BORING 5.0 8.0 Completion Depth: 3.0 Feet Depth To Water (Final): Dry Logged By: A. TARKANOV Fayetteville, Arkansas McCLELLAND CONSULTING ENGINEERS, INC. Little Rock, Arkansas PLATE NO. 6 I i LOG OF BORING NO. TP-2 Project Owner: CITY OP FAYETTEVILLE MCB Project No.: FY983822 Description: CLEVELAND STREET IMPROVEMENTS Date Drilled: September 8, 1998 Location: FAYETTEVILLE, ARKANSAS Method Drilled: 5 1/2' Continuous Auger Project Engineer: R. WAYNE JONES, P.H. Boring Location: STA. 9+35, 10 Ft. RT $ z° w a Description Of Material 7 c y Ow w n 3 w J t_ (Color,Type,Moisuro & Consistency) n V u u— w c N ❑ U a . 0.0 W Vl M CO D a. F IL ❑ OR Topsoil Sc Dense Brown and Tan Silty Clayey Sand with Sandstone Gravel T` r'.r•a rp • 1 r r.: •••�•`• 0.42 4.5+ a..r :: r.r. :r.r.r' ar. .: END OF BORING 5.0 8.0 Completion Depth: 2.5 Feet Depth To Water (Final): Dry Logged By: A. TARKANOV Fayetteville, Arkansas McCLELLAND CONSULTING ENGINEERS, INC. Little Rock, Arkansas PLATE NO. 7 Ll LOG OF BORING NO. TP-3 Project Owner: CITY OF PAYEITEVILLE MCB Project No.: FY983822 Description: CLEVELAND STREET IMPROVEMENTS Date Drilled: September 8, 1998 Location: FAYETTEVILLE, ARKANSAS Method Drilled: 5 1/28 Comimtous Auger Project Engineer. R. WAYNE JONES, P.H. Boring Location: STA. 13+05, 10 Ft. RT £ `o zD 0 m a Description Of Material E c . '., a tb V— C m WI; 4 t J (Color,Type,Moistum & Consistency) a V N O ≥ N am 'o N 0 a N 1y a U. I- IL CJ Asphalt CL Dense Tand Silty Clay with Gravel I 1.0+ 4.5+ ;,r :: SC Dense Reddish Brown and Gray Silty Clayey Sand 1•.. 1 .! t'1 END OF BORING 5.0 8.0 Completion Depth: 2.0 Feet Depth To Water (Final): Dry Logged By: A. TARKANOV Fayetteville, Arkansas McCLELLAND CONSULTING ENGINEERS, INC. Little Rock, Arkansas PLATE NO. 8 , I • LOG OF BORING NO. TP-4 Project Owner. CITY OP FAYECrEVILLE MCE Project No.: FY983822 Description: CLEVELAND STREET IMPROVEMENTS Data Drilled: September 8, 1998 Location: FAYECTEVE.LE, ARKANSAS Method Drilled: $ U2Continuous Auger Project Engineer. R. WAYNE JONES, P.S. Boring Location: STA. 21+23, 8 Ft. RT z LL c w a Description Of Material w 9 c vi '� a .' .DC — a C t3 W r0 dE J (Coior,Type,Moisture & Consistency) L u N ❑ ❑ W U O N •O � N U 0.0W 0) 00 to ❑ 2 J a a F U. O • Asphalt Crushed Stone Base zs SC Dense Reddish Brown Silty Sandy I. Clay with Sandstone Gravel :r;�: sc Dense Brown Silty Clayey Sand r s with Sandstone Gravel . .r.. a•ar r ra . 'ad.: .r.. END OF BORING 5.0 Completion Depth: 2.0 Feet Depth To Water (FnsD: Dry Logged By: A. TARKANOV Fayetteville. Arkansas McCLELLAND CONSULTING ENGINEERS, INC. Little Rock, Arkansas PLATE NO. 9 I• LOG OF BORING NO. TP-5 Project Owner. CITY OF FAYEITEVILLE MCE Project No.: FY983822 Description: CLEVELAND STREET IMPROVEMENTS Data Drilled: September 8, 1998 Location: FAYETTEVILLE. ARKANSAS Method Drilled: 5 12Continuous Auger Project Engineer: R. WAYNE JONES, P.E. Boring Location: STA. 25+73, 8 Ft. RT •' 1 Li. ~ l� _ a, nj ow a a Description Of Material c m oal E 3 = U (Color,Type,Moisture & Consistency) M a N U O to 0 a a f0 0 —y O 0.0 w of M t0 7 I. 0. H ii a OH Topsoil .JII. _ sc Dense Tau Sandy Clay with . `r Sandstone Gravel r. aO r p. r?�:" 0.30 4.5+ 12 s: ra: ,;d 'SJr. �; END OF BORING 5.0 t 8.0 Completion Depth: 2.5 Feet' Depth To Water (Fina0: Dry Logged By: A. TARKANOV • Fayetteville, Arkansas McCLELLAND CONSULTING ENGINEERS, INC. Little Rock, Arkenaas 1 PLATE NO. 10 SYMBOLS AND TERMS USED ON BORINGS LOGS SOIL TYPES SAMPLER TYPES (SHOWN IN SYMBOL COLUMN) (SHOWN IN SAMPLES COLUMN) amp ® ® H N H N Gravel Sand Silt Clay Shelby Piston Split No Predominant type shown heavy Tube Spoon Recovery TERMS DESCRIBING CONSISTENCY OR CONDITION COARSE GRAINED SOILS (major portion retained on 200 sieve): Includes (1) clean gravels and sands, and (2) silty or clayey gravels and sands. Condition in rated according to relative density, as determined by laboratory tests. DESCRIPTIVE TERM RELATIVE DENSITY Loose 0 to 40% Medium Dense 40 to 70% Dense 70 to 100% FINE GRAINED SOILS (major portion passing No. 200 sieve): Includes inorganic and organic silts and clays, (2) gravelly, sandy, or silty clays, and (3) clayey silts. Consistency is rated according to shearing strength, as indicated by penetrometer readings or by unconfined compression tests. UNCONFINED DESCRIPTIVE TERM COMPRESSIVE STRENGTH TON! SOFT. Very Soft Less than 0.25 Soft 0.25 to 0.50 Firm 0.50 to 1.00 Stiff 1.00 to 2.00 Very Stiff 2.00 to 4.00 Hard 4.00 and higher Note: Slickensidad and fissured clays may have lover uacontined compressive strengths than shown above, because of planes of weakness or cracks in the soil. The consistency rating of such soils art based on penetromrter reading. TERMS CHARACTERIZING SOIL STRUCTURE Slickensided - having inclined planes of weakness that are slick and glossy in appearance. Fissured - containing shrinkage cracks, frequently filled with fine sand of silt usually more or less vertical. Laminated - composed of thin layers of varying color and texture. _ Interbedded - composed of alternate layers of different soil types. Calcareous - containing appreciable quantities of calcium carbonate. Well graded - having wide range in grain sizes and substantial amounts of all Intermediate particle sizes. Poorly graded - predominantly of one grain size, or having a range of sizes with some intermediate size missing. Tarns used in this sport for describing sails according to their texture or grain site distribution are in ac dace with the IWIPId SOIL aaSSInanoi PYPf41. as des=ibed in Technical Mesorandua NO. 3-3S7. Waterways Byerimant station. ketch Lis] MCS PLATE 11 'CLELL!ND P.O. Box 1719 RI I CONSULTING Fayetteville, Arkansas 72702-1 22 9 DESIGNED ro SERVE! ENGINEERS, INC 501-443-9243 MATERIALS LABORATORY FAX 501-443-9241 CBR OF LABORATORY COMPACTED SOILS ASTM D 1883 JOB NUMBER: FY983822 DATE: Oct 15, 1998 TECH: KR PROJECT: Cleveland Street Improvements SAMPLE NUMBER: TP #1 Sta. 4+2312R IDENTIFICATION: DESCRIPTION: Brown silty clay w/sandstone METHOD OF COMPACTION: ASTM D 698 Method C Maximum Dry Density, lbsJcu. ft.: 108.9 Optimum Water Content, %: 17.2 Preparation Method: Moist 1. CBR DATA Surcharge Weights: During soaking: 30 lbs. During penetration: 30 lbs. Moisture Contents,%: (60 blows) Before compaction: 16.6 After compaction: 17.7 Top one Inch: 19.7 Whole Specimen: 18.4 Swell, %: 1.01 Dry Density lbs./cu. ft.: (60 blows) Before soaking: 109.1 After soaking: 109.8 Bearing Ratio (soaked), @ 95 %: 4.8 Sieve analysis, percent passing: 3 Inch: 99.1 314 Inch: 82.8 318 Inch: 65.0 No.4: 40.9 u 104 a 102 m 100 98 p 96 94 92 90 88 OMMMM�Iamm—MMMME I■■■■n■mn\a■■I NOWT i■I I■Mii■i■S II I I■■■it ' ' ■■■■■■I 10 11 12 13 14 15 (16 17 18 19 20 21 22 23 0 1 3 5 7 9 11 Water Content, % Soaked CBR, % O i CONSTRUCT] MATERIALS SUPERVISOR PLATE No. 12 AASHTO Accredited - Inspected by AMRL & CCRL MCCLELLND P.O. Box 1229 CONSULTING Fayetteville, Arkansas 72702- 7229 • DESIGNED rD SERVE ENGINEERS INC 501-443-243 i MATERIALS LABORATORY FAX 501-443-99241 CBR OF LABORATORY COMPACTED SOILS ASTM D 1883 JOB NUMBER: FY983822 DATE: Oct 16, 1998 TECH: CB PROJECT: Cleveland Street Improvements SAMPLE NUMBER: TP #2 Sta. 9+3510'R IDENTIFICATION: DESCRIPTION: Brown silty clay w/sandstone METHOD OF COMPACTION: ASTM D 698 Method C Maximum Dry Density, IbsJcu. ft.: 110.6 Optimum Water Content, %: 15.9 Preparation Method: Moist I• I CBR DATA Surcharge Weights: During soaking: 30 lbs. During penetration: 30 lbs. Moisture Contents %: (60 blows) Before compaction: 13.9 After compaction: 16.6 Top one Inch: 16.7 Whole Specimen: 16.5 Swell, %: 1.00 Dry Density IbsJcu, ft.: (60 blows) Before soaking: 112.8 After soaking: 113.3 Bearing Ratio (soaked), @ 95 %: 2.3 Sieve analysis, percent passing: 3 Inch: 99.1 314 Inch: 3/8 Inch: 78.4 54.5 No.4: 36.0 112 110 108 CL 106 •Oi 104 C) 102 G100 c 98 96 94 92 I■NN■ERNME°m[' ZI I 1ENNEE■N■W!■■■I IN■IMENNNEEME■1 ■.II M M2■■.■■■1 IN■11I■NNENN■■NI I _■Inm_■■mm�■N 10 11 12 13 14 15 16 17 18 19 20 21 22 23 0 1 1 3 5 7 9 11 Water Content, % Soaked CBR, % In CONSTRUCT9N MATERIALS SUPERVISOR PLATE No. 13 AASHTO Accredited - Inspected by AMRL & CCRL MCE'CLEL'ND P.O. Box 1229 cONSULTING Fayetteville, Arkansas 72702-1229 ENGINEERS 01-443-243 DESIGNED r0 SERVE! � INC.• MATERIALS LABORATORY FAX 501-443-99241 CBR OF LABORATORY COMPACTED SOILS ASTM D 1883 JOB NUMBER: FY983822 DATE: Oct 22, 1998 TECH: CB PROJECT: Cleveland Street Improvements SAMPLE NUMBER: TP #3 Sta. 13+05 10'R IDENTIFICATION: DESCRIPTION: Brown, Red & gray silty clay w/organics METHOD OF COMPACTION: ASTM D 698 Method A Maximum Dry Density, lbsJcu. ft.: 97.9 Optimum Water Content, %: 21.9 Preparation Method: Moist CBR DATA Surcharge Weights: During soaking: 30 lbs. During penetration: 30 lbs. Moisture Contents,%: (60 blows) Before compaction: 23.3 It After compaction: • 23.2 Top one Inch: 34.0 Whole specimen: 26.2 Swell, %: 4.70 Dry Density lbs./cu, ft: (60 blows) Before soaking: 95.0 After soaking: Bearing Ratio (soaked), @95%: 1.7 Sieve analysis, percent passing: • 3 inch: 100 314 Inch: 100 318 Inch: 100 No.4: 99 98 96 `u 94 a s 92 rn 90 88 p86 84 82 80 78 Water Content, % Soaked CBR, % VJrn.Gr a, P, . °,.6 CONSTRUCT$N MATERIALS SUPERVISOR PLATE No. 14 AASHTO Accredited - Inspected by AMRL & CCRL i MCE'CLELL-AND • P.O. Box 1229 cONSULTING Fayetteville, Arkansas 72702-1 22 9 I • I DESIGNED TO SERVE ENGINEERS INC 501-587-1303 r MATERIALS LABORATORY FAX 501-4433-992441? CBR OF LABORATORY COMPACTED SOILS ASTM D 1883 JOB NUMBER: FY983822 DATE: Oct 21, 1998 TECH: CH PROJECT: Cleveland Street Improvements SAMPLE NUMBER: TP #4 Sta. 21+23 8'R IDENTIFICATION: DESCRIPTION: Brown silty sandy clay w/gravelly METHOD OF COMPACTION: ASTM D 698 Method C Maximum Dry Density, lbs. /cu. ft.: 108.8 Optimum Water Content, %: 16.2 Preparation Method: Moist 1• I I CBR DATA Surcharge Weights: During soaking: 30 lbs. During penetration: 30 lbs. Moisture Contents,%: (60 blows) Before compaction: 16.4 After compaction: 15.6 Top one Inch: 16.7 Whole Specimen: 12.0 Swell, %: .06 Dry Density lbs./cu. ft.: (60 blows) Before soaking: 108.4 After soaking: 114.1 Bearing Ratio (soaked), @95%: 8.0 Sieve analysis, percent passing: 3 Inch: 100 314 Inch: 81.1 318 Inch: 58.5 No.4: 39.8 118 116 114 112 m 110 m 108 a 106 E 104 102 100 98 IMMOMM�MMMI•MMOI i■■■■■■■■■■■■■1, ra IrIrJE[ThIRs a. Iii®■�i■�•��■■■■1 I■■O■■■■■■■■■■1 ■a"""'_"" 10 11 12 13 14 15 16 17 18 19 20 21 22 23 0 4 i8 12 16 20 22 Water Content, % Soaked CBR, % O O r r/Va- i CONSTRUCTI9S MATERIALS SUPERVISOR PLATE No. 15 AASHTO Accredited - Inspected by AMRL & CCRL • MCEcONSULMcCLELLAND TING DESIGNED To SERVE ENGINEERS, INC. I P.O. Box 1229 Fayetteville, Arkansas 72702-1229 501-587-1303 MATERIALS LABORATORY FAX 501-443-9241 CBR OF LABORATORY COMPACTED SOILS ASTM D 1883 JOB NUMBER: FY983822 DATE: Oct 22, 1998 TECH: CB PROJECT: Cleveland Street Improvements SAMPLE NUMBER: TP #5 Sta. 25+73 8'R IDENTIFICATION: DESCRIPTION: Dark Brown silty clay w/organics METHOD OF COMPACTION: ASTM D 698 Method A Maximum Dry Density, lbs./cu. ft.: 108.0 Optimum Water Content, %: 17.2 Preparation Method: Moist CBR DATA Surcharge Weights: During soaking: 30 lbs. During penetration: 30 lbs. Moisture Contents %: (60 blows) • Before compaction: 18.1 II1I After compaction: 18.5 Top one inch: 18.5 Whole Specimen: 17.8 Swell, %: .23 Dry Density lbs./cu. ft: (60 blows) Before soaking: 107.1 After soaking: 108.2 Bearing Ratio (soaked), @95%: 4.8 Sieve analysis, percent passing: 3 Inch: 100 314 Inch: 100 318 Inch: 100 No.4: 99 116 112 110 108 of 106 104 p 102 c 100 98 96 94 Water Content, % Soaked CBR, % In P �L CONSTRUCT94 MATERIALS SUPERVISOR PLATE No. 16 AASHTO Accredited - Inspected by AMRL & CCRL MCEMcCLELLAND • P.O. Box 1229 CONSULTING Fayetteville, Arkansas 72702-1 22 9 ENGINEERS01-587-1303 DESIGNED f0 SERVE INC.INC a MATERIALS LABORATORY FAX 501-443-9241 LABORATORY TEST RESULTS 1 JOB NUMBER: FY983822 PROJECT: CLEVELAND STREET DATE: OCTOBER 22,1998 lie B 0 S O DESCRIPTION DEPTH Fast WATER CONTENT LL PL PI USC AASHTO SIEVE ANALYSIS %FINER UDW pcI Uc 1s1 31N. 3141N. NO.4 NO. 10 No.40 NO. 200 1 I BROWN SILTY CLAYEY .5'-2' 5.6 20 13 7 Sc A-2$(0) 72.5 29.6 SAND WIGRAVEL 1 2 RED, BROWN & TAN 2'3.5' 9.8 SILTY CLAY WISANDSTONE 1 3 RED, BROWN & TAN 44.5' 7.3 SILTY CLAY WISANDSTONE 2 1 BROWN SILTY CLAYEY .5'-1.2' 7.0 23 16 7 SC A-4(0) 75.4 37.8 SAND WIG RAVEL 2 2 BROWN, RED & TAN V3.5' 11.4 SILTY CLAY WISANDSTONE 2 3 BROWN, RED & TAN 4'-S.S' 11.4 SILTY CLAY WISANDSTONE 3 1 DARK BROWN SANDY .5'-2' 5.0 30 17 13 CL A4(6) 91.3 67.7 LEAN CLAY 3 2 BROWN, RED & TAN 2'3.5' 16.3 110.0 SILTY CLAY WISANDSTONE 3 3 RED, GRAY & TAN 4'4.5' 15.5 SILTY CLAY WISANDSTONE 4 1 DARK BROWN SILTY, CLAYEY 1'-2.5' 11.5 NP SC A-23(0) 83.3 28.3 SAND WIGRAVEL 4 2 DARK BROWN SILTY 3'4.5' 9.5 CLAY WISANDSTONE 5 1 DARK BROWN SILTY 0-1.5' 17.9 23 16 7 SC A4(0) 92.0 40.5 .CLAYEY SAND 5 2 DARK BROWN SILTY SANDY 2'$.S' 18.5 CLAY WISANDSTONE $ 3 DARK BROWN SILTY 4'4.5' 17.2 CLAY WISANDSTONE AASHTO Accredited - Inspected by AMRL & CCRL PLATE No. 17