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HomeMy WebLinkAboutApplication - Permit"\r ) ~ I o-r-' 2 3 ·I r--5 ~: ~v,Cti~·· P~o . ~~<f?'( ~, '8--x: 17oo f GARFIELD COUNTY BUILDING PERMIT APPLICATION 108 a·• Street, SUite 401 , Glenwood Sprlage, C081601 Phono: 970·945·8212 I Fu1 970-3 84·3470 /lnopedlon Line: 970·384·15003 Permit No : l0Gj50 Parcel/Schedule No: 213732100008 b Acdress: Portion of Tract 44, SEX SEX of Sec 9 and in the SWX SWX of Sec 10, T6S, R98W of the 6th Principal Meridian , 39.32'30.11 "N latitude , 108°19'33 .34 "W longitude lo t No: Block rio : Subd. I Exemptio n : NA-Chevron Temporary Office Location wner: M ")\.)~VtJ"'\.1)\Ah d Address ~ 5.&\il..-.21-, Ph: '7...? c:-L.. " Wk Ph: ~ee anac e (.,... · .... .p_~-CAk. (CJ .~J .• 0.? "J -~,'Jt1 ·s Contract or: NA Address: 7 • Ph: Li e. No. Architect/Engineer: NA Address: Ph: r ( ~ / ~ Lie . No. !fq. of Floors: Single story _ Sq. F!.1of8uilding: -.'. ~1 _?j'-'6 Sq. Ft. of Lot: He ight: ~~ 'l,b 11 ~ -1"J:J Seeauached ..... _ 80,600 See attached Usc of Building: r-1 V" e; ~(3 c Factor I( B IA I r +-6 ~ Temporary offices to support natural gas field development operations 1~--~~~----~--~--------~~------~----------~----~-------------------- Describc Work: Placement of modular units on site , utility hookups 8 Class of Work: Oil New 0 Alteration U 1\ddition 0 Move 0 Si:'lgle Double Ca rpor t: 10 0 Driveway Permit 0 On-Site Sewage Not required Off-site disposal Disposal Site Pl an u Remove 0 0 Single Double ll Valuatio n of Work:$ Adjusted Valuation s:<ilt30 /_ 'l "'' - See attached ~ f \!) ~ ~~~~~~--------------------------~----------------~----~ 12 Special Condition s : Placement and conditions In accordance with Garfteld County Special Use Perm it for Chevron North America Exploration & Production Company, Temporary Office location. NOTICe A SePARATI:: I!:L~;CTRICAI, PERMIT I S RI::QUIR~~D AND MUST BE ISSUF.O BY T ilE STATE OF COI.ORADO. TillS I'BRMIT BF:COMES NU LL AND VOID IF WORK OR CONSlRL:CI10N AUTHOR IZED IS NOT COMMilNCED WITH!.N 180 DAYS, OR, I F CONS'fRUC rtON OR WORK I S SUSI'BNDEO OR ABANDONED FOR A PERIOD o~· 180 DAYS 1\T ANY T IM !:: Ant;R WORK I S COMMENCED . lliEREBY CE:<ri FY THAT I HAVE READ ,\Nl) EXAM I NF.D 'THIS ,\PPI.l CAllON ,\ND KNOW THF.: SAME TO OE'l'RIJB ANI) CORRF.CT. ALL PROV I SIONS OF LAWS OOVP.RNING TillS TYPE OF WORK WI !.I, BE: Plan Check Fcc: d-q'3 ;o Tota l Fee; l '1 S' s,- 2-COO 00 ~~~--~~~u~~ OCC Group:'-1 " :x;6L B COM PI.ETED WlTIIIN WHBTHF.R SPECIFIED IIEREIN OR NOT. THE zoni n g: OHANTINO OF A PER MIT IJQF..S NOT PRESUM E: TO GIVB AUT H OR ilY TO VIOlATE OR CANCEL 111E PMOVISIONS OF ANY OlllER SfATE OR Permit Fcc:'i S"'l ~~ Dated Pcrrr.it Issued: Const. Type: Setbacks: ~~~~~g)/~~TIN/~.CfiON :R ~2H:~r0EZRFORMANCI:: f-:-::----:-:-------~-~=-:-:--~=------_ ~//. ~ V/th Manu . Home: ISDS No . & Fcc: N f l\ st~flAr~r: ~~w ~R ~ o "lf # s-X Yo o ~~ 1Ll g -'5'-<>1 1t..\LL-tt""Z-r·t-s•.w \>1\fl} fl ilm. !>EFT. 2000 t:P APHtO~DATE A't ~Rb.VAL/DAT& AGRI::I::MI::NT PF.RM ISSION IS II BH~:tw GRANTED TO T l IE APPL ICANT liS OWNER, CONTRII C'fOH AND/OR THe AGENT m· T H E CONTRACTOR OR OW NEll TO CONSTRU<..'T TH~: STRUCTURE AS Ol.'TAJ LKO ON Pl.ANS Al\D SPEC1~1CATIONS SUBMITIED TO AND REVIBWED BY Tll8 llUil.DING DEPARTMENT. IN CO NSim:!HTION OF TilE ISSSUANCI:: OF lHIS PF.:RMIT, TilE SIONBH . HF.REBY AGREES TO COMPLY WITH 1\LL BUILDING CODES AND J,AND USE H~:O VI.ATIONS ADOPTED UY OARFI E:LD COUN1Y PURSUANT TO AUTIIORIJY GIVEN LN 30.28.20 I CRS 1\S AMENDED. Tm: SIONF.R FURTH ER AGREES T HAT IPTIIE AllOVB SAID ORD I NANCES ARE NOT FULLY COMPII.P.D WITIIIN Till> lCOATION, ERECTION, CONS1'HUCTION, ANJ USE OF T ilE ABOVE m :SCRIBED STRIJCTUIIE, THg PF.RMif MAY Be REVOKED BY NOTICE FROM TilE COUNlY AND THATTIIEN AND T llt;RB I T SHAL l, IJECOME NUll. AN D VOID. TilE I SSUANC~; OF A I'ERMT B ASED UPON PLANS, SPECI F ICATIONS AND OTIIF.:R D ATA SIIAL:.. NOT Pllt;VENTTHE BUI LDI NG OFFI CIAL FROM TII BHBAF'TP.R REQUIRING T ilE: CORRECTION OF P.RRORS IN SAID PLANS, SPECIFICATION S AND OTHF:R DATA OR FROM PRBV£Nl1NG DUIWINO OPF:RATI ON BEING CAHRIF.D ON THEREUNDER WI IBN IN VIOLATION OF TIIS COo~; OR ANY OTHER ORDINANCE OR RF.OUI,ATION OF THIS JURISDICTION. THB R~:VIF.W OF SUBMmED PLANS AND SPEC IPICATI ONS 1\NIJ INSPF.CTIONS CONDUCTED THt;REIIFTF.R DOES NOT CONSTrrun~ t\N ACC£1'TANCF. OF ANY RESPONSIIli LITI~:s OR J.IABI,ITI E:S BY OARFI I!:LD COUN1Y fOR ERRORS, OM I SSIONS OR D ISCREPENC I £S. THB RESI'ONSI DILITY FOR THESE ITEMS AND IMPLF.MENTA710N DURING CONSTRUCTION RESTS SPEC IFICIALI.Y WITH TH:':ARTICTECT, DESIGNER, RUII.DF.:R, AND OWNER. COMMitNTS AR ::O.: INTENDED 1'0 BE CONSitRVATIVF.: AND IN SUPPORT OF 'THE OWNERS LN'mREST. ~ ~ 1 <> { 1 ~[ AC:;~w~~~-?~';i'~'VE "'"" """ UNDERSrAND noE '""""'-'' """"" UNITW.J• '511/' , JlA J <) ~ L ~te._, ~ ~~ LtSA ~. \-L.~¥t. \x 17017 ~I vrfJ ! 'i e; A ~;' J<Mvj~ :)~1 -5"f,..L ~77( D n}..L lo1 '6\) I & <' 1 f UJ',\ · · .. -\ !H <X_ l./ 'Q r1 ~~q, I \ II) ....b~ ~\ \t.f ~ '30 fvv- ) The following items are required by Garfield County for a final inspection: 1. A final E lectrical Inspection from the Colorado State E lectrical In spector; 2. Permanent addre ss ass igned by Garfield County Building Department posted where readi ly visible from access road; 3. A finished roof, a lockable hou se, complete exterior siding, ex terior doors and windows in s ta ll ed, a comple te kitchen with cabinets, a s ink with hot & cold running water, non-absorbent kitchen floor coverings, co unter tops and finished walls, ready for stove and refrigerator, a ll nece ssa ry plumbing; 4. All bathrooms must be complete, with washbowl, h1b or shower, toil e t stool, hot a nd cold running water, non-absorbent floors and wa lls fini shed and a privacy door; 5. All ste ps outside or in s id e over three (3) steps mu st have handrai ls, gua rd rails on balconies or decks over 30" high constructed to all IBC and IRC requirements; 6. Outside gradin g don e to where water will detour away from the building; 7. Exceptions to th e outside steps, decks and g rad ing may be made upon the demonstration of extenu ati ng circumstances, i.e. weather, but a Ce rtific ate of Occupancy will not be issued until all the required items are completed and a final in spection made; 8. A final in spection s ign off by the Garfield County Road & Bridge Department for driveway insta llation, where applicable; as well as any fin a l s ign off by the Fi re District, and/or State Agencies where a pplicable. 9. If you will be connecting to a public water and/or sewer sys tem , proof of the tap fees have been paid and th e connections inspected by th e service provider prior to issuan ce of a C.O. A CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL ALL THE ABOVE ITEMS HAVE BEEN COMPLETED. ****A CERTIFICATE OF OCCUPANCY MAY TAKE UP TO 5 BUSINESS DAYS TO BE PROCESSED AND ISSUED. ****CANNOT OCCUPY OR USE DWELLING UNTIL A CERTIFICATE OF OCCUPANCY (C.O.) IS ISSUED. OCCUPANCY OR USE OF DWELLING WITHOUT A C.O. WILL BE CONSIDERED AN ILLEGAL OCCUPANCY AND MAY BE GROUNDS FOR VACATING PREMISES UNTIL ABOVE CONDITIONS ARE MET. I unde rstand and agree to abide by the above conditions for occupancy, use and the issuance of a Certifi cate of Occupancy for the dwelling unde r building pe rmit # _____ _ Signature Bpapplicationoctober2006 Date VALUATION/FEE DETERMINATION ~ Applicant--"C_.<...I.)..~..:.I-~Iio.oii.J~.LJ"\...u-\==--.:._--- Address __ 5~t£..:;:c.-~-q.4--_____ _ Date ____ q......_--~~-o_'].L..-___ _ Finished (Livable A r ea): M ain Upper Lower Other Basement: T otal Square Feet Valuation Unfin ished Convers io n of Unfin ished to Finished Pl an Check Fee for Con version Valuation Gara2:e : Valu ati on 1 X ?'ZB'"' Lf A 72C Subdivision Lot/Block Co ntra ctor Mo ~.\c._ M ~ Crawl Space: 3 1 0 8 X q :::.- Valu ation 3 0 1 b 7 Z.. Decks/Pati os: Covere d Valuation Open Valuation Total Valu ation GARFIELD COUNTY BUILDING AND PLANNING 970-945-8212 MINIMUM APPLICATION REQUIREMENTS For MANUFACTURED HOMES In order to understand the scope of the work intended under a permit application and expedite the issuance of a permit it is important that complete information be provided. When reviewing a plan and it's discovered that required information has not been provided by the applicant, this will result in the delay of the permit issuance and in proceeding with building construction. The owner or contractor shall be required to provide this information before the plan review can proceed. Other plans that are in line for review may be given attention before the new information may be reviewed after it has been provided to the Building Department. Please review this document to determine if you have enough information to design your project and provide adequate information to facilitate a plan review. Also, please consider using a design professional for assistance in your design and a construction professional for construction of your project. To provide for a more understandable plan in order to determine compliance with the building, plumbing and mechanical codes, applicants are requested to review the following checklist prior to and during design. Applicants are required to indicate appropriately and to submit the completed checklist at time of application for a permit. Applicants are required to indicate appropriately and to submit the completed checklist at the time of application submittal for a permit. All plans submitted must be incompliance with the 2003 IRC for Residences and 2003 IBC for Commercial Offices and Storage. 1. Is a site plan included that identifies the location of the proposed structure or addition and distances to the property lines from each comer of the proposed structure prepared by a licensed surveyor and has the surveyors signature and professional stamp on the drawing? Properties with slopes of30% or more must be shown on site plan. (NOTE Section 106.2) Any site plan for the placement of any portion of a structure within 50 ft. of a property line and not within a previously surveyed building envelope on a subdivision final plat shall be prepared by a licensed surveyor and have the surveyor's signature and professional stamp on the drawing. Any structure to be built within a building envelope of a lot shown on a recorded subdivision plat shall include a copy of the building envelope as it is shown on the final playwith the proposed structure located within the envelope. Yes ./ ----- 2. Does the s ite plan when applicable include the location of the I.S.D.S. (Individual Sewage Disposal System) and the distances to the property lines, well s (on subject property and adjacent properties), streams or water courses? This information must be certified by a licensed surveyor with the1irr s s~i ature and professional stamp on the design. Yes _/ -~--- 3 . Does the site plan include any other buildings, setback easements and utility easements? Please refer to Section .05.03 in the Garfield County Zoning Resolution if the property you are applying for a building em1it on i s located on a corner lot. Special setbac k s do apply. Yes ---v---- 4 . Does the site plan indicate the location and direction of the County or private road accessing the property? / Ye::; / __ ..£..__ __ 5. Do the plans include a foundation plan indicating the size, location and spacing of all reinforcing steel in accordance with the uniform building code or per stamped engineered design? A Floor Plan of the Modular Unit showing exterior doors is required. Ye s .. / 6 . Do you understand that if you belong to a homeowners association, it is your responsibility to obtain written permission from the association, if required by that association,· prior to submitting an l\.~ application for a building permit? The building permit application will not be accepted without it. N l "'~" Yes No _____ _ 7. 8 . Will this be the only residential structure gn the parcel? . 0 ,.. 11 j, Yes No / Ifno-Explam: NJ'-if iG ~il~ ~ G>~-c\l-\:)4-<J~ Have two (2)k omplete sets of construction drawings been submitted with the application? Yes V -----'------ 2 9. 10. 11. 12. 13 . 14. 15 . 16 . 17 . For the pl acement of a manufactured h o me, have th e following been sp eci fied ? The size of th e unit (min. 20ft. x 20ft.); live r oof load (min. 40# could be m ore depending on el evatio n of property); ~nd d esign (min. wind speed of 90 mph); foundation design; metho d of anchoring? Yes / _ ____,:::.....__ __ Have you designed or h ad this plan des igned while considering building and other construction code requirements/ Yes / No ------ Do your pla ns C9ffiply with all zoning rules a nd regulations in the County relat ed to your zone di strict? Yes / No ------ Does the plan accurately indicate what yo u intend to construct and what will receive a final inspection b y the Garfield 9 ounty Building Department? Yes / No ------ Do you understand that approval for desig n a nd/or construction changes are required prior to the applicati on oi-these changes? Yes / No ------ Do you understand that the Building D epartment will collect a "Plan Review" fee from you at the time of application a nd that you will be required to p ay the "Permit Fee" as well as an y "Road Impact" or "Septic Sy_s t.e7m" fee s required, at the time you pi ck up your building permit? Yes / No ------ Are you aware that you must call in for an inspection by 3:30 the business day before the requested inspection in order to receive it the following business day? Inspections will be made behveen 7:30a.m. and 3:30p.m. Monday through Friday. Inspections are to be called in to 384- 5003. / Yes __/' No ------ Are you aware that requesting inspections on work that i s not ready or not accessible will result in a $50.00 re-inspection fee? Yes / No > ------ Are you aware that you are required to call for all inspections required under the IRC including a pproval on a final inspection prior to re ceiving a Certifi cate of Occupancy and occupancy of the building? / Yes / No ------- 3 18. Are you aware as part of the submittal fo r a building permit you are required to show proof of a driveway access permit from Garfield County Road & Bridge Department or if applicable the State Highway Department? If a permit is not necess ary , then a letter s tatin g that information is required . Y ou can co ntac t the Garfield County Road & Bridge Department at 625-8601 or refer to the phone b ook for the Slate Highway Departments number if applicable. Yes ~ No ____________ _ 19. D o you und er stand that you will be required to hire a State of Colorado Licensed Electrician and Plumber to perform ins tallation s and hookups, unle ss you as the homeowner are performi ng the work? The license number~ person performing the work will be required at time of applicable insp ection. Yes L__ No ____________ _ 20. Are you aware, that on the front of th e Building Permit Application you will need t o fill in the P arcel/Schedule Number for the lot you are applying for this permit on prior to th e s ubmittal of a building perfl}i.t-application? Your attention in this is appreciated. Yes ~ N o _____ __ 2 1. Are you aware that you will need to have your installer obtain an installation inspection as per the State Division of Hou sing requirements prior to the County building department doing their final in specti o~tate will charge a fee for this inspection. Yes .~No __________ __ 22. Are you aware that the Permit Application must b e s ig ne d by th e Owner o r a written authority being given for an A ge nt and that the party res po ns ible for the project must comply with the Uniform BuildingC~ Yes L_ No __________ __ 23. Are you aware, that if yo u receive your water and/or sewer from an Association, a Dis tri c t or Municipality, you will be require d to provide the County with a copy of the Tap Permit (or evidence of 1\_ an exemption) at the time of the building p ermit appli cation submittal? tJ 1r Yes No ___ _ 24. Do yo u unders tand that if you are pla nning on doing any excavating or gradi ng to the property prior to iss uance o~aing p ermit that you will be required to obtain a grading permit? Yes . 4 I hereby acknowledge that I have read, understand and answered these questions to the best of my ability. Date ___________ (evenings) Project Name: Project Address: Notes : If you have answered "No" on any of the questions, you may be required to provide this information at the request of the Building Official prior to beginning the plan review process. Delays in issuing the permit are to be expected. Work may not proceed without the issuance of a permit. If it is determined by the Building Official that additional information is necessary to review the application and plans to determine minimum compliance with the adopted codes, the application may be placed behind more recent applications for building permits in the rev iew process and not reviewed until required information has been provided and the appli cation rotates again to first position for review, de l ay in issuance of the permit or delay in proceeding with construction. bpminreqmhFeb2005 5 PLAN REVIEW CHECKLIST Applicant C h Lu u-u.r..., Date __ Cj__.__-_~.:.__--=o'--'1__.__ __ _ Building ~n gineered Foundation ~Driveway Permit ~ .. ~ \.y _L_Surveyed Site Plan (J ·-.I Planning/Zoning _LProperty Line Setbacks ~ -t- V 30ft Stream Setbacks ~oodPl ain .,. II"' \t-~ ~Septic Permit and Setbacks "%~f~~ ----L_LB uilding Height pt.J\-Sf .W'·~~ / -L.L Grade!Topography 30 % ~Attach Residenti al Plan Review List ~Minimum Application Questionnaire ~Subdivisio n Pl at Note s $-Fire Department Review V Valuation Determination/Fees _/Red Line Plans/Stamp s/Sticker ¥Attach Conditions L App li cation Signed ~Plan Reviewer To Sign Applicat ion --t..L'Parcel/Schedule No _ _L40# Snowload Letter-Manf Hms. L So il s Report GENERAL NOTES: ___L_Zoning Sign-off 4-Road Impact Fees ¥HOA/DRC Approval ~Gradeffopography 40 % V Pianning Issues Ha.-4--S fA../) *Subdivision Plat Notes Jeff Kehr From: Hranac, Kelly (Kelly.Hranac@wgint.com] Sent: Friday, September 21, 2007 1:24 PM To: Jeff Kehr Subject: Chevron Temporary Offices Building Permit: Tank information Hi Jeff, Here is the tank information for Chevron's Temporary Offices Building Permit. Kelly Hranac Independent Consultant Washington Group International 7800 E. Union Avenue, Suite 100 Denver, CO 80237 Office: (303) 843-3405 Cell: (303) 709-5654 From: Down Valley Septic [mailto:downvalleyseptic@rmi.net] Sent: Friday, September 14, 2007 7:49AM To: Hranac, Kelly Subject: Fw: Piceance Creek ..... Original Message ..... From: Down Valley Septic To: Ke/ly.Hranac@wgint.com Sent: Tuesday, September 11, 2007 4:12PM Subject: Piceance Creek 9/24/2007 Page 1 of2 9/24/2007 t>OWN VALLf.Y Sf.P11C S t>~ AIN, INC SCOTT I'IOYE'fl. OWN~ SI'IEU.Y P!i!OSLI!H. Sf>~CIALIST P.O. sox 1929 • WI.£, co 81650 9i'0--625-SSS6 TOLL fnU 666·311·SSS6 S"J>t~mber ll ,2007 To Whom U MnyConcem: P(ltabic Wa!er-Tunk: Scon Moyer Make: RtiUS.tabout Spe.;;iit.lties Inc. Model: 3025 gallons Size: 3()25 ]!I>JJR-•• Manufacmrc: RilliStaoout Down V!'llcy Seplle Own<:f /1\0WJC::IPAI. • 1!'6SI>SN11AL • C::0/1\/1\SF<:IAI. SSP11C: • SS\\'61!' • PF AIN Page 2 of2 MASTER RENTAL AGREEMENT #CS33637 STANDARD TERMS AND CONDITIONS MOBILE MINI, INC. hereby agrees to lease to CHEVRON NORTH AMERICA EXPLORATION AND PRODUCTION COMPANY. a division of CHEVRON U.S.A. INC. ("CHEVRON") office rrailcrs nnd storage containers from time to time, when and as requested by CHEVRON. The office trailers and storage containers (nEquiprnenln, whether one or mote) to be leased by CHEVRON and the rental rate for such Equipment shall be described in the Particulars page, the fom1 of which is auached hereto as Exhibit land made a part hereof for all purposes. MOBILE MINI, INC. shall lease the Equipment to CHEVRON in accordance with and subject to the following tenus and provisions ofthis Master Rental agreement. (, The rental rate for Equipment is payable monthly in advance at MOBJLE MJNI, TNC., and commences <m the date Equipment is shipped to the location designated in the Particulars Page attached hereto. (11 LOCA TJON"). Notwithstanding the foregoing, should the Equipment fail to operate in accordance with the performance criteria Sfl(..o.cified in the Particulars page when delivered, CHEVRON's obligation to begin paying the rental rnte shall be suspended until the date upon which the Equipment begins to operate in accordance with such perfonnance criteria. 2. Equipment will not be moved from LOCATION without the wriuon consent of MOBILE MINI, INC. 3. Transportation charges to Jocation and installation and handling costs are not included in the rental rate and these charges shall be borne by CHEVRON. MOBILE MINI, INC. shall, however, be responsible and liable for loss of or damage to Equipment during the period of installation and delivery. 4. At the termination of the lease, CHEVRON shall surrender the Equipment to MOBILE MINI, INC. in the same good order and condition as delivered, ordinary wear and tear excepted. Ordinary wear and tear, as used herein, shall mean ordinary \\'ear and tear not avoidable by MOBILE MINI, INC. maintenance practices. MOBILE MINI, INC. shall, at tl1e termination of the lease. arrange to have t11e Equipment redelivercd to MOBiLE MINI, TNC. offices (or other location designated by MOBILE MINI, INC.) at CHEVRON's expense. MOBILE MINI, INC. shall be responsible and liable for loss of or damage to the Equipment during the period of redelivery. 5, CHEVRON is obligated at its expense to furnish for the Equipment suitable electricity. water nnd sewer and such other items or services as may be included in the Particulars page. 1. CHEVRON is responsible and liable fur loss of or damages to Equipment arising between the time of delivery and redelivery of the equipment, unless such loss or damage is caused by MOBILE MINI, CNC.'s maintenance or improper maintenance of the Equipment, in which case MOBILE MINI, INC. shall be responsible and liable for such loss or damage. CHEVRON shall protect, defend, indemnify and hold MOBILE MINI, INC. hannless from nnd against any loss or damage Lo the Equipment to the extent of the Equipment arising out of improper operation, fire, freezing, the~ windstonn, hailstorm, flood, riot,. insurrection or explosion, unless such loss or damage arises as the result of the negligence of MOBfLE MINI, JNC. or unless such loss or domage is due to improper design or latent defect of Equipment. Chevron agrees that it will make reasonable attempts to contact MOBILE MINI, JNC. if iL reasonably appears that the Equipment is in need of repair or maintenance; however, Chevron's failure to do so shall not relie\'e MOBILE MINI, INC. of any of its obligations includin& but not limited to, indemnification -of Chevron. 8. MOBILE MINI, INC. shall not be liable for any incidental, special or consequential damages specifically including but nnt limited to well damage. loss of usc of facilities. loss of production, loss of operating supplies or loss of revenue; profits or income. 9. CHEVRON shall protect. defend, indemnify and hold MOBILE MINI, INC. hannless from and against any loss, damage. liability, suit. expense, cost or claim. ("Claims") for property damage, {other thWl the Equipment) and for injury to or death of person~ other than MOBILE MINI, lNC. employees snd contractors and their employees. arising out of and to the exLent of the operation of the Equipment, unless and to the extent that such Claims result ·I- from MOBILE MINI, INC. ncgligem:c~ from improper design of the Equipment or from latent defects in the Equipment, in which cases MOBILE MINI. INC. shall indemnify CHEVRON as provided below. MOBILE MINI, INC. shall protect, defend, indemnify and hold CHEVRON harmless from and against any loss, damage, liability, suit, expense, cost or cloim for property damage, (other than the Equipment) and for injury to or death of persons arising out of and to the extent of (f) the maintenance, or lack thereof, of the Equipment.. (ii) the improper maintenance of the Equipment (Hi) the improper design of the Equipment, (iv) latent defects in the Equipmenl,. (v) the delivery and redelivery ofthe Equipment, or (vi) any other cause not spccificaUy mentioned in this paragrnph attributable to MOBILE MINI, INC.'s exercise of its rishts or perfonnance of its obligations under this agreement. Furthcnnore, MOBILE MINI, INC. shall protcc~ defend, indemnify and hold CHEVRON hannless from and against any loss~ drunagc, liability, suit, expense, cost ()r claim for injury to or disease or death of any of MOBILE MlNI, INC.'s employees or contnlclors or their employees arising in any way out of the exercise of rights or lhe perfonnance of obligations by eiLhcr party under this agreement. Chevron agrees that it will make reasonable auempts to contact MOBILE MINI, INC. if it reasonably appears that the Equipment is in need of repair or maintenance; however, Chevron's failure to do so shall not relieve MOBILE MINI, INC. of any of its obligations including, but not limited to, indemni£ication of Chevron. 10. (a) Without in nny way limiting MOBILE MINI, INC.'s liability hereunder, MOBILE MINI, INC. shall maintain the Collowing insurance and all insurance llmt may be required under the applicable laws. ordinances and regulations of any govermnen!al authority: (i) Worke~s Compensation and Employers' Liability lnsunmoe as prescribed b)• applicable law. (ii) Comprehensive or Commercial Gcneml Liability (Bodily Injury and Property Damage) Insurance including the following supplementary coverages: (a) Contractual Liability to cover liability assumed under this Agreement, (b) Product and Completed Operations Liability lnsurnncc, (c) Broad fonn Property Damage Liability Insurance, and (d) coverage for explosion, coHnpsc and underground hazardsj. Except as otherwise provided herein, the firnit of liability for such insurance shall not be less than $500,000 per occurrence. (iii) Automobile Bodily Injury and Property Damage Liability Insurance. Such insurance shall extend to owned, non-owned, nnd hired automobiles used in rhe performance of this Agreement. Ex.cepl Ds otherwise provided herein, the limits of liability or such insurance shall he not less tltnn $250,000 per pen;on/$500,000 per occurrence for Bodily Injury and SJOO,OOO per occurrence for Property Damage. The above insurance shall include a requirement that the insurer provide CHEVRON with 30 days' written notice prior to the effective date of any cancellation or material change of 1hc insurnnce. The insurance specified in subparagraph (i) hereof shall contain a waiver of subrogation against CHEVRON and an assignment of statutory lien, if applicable. The insurance specilied in subparagraphs (ii), (iii), (iv), and (v) hereof shall name CHEVRON as an additional insured with respect to operations pcrfonned by MOBILE MINI, INC. under this agreement. (b) MOBILE MINI, INC. shall furnish CHEVRON witlt certificates or other documentary evidence satisfactory to CHEVRON of the above insurance ond endorsements. The certificalc ofinsumncc form attached hereto may be used for this purpose. (c) Without in any way limiting MOBILE MINI, INC.'s liability hereunder, MOBILE MINI, INC. shall obtain from ilS subcontractors, if any, the insurance coverages and endorsement• required by this Paragraph tltat beth CHEVRON nnd MOBILE MINI, INC. shall be named as additional insureds. (d) MOBILE MTNI, INC. shall not be required to carry the insurance coverages provided in this Paragraph I 0 to the extent such coverages conflict with, or nrc void or otherwise unenforceable under, applicable laws and regu1ntions in effect as of the date hereof. ·2- II. MOBILE MINI, INC.'s agreements herein to indemnify nnd save CHEVRON harmless are in addition to MOBILE MINI, lNC.'s acceptance of general liability as an independent contractor hereunder. 12. The defense, indemnity. and hold harmless obligations of MOBILE MINI, INC. hereunder. and the insurance required of MOBILE MINI, INC hereunder, shall apply to and run in favor of CHEVRON's affiliates and !he agents and employees of CHEVRON and its affiliates. 13. No title or right in Equipment shall pass to CHEVRON except !he rights herein cxprcs.<ly granted, Equipment shall always remain and be deemed personal and movable property even though attached to rcnJ or immovable property. All replacements, equipment, repairs or accessories made to or placed in, on or upon said Equipment shall become a component part of Equipmt.·nt, unless expressly agreed otherwise, and title thereto shall be immediately vested in MOBILE MINI, INC. and shall be included under this agreement. 14. CHEVRON shall not directly or indirectly assign. transfer, sublet, or part with possession of Equipment unless the written consent of MOBILE MINI, INC. be first obtained, and such assignment, transfer, sublease or parting of pcssession shall relieve CHEVRON of its obligation under this agreement. 15. CHEVRON shall not commit or permit any act whereby Equipment or nny port thereof shall be subject 10 or encumbered by RnY Hen or encumbrance of any nature or shall or may be sized, t.aken in execution, attached, sequestered. removed, destroyed or damaged. 16. In case of any default by CHEVRON of any of lhe provisions of this proposal or if CHEVRON shall be dissolved or be adjudged as bankrupt or shall have o petition of bankruptcy filed against it. or shall make general assignment for the benefit of creditors or-if a receiver shall be appointed for it, MOBILE MINI, INC., without prejudice to any other rights it may have, may~ after fifteen (15) days advnncc, written notice: to CHEVRON. withdraw and retake Equipmonl wherever snme may be found and without legal process, and for that purpose MOBILE MINI. INC. or its agents, servants, or subcontmctors. may enter upon any premises. where Equipment mny be and take possession thereof. All costs nnd expenses incurred by MOBILE MINI, INC. in taking possession of Equipment and for transporUltion of Equipment lo the redelivery point shaJI be for CHEVRON's account, if and only to the extent that CHEVRON is responsible for such transportation as per the Particulars page. 17. Should MOBILE MINI, INC. or CHEVRON have to engage the services of an attorney or collccLion agency as the result of any default by the other party, the defaulting party shu II be obligated to pay reasonable attorney ond collection fees. Interest of(l%) per month will be added to uccounts not paid within fony-five {45) days of the date of such invoice. 18. CHEVRON shall be responsible for any sales taxes 11550Ciated with lhe rental of the Equipment. 19. CHEVRON, at its sole expense, shall (i) comply with all applicable rules ond regulations of uny Federal, State, Coun13'". City, local. municipal or regulatory agency (hereinafter referred Lo as "Governing Bodies") relating to the construction or operation of the Equipmenl in the LOCATION, or cnvjronmcntal requirements associated therewith (including but not limited to air emissions and environmental discharges); and {il) obtain and maintnin throughout the rental term, or any extension thereof, uny and all licenses and/or permit fees assessed ns a result of this ~greemcnt or against said Equipment. CHEVRON further agrees to defend. protect, indemnitY and hold harmless MOBfLE MINI, INC. from any and all liability associated with its fnilure lo comply wilh the foregoing provisions. 20. Except for rental payments accrued priQr to the following described events, neither CHEVRON nor MOBILE MINI, INC. shall be liable to the other for any delays or failure to net occasioned or caused by strike, lockouts, fires, Rood, riot, insurrection, the elements, Act of God or other causes beyQnd the reasonable control of the party affected thereby, ·and dc1nys or failures due to any of the above shall not be deemed to be a breach or failure to perl"onn under this contract; provided, however, the party delayed by such event shall provide notice thereof to the other party as soon as reasonably possible specifying all fncts relating thereto. If any of the foregoing continues for more lhan thirty {30) consecutive days, then either party may lcrmino.le this contraet without any furlher liability to the other party subsequent to the date of termination. 21. MOBILE MINI, INC. shall maintain a true and comet set of records pertaining to the renting of Equipment hereunder and aU transactions related thereto and shall retain all such records for n period of not less than two years after completion of rental of Equipment hereunder. MOBILE MINI, INC. shall not pay any commissions, fees, or grant any rebates to any employee or officer of CHEVRON nor favor employees or officers of CHEVRON with gifts or entertninment of n significant cost or value nor enter into any business anangemcnts with employees or officers of CHEVRON, other than ns representatives of CHEVRON, without CHEVRON's written approval. Any representative or representatives authorized by CHEVRON may audit any and all records of MOBILE MINI, INC. relative to the renting of Equipmenl hecrcundcr and all transuctions related thereto for the purposes of verifYing any charges made by MOBILE MfNI, INC. hereunder and oflktermining whether there has been compliance with the preceding sentence. The attached Minimum Record Keeping Requirements for Contract Services should be used as a minimum guideline with respect to the records to be maintained by MOBILE MINI, INC. 22. (a) Unless exempted by Federal law, rule, regulation or Qrdc:r, MOBILE MINJ, INC. agrees to comply with the following applicable clauses contained in the Code of Federal Regulations (including any revision and rcdcsignation thereof), incorporated herein by reference. the full text of which will be made available upon request; 48 C.P.R. §52.203-6 (Subcontractor Sales to Government); 48 C.F.R. §§52.219-8, 52.219- 9 (Utilization of Small and Small Disadvantaged Business Concerns); 48 C.f.R. §52.219-13 (Utilization of Women-Owned Business Concerns); 48 C.F.R. §§22.804-1, 52.222-26 (Equal Opportunity); 48C.F.R. §52.222-35 and 41 C.F.R. §60.250-5 (Disabled and Vietnam Era Veterans); 48 C.F.R. §52.222-36 and 41 C.F.R. §60.741-5 (Handicapped Workers); 48 C.F.R. §52.223-2 (Cicnn Air and Water); nnd 48 C.F.R. §52223-3 (Hazardous Material Idenlifica<ion and Material Safely DnUl). MOBILE MINI, INC. aloo agrees: (i) to comply with all applicable requirements of the Clean Air Act, the Federal Water Pollution Control Act and the regulations and guidelines issued under each; {ii) that no portion of the work required by this contract will be pcrfonned in a facility listed on the Environmental Protection Agency List of Violating Facilities on the date when this contract was awarded unless nnd until the EPA climht.ates the name of such facility or facilities from such listing~ provided that if such Violating Facility is owned by CHEVRON, CHEVRON shall have given MOBILE MINI, INC. advance, written notice thl:lit such facility was a Violating Facility; (iii) to use its best efforts to comply with clean air standards and clean water standards at the facility in which the contract is being performed; und {iv) to insert dtc substance{)[ lhc provisions of this Paragraph into any nonexempt subcontract. MOBILE MINI, INC. shall execute the attached Certificat(! of Nonsegregated Facilities. (b) MOBIL~ MINI. INC. shall follow ond comply with all applicable aspects of the OSHA Hazard Communication Standard (29 C.F.R. §191 0 1200), or with the corresponding state Standard if applicable. CHEVRON's notification requirements under the Standard are stipulated in the attached memorandum concerning s11me. (c) MOBILE MINI, rNC. agrees and covenants that none of its employees, or employees of its subcontractors. who perfonn work under this A~ement arc unauthorized aliens nsdefoned in the Immigration Reform and Control Act of 1986. (d) lri addition to those specifically referenced herein, MOBILE MINI, INC. shall comply with all other Federal, State and local Jaws, rules and regulations (including but not li~nitcd to those related to S"Jfety and health) which are now, or in the future tnay become, applicable to MOBILE MJN[, INC., its business, equipment and personnel, in relation to MOBILE MINI, INC.'s work and to MOBILE MINI, INC.'s performnnce hereunder. 23. (a) MOBILE MINI. fNC. shall perfonn its work under this agreement in a safe manner, and in accordance wilh all applicable industry standards concerning safety. Attached hereto is a copy of "MidContinent Business Unit Contractor Handbook", containing CHEVRON's minimum safety requirements with which MOBILE MINI, INC. and its employees must comply, provided !hat CHEVRON shall have given MOBILE MINI, rNC. such copy prior to work being performed under this agreement. Ccrtnin CHEVRON facilities may have additional or different safely requirements, with which MOBILE MINJ, INC. and its employees must comply in order to work in or on such rncilitics. (h) MOBILE MINI, INC. and its employees shall comply with the attached Chevron "Controlled Substance and Alcohol Program And Nollcc of Chevron Nonh America F.xploration and Production Company Sean;h Policy", provided that CHEVRON shall have given MOBILE MINI, INC. a copy of such policy prior lo work being performed under this agreement. (c) MOBILE MINI, INC. and its employees should follow nnd comply with the attached "OSI-IA Hazard Communication Summary" concerning naturally occurring radioactive material (NORM) if and when NORM is encountered nt CHEVRON facilities, provided that CHEVRON shall have given MOBILE MTNT, INC. a copy of such procedures prior to work being performed under this ngreement. (d) At nll times when MOBILE MINI, rNC. has personnel (including, but nol limited to, agents and employees of MOBILE MINI, INC. and agents and employees of MOBILE MJNJ, fNC.,s subcontractors) on or at CHEVRON premises or facilities, at least one of such personnel at each worksite sl!all be capable of communicating in English, both orally and in written form) as well as being able to communicate-with the other MOBILE MINI, INC. personnel at the worksile who do not understand oral or written English. (e) MOBILE MINI, INC. shall furnish CHEVRON n copy of MOBILE MINI, INC.'s accident report covering each accident occurring on CHEVRON's premises during MOBILE MINI, INC.'s work hereunder. It is expressly understood that, in addition to all other rights and remedies available to CHEVRON, CHEVRON may immediately cancel or suspend work in progress without obligation to MOBILE MINI, INC. for doing so i( MOBILE MINI, INC. or fts employees in any wny fail to nbide by or comply with the policies, standards, rules, regulations and requirements referenced in Paragraph 23, hereof and this Paragraph 24. 24. MOBILE MINI, INC. shall hold confidential, and shall roquin: its subcontractors to hold confidential. any confidential or proprietary information, data or material of CHEVRON which .is fumished to or may become known to MOBILE MINI, INC. or its subcontractors, or is developed in connection with the renting of Equipment under this Agreement, and such confidential or proprietary infonnation, data or material shall not be disclosed to third panics without CHEVRON's prior wriucn consent. Likewise. CHEVRON shall hold confidential, and shall require its li:Ubeontroctors to hold confidential, any confidc:ntial or proprietary information, data or material of MOBILE MlNI, INC. which is furnished to or may become known to Cl"JEVRON or its subcontmctors. or is developed in connection with the renting of Equipment under this Agreement. and such confidential or proprietary information, data or material shall not be disclosed to third parties without MOBILE MINI, INC.'s prior written consent. 25. In the event there should be any conflict between the provisions of this Agreement and any Particulars page, whether written or oral, or MOBILE MINI, INC.'s, invoice, statement, purchase order, or nny other type of written memoranda, pertaining to the subject matter hercof1 the provisions of this Agreement shall control unless expressly agreed otherwise in writing by the parties hereto. 26. MODILE MINI, INC. shall not sublet or assign this Agreement without the written consent of CHEVRON. If MOBILE MINI, INC. so sublets or assigns without such consen~ this Agreement may be terminated by CHEVRON without notice. 27. All notices, other than in\'oices, which MOBILE MINI, INC. is required to give CHEVRON pursuant hereto shall be in writing and shall be sent to CHEVRON al Chevron North America Exploration and Production Company, Mid-Continent/Alaska Business Unit, Attn: Contract Administrator, P.O. Box 36366, Houston, Texas 77236. Notices given by CHEVRON to MOBILE MINI, INC. shall be given to MOBILE MINI, INC. nt 5300 Eudorn Street, Commerce City, CO 80022. EiU1er party may change the foregoing addresses upon giving 30-days' wrirten notice to the other. All invoices and work tickets shall be completed in accordance with the Minimum Record Keeping Guidelines provided by CHEVRON. 28. This agreement shall become effeclive for CHEVRON upon CHEVRON's acceptance of same. ns of the date shown below. and shaU continue in effect for so Jong lhereafier as the necessity for same continues1 subject to temlination by either party hereto upon I 0 days• written notice to the other. Tennination of1his Agreement shall nol relieve either party of iLS -5- respective liabilities and obligations hereunder arising with respect to work pcrfonncd or use of Equipment prior to thr:: time of tennination, including, but not limited to, either party's obligations of defense, indemnity, and confidentiality. 29. This Agreement shall be governed and construed according to the laws of the Stale where the Equipment shall be located. This agreement is accepted by the undersigned for MOBILE MINT, INC .• by signing ns indicated below. In executing this Agreement, MOBILE MINI, INC. acknowledges lhat it lms received Attachments 1-6 to this Agreement, and this Agreement witt not be effective until MOBILE MlNI, INC has executed Attachment I and the Alabama/Louisiana MOBILE MINI, INC.'s Certificate (Attachment 2), if applicable. It is understood that this Agreement will not be binding upon CHEVRON until CHEVRON has executed same, and it is further understood that until this Agrccmcnl is executed by CHEVRON, MOBILE MINI, INC. shall be in no manner bound by MOBILE MINI, fNC.'s signature hereto. ~~i~. ~rccment is effective upon execution by CHEVRON effective this .J3. day of .A. ~f.J. -O.fL./. ~~ ACCEPTED: CHEVRON NORTH AMERICA EXI'LORATION AND PRODUCTION COMI'ANY a Division of CHEVRON U.S.A.INC. Title: __ ....L.All«!!;o!!Jm!!!e;rv-:~in!!:-:rFJI!aC[;!t ___ _ ACCEPTED: MOBILE MINI, INC. Jeff Kehr From: Hranac, Kelly [Kelly.Hranac@wgint.com] Sent: Friday, September 21, 2007 1:24 PM To: Jeff Kehr Subject: Chevron Temporary Offices Building Permit: Tank information Hi Jeff, Here is the tank information for Chevron's Temporary Offices Building Permit. Kelly Hranac Independent Consultant Washington Group International 7800 E. Union Avenue, Suite 100 Denver, CO 80237 Office: (303) 843-3405 Cell: {303) 709-5654 From: Down Valley Septic [mailto:downvalleyseptic@rmi.net] Sent: Friday, September 14, 2007 7:49AM To: Hranac, Kelly Subject: Fw: Piceance Creek -----Original Message ----- From: Down Valley Septic To: Kelly.Hranac@wgint.com Sent: Tuesday, September 11, 2007 4:12 PM Subject: Piceance Creek 9/24/2007 Page 1 of 2 No.(008D ~(!X& . . Assessor's Parcel No. dr31·3;t (-oo -oo8 tf~ Date ..l£f-o/;;~{~? Job Add res; So (, ffi' owner ChevfOVLUM' Contractor ~ 75s I BUILDifiiiPERMIT CARD <JJ& -5?/-~ «'1 I W ,f) ~c./~~ ~ltv 3c3- Address ,.. o.&x:o'-6~~ Ph'One # 8<f'3-PQI1 Address ~ 0... Phone # ----- Setbacks: Front Rear _____ RH _____ LH _____ Zoning ----- 1~ii~(Te~3f~~ INSPECTIO~eatherproofing ___________ _ Footing ~ Mechanical ______________ _ Foundation Electrical Rough (State)---------- Grout Electri<;!JI final (Statel--------.,...-~- Underground Plumbing Final 11-ZN·o'/tcheckli~omRieted? ;Q1VL ~~~i~:lumbing Certificate g~~eu~'4~3-'8~ed Insulation Septic System # ___________ _ Roofing Date------------- Drywall ------------Final ____________ _ Gas Piping---,-------::;;::---;--::-;:--:--Other ______________ _ CI\tr ~ \<ilb41 1'1--~ Ma::J. ~'&, ~~ .;)<!>~'6 ,jfo'~r­ ~* (~2-?? ~-~ NOTES {wf il /t,aJ7 -. 151-'13 .s:;.,, f'7H.f/p$., fml z $~ (continue on back) p-vM_! fl~c. to/ufr? ~ I(}~An1 EXTERIOR Address No.------------- Drainage-------------- Decks-support & clearance to wood _____ _ Decks-stairs & ralls __________ _ Exterior locks---~-------- Flashing around doors & windows ______ _ Insect screens------------ INTERIOR GARAGE Fire wall separation----------- Service doors-He" min.---------- Door (20 min.) w/auto closer-Pie" min.------ Mach. equip. 18" above floor _______ _ No opening into sleeping area _______ _ BASEMENT-CRAWL AREA Access _____________ _ Insulation-------------- Headroom/Stairs ___________ _ Ventilation ------------- FINAL CHECKLIST MECHANICAL ROOM Boiler ___________ _ Hot water __________ _ F.A. gas/o/1 _________ _ Floor drain _________ _ Clearance __________ _ Air con. system ________ _ Hot water heater-------- Combustion air ________ _ Gas piping, valves _____ _c __ LPG Drain---------- FIREPLACE/STOVE Clearance to combustibles _____ _ Termination of chimney ______ _ Combustion air ________ _ Hearth (12" or 20" on sides) ____ _ Glass doors _________ _ Certified by: _________ _ REMARKS STAIRWAYS . Headroom (6'6") ---------- Railing & guardrails --------- W/dlh __ ~--------­ Rise & run----------- KITCHEN Clearance above grill ________ _ Exhaust fan __________ _ Broiler exhaust (1 hr. chase)------- BEDROOMS Egress------------- Smoke detector---------- BATHROOMS Exhaust fan _____ _c ____ _ Shatterproof glass _________ _ OTHER INSPECTION WILL NOT BE MADE UNLESS THIS CARD IS POSTED ON THE JOB 24 II OURS NOTICE HEQtiiRE() FOR INSPECTIONS BUILDING PERMIT D"''""'l9r.~:;·~~~ A~~~~~:~~~~~~~~~&~ .. , AGREEMENT In consideration of the issuance of this permit, the ap11licant hereby agrees to comply with all laws and regulations related to the zoning, location; construction and erection of the proposed structure for which this permit is granted, and further agrees that if the above said regulations are not fully complied with in the zoning, location, erection and construction of the above described structure, the permit may then be revoked by notice from the County Building Inspector and IMMEDIATELY BECOME NULL AND VOID. use !)':It)(, Jful&i~ ho\\\lk-y> of=rices Address or Legal Description 1\~S-Y.OV\S,IeCA--9tr.n')... Owner CbeiJt(!)D \ro Contractor Ow 'I\~(' Setbacks Front Side Side Rear This Card Must Be Posted So It Js Plainly ViSible r·rom Tile ~lreet Unfiltrinal Inspection. INSPECTION RECORD Footing Diiveway Foundation Undet·ground Plumbing Insulation Rough Plumbing Drywall Chimney & Vent Elc•·tric l'inal (b) State Inspector) /f-J.51J7 Gas Piping Final f/-2.lf-01 A MJ. Electric Rough (By State h.s1rector) Septic Final ~ Framing Notes:,~-:tf::.S $4.-~ (To include Roof in place and Windows . 1Jt~ ~. and Doors installed). ~. ·o.o~~ 1/7. {,() ALL LISTED ITEMS MUST BE INSPECTED AND APPROVED BEFORE COVERING- WHETHER INTERIOR OR EXTERIOR, UNDERGROUND OR ABOVE GROUND. THIS PERMIT IS NOT TRANSFERABLE For Inspections Call J!H-500.1 IOfl Blh .Sh!'l'( (;lcnl\ood Spdngs. Colorado APPROVED IJO NOT IJESTROY THIS CARIJ oate toJ~ftJl e~1 ~ fitc E_- r IF PLACED TSlDE -COVER WITH CLEAR PLASTIC ~ Parcel Detail Page I of 4 Garfield County Assessor/Treasurer Parcel Detail Information As~~~sor!T;:t;il§!lfeJ:PmQerty_Semc:h I Assessor Subset Query I Assessor Sales Search Clerk&:Rec9Ider B,t;ceptj_QD_~t"!meh Basic Building Characteristics I Tax Information Parcel Detail I Value Detail I Sales Detail I Residential/Commercial Improvement Detail Land Detail I Photographs I TaxArea II Account Number II Parcel Number II Mill Levy I I o29 II R290520 II 213732100008 II 28.203 I Owner Name and Mailing Address !cHEVRON USA INC lctO CHEVRON TEXACO PROPERTY TAX IPOBOX285 !HOUSTON, TX 77001 Legal Description lsECT,TWN,RNG:l-6-98 DESC: TR 51 I ISECT,TWN,RNG: 10-6-98 DESC: TR 48B, I ITR 49, TR 50,LOTS I 11(32.86),3(7 .14),4( 40.0) lsECT,TWN,RNG:ll-6-98 DESC: TR 56, ITR 57 SECT,TWN,RNG: 15-6-98 DESC: TR ln. TR 73 SECT,TWN,RNG:2-6-98 DESC: ITR 37, TR 54 SECT,TWN,RNG:3-6-98 IDESC: TR 58, TR 38, LOT 5 (47.05) lsECT,TWN,RNG:31-5-97 DESC: NE, IN2SE, LOTS 10(39.54, 11(39.54) lsECT,TWN,RNG:32-5-97 DESC: IN2,N2S2,LOTS 11 (39 .60),2(39 .59),3(39 .58),4(39 .57) lsECT,TWN,RNG:33-5-97 DESC: N2,N2S2, http:l/www .garcoact.com/assessor/parcel.asp?Parce!Number=2137321 00008 912612007 Parcel Detail Page 2 of4 LOTS 14(39.60),5(39.60),6(39.60),7(39.60) I lsECT,TWN,RNG:36-5-98 DESC: TR 103, I ITR 104 SECT,TWN,RNG:4-6-98 DESC: TR I 139B(l40),LOTS 5(31.90)AKA TR I I107,6(39.52)TR 108 I ISECT,TWN,RNG:9-6-98 DESC: TR 40, TR I 144 DESC: AKA:CLEAR CREEK #5 THRU 1#8,CLEAR CREEK PLCR CLAIM, DESC: !SMUGGLER #1 THRU #4, CORAL T #34, 1#35, DESC: BLUE BIRD #3, BUCK !cANYON #3 THRU #6, #9 THRU #12 IDESC: HUNTER CLAIM, wALLACE, I !WESTFIELD #1, WESTFIELD #2 I IPRE:R290076 BK:1937 PG:780 I IRECPT:725512 BK:1882 PG:382 I IRECPT:714932 BK: 1664 PG:364 I IRECPT:669006 BK: 1370 PG:408 I IRECPT:607271 BK:0734 PG:0107 I Location I Physical Address: IITWP 5 RANGE 97 SEC 32 I I Subdivision: I Land Acres: 114311.69 I Land Sq Ft: llo Section Township Range 31 5 97 32 5 97 33 5 97 36 5 98 1 6 I 98 2 6 98 I 3 6 98 I 4 6 98 I 9 6 98 I 10 6 98 I 11 6 98 I II II http://www. garcoact.com/ assessor/parcel. asp ?Parce1N umber=213 73 2100008 9/26/2007 Par.cel Detail II 15 II 6 II 98 II Property Tax Valuation Information II Actual Value II Assessed Value I I Land: 55,36oll I Improvements: 51,24011 I Total: 106,60011 llli======S=a=le=D=at~e: I .· Sale Price: I Basic Building Characteristics Number of Residential 1 Buildings: Number of Comm!lnd lo Buildings: Residential Building Occurrence 1 Characteristics TOTAL HEATED AREA: jji,029 16,0601 4,3401 20,4001 I ABSTRACT CODE: ~~~~ANCH RESIDENCE- ARCHITECTURAL STYLE: III-STORY EXTERIOR WALL: IIBELOW AVG ROOF COVER: jjCORG METAL ROOF STRUCTURE: IIHIP ROOF INTERIOR WALL: jjw ALL BOARD FLOOR: jjSHT VINYL FLOOR: llcARPET I HEATING FUEL: IiGAS I HEATING TYPE: jjw ALL&FLOOR I STORIES: STORIES 1.0 I BATHS: 1 ROOMS: 4 UNITS: 1 BEDROOMS: 12 I YEAR BUILT: jji965 I http://www .garcoact.com/assessor/parcel.asp?ParcelN umber=2137321 00008 Page 3 of 4 9/26/2007 Parcel Detail Tax Information Tax Year II Transaction Type II Amount I 2006 II Tax Payment: Second Half II ($271.32)1 2006 II Tax Payment: First Half II ($271.32)1\ 2006 II Tax Amount II $542.641 2005 Tax Payment: Second Half II ($345.73)1 2005 Tax Payment: First Half II ($345.73)1 2005 Tax Amount II $691.461 2004 I Tax Payment: Second Half II ($401.98)1 2004 II Tax Payment: First Half II ($401.98)1 2004 II Tax Amount II $803.961 2003 Tax Payment: Second Half II ($491.40)1 I 2003 Tax Payment: First Half II ($491.40)1 I 2003 Tax Amount II $982.801 I 2002 I Tax Payment: Whole ($995.36)1 I 2002 II Tax Amount $995.361 I 2001 II Tax Payment: Whole ($986.88)1 I 2001 Tax Amount I $986.881 I 2000 Tax Payment: Whole II ($1,041.12)1 I 2000 Tax Amount II $1,041.121 I 1999 I Tax Payment: Whole II ($1 ,289 .86)1 I 1999 II Tax Amount II $1,289.861 To!2ofl'i!ge Assessor Database Search Options I Treasurer Database Search Options !::Jerk & Recprder Databm;_~_Search Options Garfield County Home Page Page 4 of4 The Garfield County Assessor and Treasurer's Offices make every effort to collect and maintain accurate data. However, Good Turns Software and the Garfield County Assessor and Treasurer's Offices are unable to warrant any of the information herein contained. Copyright © 2005 -2006 Good Turns Software. All Rights Reserved. Database & Web Design by GoodTurns Software. http://www. garcoact.com/assessor/parcel.asp ?Parce!N umber=213 73 21 00008 9/26/2007 ) G Washington Group International Integrated Engineering, Construction, and Management Solutions Chevron Ill PICEANCE BASIN NATURAL GAS DEVELOPMENT PROGRAM EARLY PRODUCTION SYSTEM GARFIELD COUNTY BUILDING PERMIT APPLICATION TEMPORARY OFFICE FACILITY Revision 0 August 23, 2007 Chevron North America Exploration and Production Company 744 Horizon Court Grand Junction, CO 81506 0 Washington Group Inte rnat ional Chevron Ill Integrated Engi nee ring , Co nstructloo , and Managem ent Soluti ons P ICEANCE BASIN NATURAL GAS DEVELOPMENT PROGRAM EARLY PRODUCTION SYSTEM GARFIELD COUNTY BUILDING PERMIT APPLICATION TEMPORARY OFFICE fACILITY ) 0 Iss ue d for County Sub mi tta l SMC 8/27/07 REV. DE SCRIPTION BY CHKD APVD EM DATE R VW D REVISI ONS C LIENT: Chevron North Amer ica Exploration and Prod uction Company P R OJECT: Piceance Basin Na tura l Gas Development Program -Early Productio n System JOB NO .: 29021-003 DOC. NO.: 0 18 -31-14 -41 Chevron Temporary Office Building Permit Attachment 2. Ownership Information Building owner: Mobile Mini, Inc. 5300 Eudora Street Commerce City, CO 80022 (303) 853-4341 Lessee: Chevron U.S.A., Inc. Atten: Ken Jackson 11111 South Wilcrest Drive Houston, TX 77099 Phone (281) 561-4991 Fax (281) 561-3702 Local Office: Chevron North America Exploration & Production Company Atten: Michael DeBerry 744 Horizon Court Grand Junction, CO 81506 Phone (970) 257-6005 Fax (970) 255-6621 5. Building size: Sq. Ft. of Buildings 4 Office Units-12' x 60' (720 sq. ft) I Security I Guard Shack Unit-12' x 44ft' (528 sq. ft.) Height Building (includes chassis mainrail) 10' 9 5/16" Overall (includes support piers) 14' 2 15/16" 11. Valuation of Work Monthly Rent: 12' x 60' units-$575 (includes building, stairs, insurance, taxes) 12' x 44' unit-$440 (includes building, stairs, insurance, taxes) Approximate Unit Value: 12' x 60' units-$35,000 to $40,000 12' x 44' units-$28,000 to $30,000 ) GARFIELD CO UNTY BU I LDING PERMIT APPLICATION 108 8 "" Stree t , Suite 401, Glenwood Springs, CO 81601 Phone: 970-945-8212 I F ax: 9 7 0 -384-3470 /Inspection Line: 970-384-5003 Permit No:---------Parcel/Schedule No: 213732100008 P rt' fT t 44 SEX SEX f S 9 d . th SWX SWY. f S 10 T6S R98W f th 6th I Job Address: o 10n o rae , 4 4 o ec an m e 4 4 o ec . . 0 e Principal Meridian , 39°32'30.11 "N latitude , 1 08 °19'33.34 'W longitude 1 Lot No: Block No : Subd. I Exemption: NA-Chevron Temporary Office Location 2 Owner: See attached Address Ph: Wk Ph: 3 Contractor: NA Address: Ph: Lie. No. 4 Architect/ Engineer: NA Address: Ph: Lie. No. 5 Sq. Ft. of Building: See attached Sq. Ft. of Lot: 80 ,600 Height: See attached ~Q-of F l oors: mgle story 6 Use of Building: Temporary offices to support natural gas field development operations 7 Descri be Work: . . .. Placement of modular umts on s1te, ut1llty hookups 8 Class o f Work: llil New 0 Alteration o Remove 0 Addition 0 Move 9 Garage: NA 0 Single Carport: 0 S i ngle 0 Double 0 Double 10 0 Dr iveway Permit 0 On -Site Sewage !(l Site Plan Not required Off-site disposal Disposal 11 Valuation of Work: $ See attached Adjusted Valuations: S 12 Special Conditions: Placement and conditions in accordance with Garfield County Special Use Permit for Chevron North America Exploration & Production Company, Temporary Office location . NOTICE Plan C he ck Fee: Permit Fee: A SEPARATE ELECTRI CAL PERM IT IS REQU I RED AND MUST BE ISSUED BY TH E STATE OF COLORADO. THIS PERMIT BECOMES NULL AND VOID IF' WORK OR CONSTRUCTI ON AUTHORIZ ED IS NOT COMMENCED WI THLN 180 DAYS, OR, W Total Fee: Dated Perm it Issued: CONSTRUCTION OR WORK IS SUSPENDP.D OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY T I ME AFTER WORK IS COMMENCED. I H EREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS OCC Group: Const. Type: APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS GOVERNI NG TI·II S TYPE OF WORK WILL BE COMPLETED WITHIN WHETHER SPECIFI ED HERE IN OR NOT. THE Zoning: Setbacks: GRANTING OF A PERM IT DOES NOT PRESUME TO GI VE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REG ULATING CONSTRUCTI ON OR THE PERFORMANCE OF' CONSTRUCTI ON. Manu. Home: I SDS No. & Fee: SI GNATURE OF OWNER DATE BLDG DEPT. PLNG. DEFT. APPROVAL/DATE APPROVAL/DATE AGREEMENT PERM ISSION IS HEREBY GRANTED TO THE APPLICANT AS OWNER, CONTRACTOR AND /OR THE AGENT OF THE CONTRACTOR OR OWNER TO CONSTRUCT THE STRUCTURE AS DETAILED ON PLA NS AND SPEC I FICATIONS SUBMITTED TO AND REVIEWED BY THE BUILDING DEPARTMENT. I N CONSIDERATI ON OF' THE ISSSUANCE OF THIS PERM IT, THE SI GNER. HEREBY AGREES TO COMPLY WITH ALL BUILDI NG CODES AND LAND USE REG ULATIONS ADOPTED BY GARPIELD COUNTY PURSUANT TO AUTHORI1Y GIVEN LN 30.28.20 1 CRS AS AMENDED. THE SIGNER PURTHER AGREES THAT IF THE ABOVE SAID ORDINANC ES ARE NOT PULLY COMPILED WITH I N THE LCOATI ON, ERECTI ON, CONSTRUCTION, AND USE OF THE ABOVE DESCRIBED STRUCTURE, THE PERM IT MAY B E REVOKED BY NOTI CE FROM T HE COUNTY AND THAT HI EN AND THERE IT SHALL BECOME NULL AND VOID. THE I SSUANCE OF A PERMT BASED UPON PLANS, SPEC I FICATI ONS AND OTHER DATA SHALL NOT PREVENT THE BUILDI NG OFFICIAL FROM THER EAFTER REQ UIRING THE CORRECTION OF ERRORS IN SA ID PLANS, SPECIFICATIONS AND OTHER DATA OR FROM PREVENTI NG BU I LDING OPERATION BEING CARR IED ON TH EREUNDER WHEN IN VIOLATION OF T HS CODE OR ANY OTH EI~ ORDINANCE OR REGULATION OF THIS JURISDICTION. THE REVIEW OF' SUBMITTED PLANS AND SPECIFI CATIONS AND INSPECTIONS CONDUCTED T H EREAFTER DOES NOT CON STITUTE AN ACCEPTANCE OF' ANY RESPONSIBILITIES OR LIABLITI ES BY GARFI ELD COUNTY FOR ERRORS, OM I SSIONS OR D I SCREPENCI ES. T H E R ESPONSI 131LI1Y FOR THESE ITEMS AND I MPLEMENTATI ON DURING CONSTRUCTION RESTS SPECIFI CI ALLY WITH THE ARTICTECT, DESI GNER, BUILDER, AND OWNER. COM M ENTS ARE INTENDED TO BE CONSERVATI VE AND I N SUPPORT OF TH E OWNERS LNTEREST. I HEREBY ACKNOWL EDGE THAT I HAVE READ AND UNDERSTAND THE AGREEMENT ABOVE (INITIAL): _____ _ TEMPORARY OFFICE FACILITIES SITE PLAN CHEVRON U.S.A. INC. TRACT 4 4 P::-'Cc?OSH' • 2">.~2--Ev.o GENERATOR P,;.(' 2137-321-00-006 CHEVRON U.S.A. INC . 0 en - -----.,...---; X TRAILER/ • GUARD SHACI< >: \ (±1.85 ACRES ) X I X I X I X l X I X ! X I SHEll FRONTIER Oil. & GAS INC. TRACT 45 )( )( TRACT 72 ~SHELL CHEVRON CHEVRON U .S.A. INC. ,' FINISH SCHEDULE GENERAL NOTES -ARIZONA- 1. COOES: !NT OR 2003 I.B.C, 1994 U.P.C. 2003 U.I.C. 2002 N.E.C. FLOOR 1, _.,. ' HANDICAP: NJA. '· OCCUP~CY' GROUP: __L_ ::~ '· CONSTRUCOON TYPE: --Y=8._ """' •• BUILDING SQ. -FT. _Z1D,. OCCUPANT LOAD: __J__ s. DESIGN LOADS: BAS£ ROOF lNE l.OAO: __,22_ PSF ROOF' Sl«lW LOAD~ PSF FLOOR 1M: LOAD; PSF poo PSF EXrTWAYS) WALLS ::~BLRC~ WINO ~...JKL...MPH, EXPOSUR C SEISUIC: S. • 1, 51 • 0.3 (Sde • 0.73, Sd1 • 0.36) "" ....... SEISil!C USE OROU!> I !a>WIC DES10N CI.TtCOR'f D •. STANDARD S1'RUCTlJTW.. APPROVAL I F-ES-15 TRIM 1. eKE-F I 7. Ell.hLDING stW.l. BE L.OOATED A UINit.rulol OF 10 FEET TO KNOWN OR ASSUMED PROPfRTY UNES IS PER LOCAL I,, ~(OR EQUAL) BUILDING DEPNmiENT REQUJREMOOS. l'rHIMr. -~ .. ~·~, .. ~ 8. IF' AN oiDEQUATE NUI.IBER Of' PWt.!B1NO flXNRES ARE NOT PRO'.'IDED WITliiN THIS BUILDING, ADDITIONAL PW~BINf> FIXTlJRES MUST BE PROVIDED IN AN ADJACENT BUJLI>INO ON lHE So'.UE .JOB SITE IS PER LOCAL BUJIJ)INO DEPARTMOO REQUIREMENTS. CONSTRUCTION NOTES •• 'THIS PLAN W.V BE R£VERSED Am>/OR t.liRROftED. 10, tw.IDICAP RAMPS WILL BE REQUIRED FOR BtJIL.I)JNQ ACCESS. 11. SEE SJRUCIURAI.. p;.cKAG£ FOR ALL STRUClU!VJ. $T~I:AADS I LOOR ~·=-~ AND DETAILS, lA SEE 524 S1RLICT1JRAL PACKAGE FOR D[SCRIPllON {SHEARWAU. TNJ T1P,) ~ ® SEt 524 Of STRUC11JRAL PACKAOE FOR DESCRIPTION .. -··~~ (HOLD DOWN TAG l'tP.) 1 STATE orn111D>n IIIUN_ ON_U~EAND _R2_0F ·"··~ OF """ T BUILDING - UJ SPAN 1. r;,..";:g,\" :'e~ AN!l/OR ~-·--n,~-2. =liON OF ' -~~n~~UP ~~ig . "''"I~~ ~~~ ~Nr.~s OR ENCINE£R, :>KIK IIN\i I'NW>I ;~; GENERAL NOTES -UTAH- '· """"' "" ...... 2003 LP.C. DOOR SCHEDULE 2005 ~w.c. 2001 N.E.C. ~ .. ~;~·~117.1-88 • OCICIIP.IJoiCY DftOUI': --fl...._._ DOOR JAMB FIN H~~ ROUGH • CONmiUCTIOH 1"r'nn -Y:L.. SYM SIZE THK. JAMB QlY REMARKS .. BIJILOINO SO. n, ,_,7JA OCCUPANT UIAll: ._]_ MArL lYPE MArL lYPE GRP GR OPENING •. """""""" IIOOr LNE UWll _.2Q_ PSf I AC1M . =-"""" ROOF' SNOW L.QI,D-~ PSF @ J068 1 Jp: 24t;lo. HJ.!. ALUM • 1/4 1 1 2 37 1/2• X 81 1/4-FLOOR IN£ UW): ~100 PSI' D:llWA'!'S) L~-!lr.,"£ s1~ea (f.,. • 1.11. Sell .. 1.28) ® 3068 1 3/8" wooo H.C. WOOD I""""" •• 2 2 ' 38" )( 82" © 3088 1 3/8" WOOD H.C. wooo '"""" •• 2 ' I 38" IC 82" 8. JSSUIIED DIERG'I' CUW.TE IDCATION: ~ 7, IIUIL.DING S1W.L 8E lDC".''ltD A WlhiWUW OF' 10 FEEl" lD HARDWARE GROUP FINISH GROUP =.a~m=t~~ NJ PER LOCAL 8. IF' M ADmUI.1'E NUioi8EJl Of" Pl.lJI.lBINQ FKI\IR£S ME. NOT NOl£ DOOR f-LI.NDL£S TO BE ~OICAP ACCESSIBLE, 1. VINYL WIIW.T£ PROWlED WITHIN ntiS IIUII.JliOO, AllDIOOIW. l't.UI.IIIING FMUitES IWSI' BE PRIMbEb IN M lbJNIDlr 8ULN«< ON TH! 1. PASSAGE LV(CAADE 2), SOL. CYL DFADBOLT INTERJOR COLOR : NDI!lW. GROUND (SW 11!0) S'.\1!: oiOB W M 1'!11 LOCAL BUitl!INO DEFWm!OO CLOSURE. DRIP CAP~~ STD, (1) NRP HINGE, EXTERIOR COLOR : NEIJTIW. GROUND (SW 1130) ""'"'"""" 8. ntiS PUH W.V BE RE.\o'DtiiED AND/OR UIRRORED. WEATHERSTRIPPING, HOLD, DOOR SWEEP. JAMS COLOR : MON:ZE: ID. ~ IWIPS 'MLL Bit R£QWU:D fVIl IILIIDIHO ACCESS. !NC!.UDE Llo..TCH ~UA.~OS TO BE \t:STAl..L.EO m; ;.:,.t 111. SEE JTRUCm.IIW. ~ FOR AU. Sll!IJC:IIJRAL swrwtt1S I RLC DOORS. »>D DETAIUt 2. PREF1NISHED WOODGRAIN w/ MATCHING CASING 2. PASSAGE, HINGES, WALL MNT'D DOOR STOP 3, PRIVACY, HINGES, WALL MNT'D DOOR SlOP ERAL NOTES -COLO A 0- 1. """' DOORS KEYED AUKE: YES 2000 LB.O. 2003 I.P.C. 200.:1 LlotC, 2002NLC. OIEI'IOVI 2003 L£.C,C, • ~ ICC/Jml A117.1-&B OOOIJI'»>a't lliiOI.ll'l .....a__ '· COHS'IRI.IC1ION Tl'P£: _Y=Jl_ WINDOW .. BUILDING SQ, fT. ____I1Q OCCUP»>T lDAD: _z_ SCHEDULE .. """' """' ROOF 11.£ UlloOt -Zlt..__ PSf' ROOF SHOW l.tV.[Io-:18:: PSF . WINDOW ~ l.M: LQJ&. PSFJ100 PSF D:ITWIII'S) SYM SIZE TYPE FRAME GLASS QlY ROUGH OPENING REMARKS UIS!.OO=~~.r:.H$1~3 (L. ,. Mll, Sd1 ,. 0.2) (]) 24 X 53 S/16 VERTICAL SUDEF BRONZE SINGLE GLAZ 7 24 1/2• X 53 1.3/16• PHIWPS '· ASSUI.IED DIERG'f CUI.IATE I.DCAllO~ ~ CLEAR 7. BU!lllllolll SW.U. BE LOCATEtl A UINIUUW ()( 10 rEEl' iO HEADER HEIGHT MISCELLANEOUS KN0WH OR ASSUMED PROPERTY UNE.'S loS 1'£11: lOC.'.I. BUILDING: DEPAR'BI£l(l' 1t£QUIIIEioiDlTS. 1/4" B, IF AN AD£QU.,'[£ NUWBER Of' PL.l.IUJ!li.IC fOOIJ)tES AAt tfOT 81 A F. F. 1. HORIZONTAL ALUMINUM MINI BUNDS (2m) (7 ) PRCMPED Wl!HIII THIS EtUILDJNG, ~ PUJWBUIG rnmJitES UUST Elf.: PRWDED IN liH ADJI.CENT BUII..D.t-IG ON THE COLOR: FAlloN WIE JOB SITE J.S P!rl 1..001.1.. BULD!NG ~ 2. INT. WINDOW G~OS wf J~)NE WAY SECURriY SCREWS REQUIREI.!Em'S. COLOR: BlACK SEE DETAIL IJ. 1HI$ PLm W.Y Bf: REW!S'ED »10/0R UIRRORED. 10, twli)I(W' JWIPS WilL BE ltEQUlRDl FOR BUII..OI~ ACC£SS. 11. Stt SIRt/CTli!UL MCIQAE FOR AU. ST1!UCll.JRAL SfANONWS AND OETW. ® 2 OFFICE #1 OPEN OFFICE AREA FLOOR PLAN SCALE: 3/16"=1' o" ® I 20x8 2Bx8 I MECHANICAL PLAN 3'-~" 2' ~· "it" <t>[>( ~ I :.. $ \-~~· $ 4 • ~ I~ ~I VI ~ P\__ REFLECTIVE CEILING PLAN EXTERIOR SURF DESCRIPTION CHRONOMITE SPACE SPACE SPACE GENERAL LIGHTING• 710 Sq/ft X 3.5 X 1.25 ( 1 ) HVAC UNIT ( 10 ) RECPTS. ( 1 ) CHRONOMITE ( 10) HEAT TAPE 3,106w 12,720w 1,800w 3,000w 1,500w 1!. ) -K.~~ .. ~ 4 • \~~ • 4 ·• -------- SPACE SPACE SPACE I ! 22,126w ...:... 24Dv ... 92 AMPS TOTAL r-------------. --/ ---[X f---------~~~: ' ' ', '· II II I I ~ . ELEVATION 'B' Z-BAR FlASHING FLOOR DECKING Z-BAR DETAIL ELEVATION 'c' 0 I "' t -= REFER TO FLOOR PLAN 'CONSTRUCTION NOTES' FOR ACTUAL MEMBER SIZE, GRADE, AND SPACING. Jlif [I! 11l6' SID!f«i (S[[ SCHEDU..ES> lit:£ fLIXR PLAN AND SI£AAVALL TAll.[ FOR FASTENING tii!KIOd II!XIIo\I.SAT6' o.c. m HID It' D.c. fltLD) ~-00""' Tnc> PlATE !'ri' [R 2'~8' IU'.I2 ~T 16' o.c. """' ~"" ·------ ---!Od NAILS--..__ INTO RIDGE BEAM 20 FSf 30 FSf ROOf LL. ROOf LL 12' YIDES S·!Od 7-!0d ~· \/IDES 5-10<;1 8-!0d 16' VlDtS 6-JI)d 8-!0d -NlllliiER OF L[J)GER 10 R/>.FT!P. NAILS -AAIB~R Of NAILS P(ll 16'o.c. -LEDGER TO !!EM DETAIL A r-"-'"'"'" CEILING DEEP CEE CHANNEL DEEP CHASSIS CROSSMEMBER MAINRAILS SEE SCHEDULE FOR SPACING FRONT AND REAR CROSSMEHBERS T1 EITHER 12' I-BEAM DR 12'' x 13 Gn. Ct \liTH t-112' FLANGES POST UPLIFT STRAP SEE HOLDOVN TABLE FOR SIZE AND FASTENING INtO '"" 2'x INT. STUDS AT 16' o.c. II Ill FLOOR JOISTS OUTRIGGER "----CHASSIS MAINRAIL Sheet No. 1 =================== =======:======================================= BEN J. KRAKOWSKI, P . E. CONSULTING STRUCTURAL ENGINEER 13413 N. 101 st Way Scottsdale, Az . 85260 Phon e : (480) 451 -0587 ================= ============================================-== CALCU~ 1I9.!~t9 .... f.PJ1. STD. 12' x 60' MODULAR OFFICE UNIT STATE OF COLORADO PREPARED FOR : MOBILE MINI, INC ., MARICOPA, AZ. QESIG.N . ...Q.f!JTER IA: 2003 ·International Bui lding Code Roof Uve Load - Roof Dead Load = Floor Live Load = Floor Dead Load = Wall Dead Load = Wind Load: 40 psf (snow) 10 psf 50 psf 10 psf 7 psf Basic Wind Speed, V 3s = 100 mph, lw = 1.0 Height & Exposure Coeff. (0 -15', Exp. C) = 1.2 1 MWFRS Load = 15.9 psf (roof slope: 0 -5 deg .) p = (1 5.9 psf)(1.21)(1 .0) = 19 .2 psf (horiz.) Seismic Load: Site Class D, Design Category D Ss <= 0.25, Fa = 1.6, le = 1.0, R = 6.5 S ms = Fa Ss = (1.6)(0.25) = 0.40 S ds = 2/3 S m s = (2/3)(0.40) = 0.267 V (simplified) = 1.2 S ds WI R = 0.092 W Allowable Soil Bearing Pressure = 1,000 psf M_ATER IAL SP J;.CWICATION ~ : 1. Foundation Pads -3" thick precast concrete or min. 3/4" thick pressure -treated p lywood * (marked PS 1 ). See Foundation Plan for pad sizes. 2. Support Piers -Adjustab le steel j ack stands, min. 4,000 lbs. capac ity. 3. Ti e-Down Anchors -Minute Man Model 4430 -DH 3/4 MMA -6 (or equal) auger -type anchors, min. holding power = 4,725 lbs. In stal l per manufacturer's recommendations. * P-T Plywood pads: min. 3/4" thick for 16" x 16"; min. 1 1/8" thick for 24" x 24". 12' x 60' UNIT: Sheet No. 1.. ============:==================================:=======~===== FOUNDATION PADS ============~===========:::==::..========:..=======:;::=====.:;==.;=========== OESJGI>j DAI_A: Roof LL + DL = 50 psf Floor LL + DL = 60 psf Exterior Wall DL = 7 psf Allow. Bearing Pressure = 1,000 psf PADS ALOf\!G C::J:::It._S§JS BEAM_9LJ?E'9RTS : Spacing of Pads = Total LL + DL = Pad Area Req'd. = Area Provided = 2.50 ft. D.C. 1,767 lbs. 1.77 sq. ft. 1. 78 sq. ft ...... OK Roof Trib. Width = Floor Trib. Width = Ext. Wall Height = Type of Pad: Pad Width = Pad Length = 5.9167 ft. 5.9167 ft. 8.00 ft. See Sheet No. 1 16.00 in. 16.00 in. Therefore, Use: 16~_>c_j6" founc!"!J:JQ!LP_a.ds @ 2':-6"_().c .. (See Sheet No. 1 ), Below Adjustable Steel Jack Supports. Wind Load -19.2 psf Seismic Load = 0.092 W Max. Wind Load= 3,091 lbs. <--Governs Max. Seism. Load = 449 lbs. Anchor Type: MMA-6 Auger-Type Anchor Capacity > Max. Load .... OK Roof + Floor DL = Building Width = Building Height = Anchor Spacing = Anchor Capacity = 20 psf 11.83 ft. 11.50 ft. 14.00 ft. O.C. 3,340 lbs.* Therefore, Use : Minute Man Model 4430-DH 3/4 MMA-6 Auger-TYPL~n.~hor!; (OLi;ql!!il}_@ 14' -.Q".o.c., 5 -E.ach _:';ide_of Unit. *Anchor capacity @ 45 deg. angle = (4,725 lbs.}(0.707) = 3,340 lbs. ) ELEVATION 'A' r== I ~ . I % % HVAC ELEVATION 'C' D % % 1 1 ( 2x8 ROOF RAFTERS ~~ ~ ~D.--1111, r-1 ~~~"'-- !""'-' m ' li wj I I • ..-~ ~ ~ ~======~T~-G~RID~ (o 0 ~ I " 5/8' FLOOR DECK NG 2X6 FLOOR SCHEDULE GENERAL NOTES -ARIZONA- 1. COOES: 2003 LB.C. ltiH U..P.C. 2003 IJ.I,C. 2002 H.E.C, """"""' ""' 2. OCCUPm::r OROl.IP= _L_ '· COHSlRIJCTION TYPE: ..-...Y:L.. •. au~ SQ. FT • ....AU OCCUPAHT L.llo\0:: _.6__ •. """' ...... ROOF lM: LQJD: ±PSF IIOOf' SNOW LO.I&. PSF FlOOR ~ Ulf.Dl PSf' J100 PSI' OOJWAYS) 'MND L.O.*.D:...a!l....MPH. EXPOSU C SEJSW!Cl ~ ·~SJ "' o.J (Sdl • 0.73, SoU • 0.36) SEISIICIRCIIOI.P1 IOSiiiC OBICtl c.utDOR'1 D CEILING • ~~l.CCA~I~J,if~1 ~o rnr TO 7. ~ORDEP~~ IS PER LOQJL a. F ~ ADEQIJA.TE tM1BER OF PIJJMBINO rncruRB ARE NOT ~ C¥NBETHIS~~ ~~"1mfo~ OH THE SAAI[ JOB SfTE IrS PER LOCAL 8UILDtNO 11£1'Nmi£NT fi£QIJIREMENTS. e. lliiS P1.M1 W.Y BE REVERSED lm/OR MIRRORED. 10. twiOKW' RAWPS WU. BE R£QUIRED FOR BUILOII-IC ACCESS. 11, SEE STRUCl\JfW. I'ACI<AOE FOR AU. Sffti.ICTl.IIW. STANDARDS HID DETAILS. A sa: 524 SJRI.ICilUIW. PN:K'« FOR DESCftl~ (SHEARWAU. TAO T'I'P. (!) SEE 524 OF SiRUCTlJRAL ~ FOR """"""'' DOWN W TI'P.) STATE REQUIRED INFORMATION ON USE AND LOCATION or FACTORY-BUILT BUILDING 1, PROPOSED APORtSS Nro/OR LOCA'OON OF' UNIT. """' UNIT 2. ~liOH or BUILDIHO IJSt. """"""'""" 1t. M1 BUU>tfO fUroED Flf PUBI.JC nuW= STAlE, ~ f&!:!JYsfarrfo~HAN~trc. 1.1 OfBEBIIT [: UMn'ED TO fiBJROOMS NIO EHJRIG. P\MS MUST BE mNP£0 Flf A STATE OF ARIZO~ 1..1CEMSED MCHIIECT OR DIOOIEER. GENERAL NOTES -COLORADO- DOOR SCHEDULE SYM SIZE THK. DOOR JAMB JAMB FIN H~~ QTY ROUGH REMARKS MATL TYPE MAn TYPE GRP GR OPENING ® 3068 , 3/4. 249a. H.M. ALU" ACTWE 4 1/4. 1 1 2 37 112· x a1 v•· I~-, WU" @ 3068 1 3/4. wooo S.C. WOOD ""'""' •• 2 2 ' 38. )( 82. HARDWARE GROUP FINISH GROUP NOTE DOOR HANDLES TO BE !WlDJCAP ACCESSIBLE. 1. Vlt'M. LAMINATE 1. PASSAGE L~ SGL CYL Df:ADBOLT, CLOSURE, DRIP CN', 'f}p STD.,~ NRP HINGE, WEATHERSJRI lNG, ESHOLD, DOOR SWEEP. INTERIOR COLOR : NEUTRAL GROUND (WI 1130) EXT!RIOR COLOR : NMIW. OROUHD (SW 1130) JAMB COLOR : eRONZ£ 2. ~O~INGES, WALL ">r!"O 2. PREfiNISHED WOODGRAIN wj MATCHING CASING DOORS KEYED AUI<E: YES DOORS TO DOOR WINDOW SCHEDULE GENERAL NOTES -~TAH- SYM SIZE WINDOW FRAME GLASS QTY ROUGH OPENING REMARKS TYPE <D 48 M 39·11/16 VERTlCAL SUDER BRONZE SINGI..£ GLA.Z • 46 1/2" ~ 40 3/18. PHIWPS CLEAR HEADER HEIGHT MISCELLANEOUS 81 1/4" A.F.F. 1. HORIZONTAL. ALUMINUM IAINI BUNDS ( 4839 ) (II ) COLOR: FAWN 2. ~lOR BOLT ON Tt'PE SECURrJY BARS (IWG-2) (6) LOR• BlACK ~ I ' IX) "' I ® 10'-1~" OFFICE #1 2 2 0 @ 5 37'-~"0 FLOOR PLAN SCALE: 1/4"-1'-0" -II ' 'iFf ' 'iFf ' 'iFf i,., '--' " 1 I 4 SQ. TUBE X 45 5/8" (1YP.) 32'-~" 30'-~" 4 17'- OFFICE #2 ' ® "' 2 -I ~ ~ 0 0 < 5 30'-&.t" 19'-1~" 0 EXTERIOR SURFAC DESCRIPTION 20 (4) LIGHTS, (2) E>:T. SPACE SPACE SPACE ELECTRICAL CALCULATIONS: GENERAL LIGHTING: 528 sq/ft x 3.5 x 1.25 2,310w ( 1 ) fNAC UNIT 1J,680w ( 1 0 ) RECPTS. 1,800w 17,790w -:.. 240v = ~ f"T1 0 :c )> z 0 )> r v 0 ;;::: 0 0 c r T"'1 ~ ~ ~ ----, )> -a -a :::0 0 < m ""' 0 !::'. ~ '"" J ::::0 1'1 "?. ., I r o'if,., ' 1'1 0 ~ ~r ---I-< 1'1 o<n-o fit 7- I~ ~ Cl(F.) ::3: <:;! (/)-j ~ om zo f-" o-n 0 -nO a~ ...., = cO = <..r! cn':Il _)> zo G)Q PHOENIX MODULAR 1635 S. 43rd Ave. #300 PHOENIX, foZ 85009 PHONE: (602) 442-9298 1/ % 0 0 II v "' 0 0 c ::;; [>( -v ! .. _,., CONIFIDENTIAL lHIS DOClAifNf AND lHE INft'l~aM.TION ~ HERDN ME TllE PROPEJm' or PliOENX MOOli.N'l. ~ COPYING. ~Rt OR OTHER utWIJ1KIRilED USES ARE PROHIBRED. 1lfESE PlANS ARE R£QUIREl) ltl BE srAWPm 8'1' STRUCTUIW. ENGIMEER. R. MARK Sf'EELE, P.E. CUSTOMER SIGN OFF AREA 0 APPROVED WITHOUT !.tODIFICATION 0 APROVED WITH MODIFICATION SIGNATURE: DATE: She et No. 1 ============:=============================:======================== BEN J. KRAKOWSKI, P. E. CONSULTING STRUCTURAL ENGINEE R 13413 N. 101st Way Scottsdale, Az. 85260 Phon e: (480) 451 -0587 =========='::=:.==== ==============================================:=-: STD. 12' x 44' MODULAR OFFICE UNIT STATE OF COLORADO PR EPAR ED FOR : MOBI LE MINI, INC ., MAR ICOPA, AZ. pE~J~N _ QRII~RJ~: 2003 · International Building Code Roof Uve Load = Roof Dead Load = Floor Uve Load = Floor Dead Load = Wall Dead Load = Wind Load: 40 psf (snow) 10 psf 50 psf 10 psf 7 psf Bas ic Wind Speed, v 3s = 100 mph, lw = 1.0 Height & Exposure Coeff. (0 -15', Exp. C) = 1.21 MW FRS Load = 15.9 psf (roof slop e: 0 -5 deg.) p = (15.9 psf)(1.21)(1.0) = 19 .2 psf (horiz.) Seismic Load: Site -Class D, Design Category D Ss <= 0 .25, Fa = 1.6, le = 1.0, R = 6.5 S ms = Fa Ss = (1.6)(0 .25) = 0 .40 S ds = 2/3 S ms = (2/3){0.40) = 0 .267 V (simp li fied) = 1.2 S ds WI R = 0 .092 W Allowab l e Soi l Bearing Pressure = 1 ,000 psf 1. Foundation Pads -3" thick precast concrete or min. 3/4" thick pressure -treated p lywood * (marked PS 1 ). See Foundation Plan for pad sizes . 2. Support Piers -Adjustab le stee l jack stands, m i n. 4,000 lbs. capac ity. 3. Tie-Down Anchors -M inute Man Model 4430 -DH 3/4 MMA -6 (or equal) auger -type anc hor s, min . holding power = 4 ,725 lbs. Install per manufacturer's recommendations. * P-T Pl ywood pads : m in . 3/4" thick for 16" x 16"; m i n. 1 1/8" thick for 24" x 24". 12' x 60' UNIT: Sheet No. 1.- ==============:==================================:::======·======= FOUNDATION PADS ==============================================·=======·===== QESJ~I':J DATA: Roof LL + DL = 50 psf Floor LL + DL = 60 psf Exterior Wall DL = 7 psf Allow. Bearing Pressure = 1,000 psf PADS ALOf'IG QI:!A§SJS BEAM_~l)Pf'QFHS : Spacing of Pads = Total LL + DL = Pad Area Req'd. = Area Provided = 2.50 ft. O.C. 1,767 lbs. 1.77 sq. ft. 1. 78 sq. ft ...... OK Roof Trib. Width = Floor Trib. Width = Ext. Wall Height = Type of Pad: Pad Width = Pad Length = 5.9167 ft. 5.9167 ft. 8.00 ft. See Sheet No. 1 16.00 in. 16.00 in. Therefore, Use: 16.':. _ _l<__j{)" founq~jQD_ ~(igs _@ 2':-6"_o._~:,_ (See Sheet No. 1 ), Below Adjustable Steel Jack Supports. lJ\I~ML FQflCI:; N'{Qij_Q8f'.G!; : Wind Load = 19.2 psf Seismic Load = 0.092 W Max. Wind Load= 3,091 lbs. <--Governs Max. Seism. Load = 449 lbs. Anchor Type: MMA-6 Auger-Type Anchor Capacity > Max. Load .... OK Roof + Floor DL = Building Width = Building Height = Anchor Spacing = Anchor Capacity = 20 psf 11.83 ft. 11.50 ft. 14.00 ft. o.c. 3,340 lbs.* Therefore, Use : Minute Man Morjel 4430-DH 3/4 MM~-6 Auger:-Typ_e_~_r:tcb.or!;. (OL Equal)_@ 14'-_()_"o.c.J 5 .. -l':l!ch_Sid~ of Unit. *Anchor capacity @ 45 deg. angle = (4,725 lbs.)(0.707) = 3,340 lbs. 12' x 44' UNIT: ~·--------·-----------,.--- I I I ),1.93_§} __ -·--·- I I I 2' ~--6" ~ , ' 13'-0" 44' 13'-0" I 13'-0" l i \ i -r-- 2'-6" I i 1-----1-- ----[ 8 ~ .... [ b i ' I ! i -~-c ' chass ' I I ' i .(,-· -<i ! I I I I i I I I ill---- I ~----. I [ ~ 12' x 6Q' U.N.II: ' ' I 2'-Qn • 'i 14'-0" I I ! ' i ~- I 14'-0" I ' I I 60' • , ' ' 14'-0" I i i i I -?----- I ' 14'-0" ! I -1---- i ' 2'-011 i ' ' ~ .r ~1.9381 ' I I ~ --· EiJ I i ... 11'-10" 7.958' (95.5") -·- ~---C.L. steel chassis beam i I I ,_J I I ' ' cp ~¢ I 1 ----CONSUL TfNG-. ' ~ )1.938~ I . l ----qJ - +---)> ' . , I 1 ' ' I I 2'-6" / ~ ~ I ~ "----1 6" djl eE I i ~ I i i i ~ I ' ' ' ~_t.> i ' GJ -... I ' ~ I qJ ' I"" a s u n A L 1'1 a fo ~ I 2'-1 I. ------+ STANDARD FACTORY-BUILT MODULAR BUILDINGS TYPICAL FOUNDATION & TIE-DOWN DETAILS Scale: 3/4" = 1'-0" S-1 REFER TO FLOOR PLAN 'CONSTRUCTION NOTES' FOR ACTUAL MEMBER SIZE, GRADE, AND SPACING. 318' .lJ! 7 116' I CSE£ SCI£Dll.tS> SEt FUlCR l'lAN AHD SHEARVALL TAJL£ F'CI! r4STEMJNG 0011. lOci Jm: IWl.S AT 6' ~ aa Al!ll ti' o.c. f1£U) 20 PSF 30 PSF Ollf' L.L. ROOF' L.L 12' lJI!l'i:S 5-IOd 7-JDd 4' IJJDES 5-IOd 8-!0d 16' VIBES 6.-!0d B-!Od -NJM»ER Ill' ltDGC:R lO 111\i"TtR NAllS -liOOER: W NlllLS Pf:R 16'o.c, -lt»Gt:R TD )[AM ~->DUll£ TOP l't.ATE r-•TERJO< """ F\.AHE SPR£ot.D ~A liNG> THl~K DETAIL A r--SUSPDUl<D CtlLIOO DEEP CHASSIS 3' DEEP CEE CHANNEL CROSSMEMBER MAINRAILS SEE SCHEDULE FOR SPACING C'x INT. STUDS AT 16' o.c. fRONT AND REAR CROSSMEHBERS EITHER 12' I-BEAM OR 12' x 13 Go. \liTH H/2' FLANGES C'x JllTTOH PLATt\_ \ FLOOR JOISTS DET~ WAlLED AS PER SHEARWALL TABLES DETAIL C DETAIL D E'K IlOCKING AT PAtEL [DG[S AND AT CEILN:i O!o\X 10' AX1VE BO'HM EXT, SIDING ----...._ OIDI.7d~lVCo~:ollQ:" HIIIJ!""'FlEI..UI DE ~ IOd AT 12'o.c. tr ~ rm s:tW: WI£$) -lO(flNTO EACH STUD LATERAL SEISMIC LOAD = 1.2 KIPS STATE OF COLORADO DIVISION OF I-lOUSlNG \ l i l I I i 'MAY 1 0 2005 APPROVED MA ENGINEER'S SEAL SHEET NUMBER S-3 I r \ \ / I ! 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( 1 I I \ ,,,, __ I I\ IiI \ \ \ \\' "-1'~--\\,,,,,,,,,, ..... ..._, -I \ '' '. '\ \ \ ' \ '· -...., ' I )/1,1/ I //Itt t 1 (f//11;1 I//// / I I !(IIIII/ u'rtr 11 I!! If I I I tilftl// I I I! 1 I f I Jill I '! l I ; I l I I /I} I / / I f / / I I I I I I I ! ' I ! r I I I I ! r ! ! ' ! / I I I I \ \ \ \ \ \ \ I I \ I I -I I I I I \ \ I I \ \ \ \ \ ~ - \ I' I I I, l00-17ll-ll-Z l-8l0 5630 5820 5810 1:1 !lYPl ~ >I 5. 5800 __ L_ ________________________________________________________________________________________________ _ 5830 5820 5810 SECT! ON A-A SEE SHEET 018-12-11-111-0( SCALE HORZ 1 # = 200' VERT , N = 100' ssoo--L------------------------------------------------------------------------------------------------ 7 SECTION B-B SEE SHEET 018-12-11-111-001 SC~l£ 1\0RZ 1" = 200' VERT 1" = 100' \ ' \ \ \ \ ' I j !// ( t('/ I I ' I ( I I \I / I t I f I I I Ill I . / I I I t/~ \ 1 , 1 I I 1 I ('\ ' '\ I / / ( I _I I I '. '\'\ '\ 1 ;'1 t,tll; .,, lf/lfl/ )\ fJ/11/\ I I 1 · I I ' I I 1,//tll I 1 I / / I I / I l / I I I I ( //1/ I ~ ) I i ~ 1 / / I I / • / / / / / / / / / / I f \ \ I I I ' \ ' ' ' I I / / \ \ I I I I ) I I I / / I I I I I I I I r I i I I I I I I I I I I I I I 7 g ''I ' fjll' \' ',\\\\\'1 /Jt//f(1 I \\\111\\\ llt 1 1 1;,1 1 i \ \1 , I ( I F I I I ( ,> I l \ \ \ ! ) \\ •lrtlitJ tfl\\lr/11 / / ; I I I I I I / / 1 1 1 I I 1. 1 I I ' I f(f/1 I I I I / I 11\1\\ (.<.'l;t!l{/ IJ'\\\ II 1/ J I I I I I I I I I I II Iff I 1 I 1 I Ill I I I I I I I I I 1 I I I f I I I I I I i I I I "' I I I I I I I I If I \ I ~· I I / <!( I ) ~ I )\,, -!t;Jtllj"i:! 1 ijl 1 <t>;ti.PIIt:'f 1 / f I I I ! I I I I f I 'f I I I II II I I I I I I i I J I I I I i I 1 I I I I I 1 I 1 I I I I I t I ! 1 I ll/ 1 111JI;//' I 1 1 1 / 1 ,/ I l1' ·' 1 \ f ;If;!/\\ 1 / lr I I \ \ 1 I . \ I \ \ 1 I '\ ' ' ' I I I I \ \ \ \ \ \ \ \ I \ I I I I I I I I I I I I I I I \ I I I \ I I \ ' 4 Chev,..n " NOTES: I. PUCE EROSION MAHING/SEEDHIG ON All CUT/FILL SLOPES AND DISTURBED AREAS NOT GRAVElED. APPROVED SEED MIX I PER SIIPPPI SHALL BE USED SEE DWG. NO •• 2. SEE DWG. 018-12-11-065-ool fOR EROSION BALE AND STRAW WATTLES DETAILS. REFERENCE SPEC' IF !CAT IONS EROSION AND SEDJMENUT!DN CONTROL XXXXXXX lv1idContinen"t;/Aiosko SBU Chevron No.-th America Expro..-otion ond F'rodLJCtio~> G Washington Group International PICEANCE BASIN DEVELOPMENT -EPS TEMPORARY OFFICE SITE EROSION CONTROL PLAN 7800 £. Union Ave. -Denver. CO 80237-\3031 843-2000 018-12-11-061-001 0 ? D c B A l00-190-Il-11-~ 10 Q) BURIWIIOPI!Ul 0! BLIIIETIDII!cUCI 6' 1££P Sl o' IWI. 'I, w r llllllill~liiHII'. 1 n:m1eur 1~11 11.11 WIT & IIICIIIIOIC ll~ll:moU,\1 IDIIII~IIll, S![OIAAf IIIOIHIIOLII ~ SIIIF~AUtiiiOi I U IR<I~~ '--' ~llll'.l«ll PIRt~'c 10 lrll OIRHJ:DU [Ill 01111. D~CU.UIIIIRcOU:RIO. ~ICIIJIIII PIRIIIIL IC !HI OIRICTIOI O! I llllliRIIIcflll IIRIIHlliHOl~INITI'.lLI IPIIIIIOEPIOOI C> ~II 11111>1 SliiiiiUIIl~ 1~11 RIILIISII~IT:~RIOU:RIS IHIIIIII~IT ~ IICUII STill~ [I~ R~L. lUI~' lUll Ill & ILLOI:ITO Ill 0~1101 ~00~ RO.L. ilm W!'ll[ RU TYPIW DEIA!l SOIL ~EI BlAN NH D 8 ll'iiiiCIIPFRlRIIOCCORD RIRO "Dill 1~1: Ill IIIC: PIO'[RilcNIOI!: CO:OIRIIILO II:CO. A PRfffRIIIO~~: PltEA1CE BASIN DEVElDPWENT -EPS TEMPORARY OFFICE S [[[ +---+-t---t--+-+-+l-c.......-~onal ~ROSION WN'ROL mus F~+f-+:..::.:+-f-+1---+--l·lloo l!i.NO. 018-11-11-0b\-001 1100-lli-11-lHIO I RfiiiiQX XI'~~~ RICCRD IISIIPLINI BY Q!Tl DISCIPLINE )1(~. ~~X~IC!L CI'IIL ti lk~~ HUCLIXI IIEif~ICil liP INC [I !IRON. IIOC!:Ii 111. ARR~C. OX/DC xm STIUCJi.li~ T!C I R[X -x--x--x 1 1 £'1nP.S,!CING~x--x I 1 [QUAl S'ICES\ "--X--1 X I mESl!YS \, §_, '-x :::r-·~·~ j-':ll I[ _!_,--=c ! II I " ,!1, ---\CONC1E1E INCH~ BLOCKS f SEE :ORNE~ POSl OWIL ONE WRAP Of liRE AROUIIQ POSi.- fDH IRAP~ cr WIRE A[iJNo n LOR~rER ~R [NO IPAN SEl' NTS 111 oo·, ! XI' H l,J WNm I,~ IN I' X I' X I!' CHANU :"IE~ :~ro GRIIIIII (fll[ PI~ GA!f IllS BARBm WIRE CQRNER!IIOLIN[PI 1Y,[:1 1•,'Xh"l !E'GHT:l.8118S/I WIGHT: £' ·£' ~IN B<ACES TYPE: 11•1 X 11•1: lfiGHT:JOBI.BS/1 l[IIGHT:£'·6'WIN l_l!!_P!!_S lYPE:SfUOOEOflf ~EIG~T: 1.28 lBS/1 l[~GHf: t'4illl !IRESlAII 1YP[:G!l'i!NI1ED SPoCING:1AlEOU: I ATEOU: ill Q!T[ ·~·: fill!: ·:O:IA1filll lf:OO. ~y ~JU A ~/II!D!iiiUIDfiPFI1NII, I~IRTII>IO~: B QG/0<101 IIIU[O'iliLIENii IIQIIm((il!l<: 0 01/ISrol ISIUIO;OICO>Iflll PICEANCE BASIN u[VElOPMEN! -EPS --TEMPORARY Dff ICE S I IE +---Onal BARB[O WERt fENCE DETAILS ! J·IQ~ o~. No. Oli-11-1 Hll-001 111!:10 I I I ·1~1 ? '11!11- D c B I f- A. G Washington Group International Chevron Ill k\iegllled EngineeriJl& Coostroctioo, a-d ~gement Srjlfuls CHEVRON PICEANCE BASIN DEVELOPMENT PROJECT Garfield County, Colorado TEMPORARY OFFICE SITE GENERAL SPECIFICATIONS CLIENT: Chevron North America Exp loralion and Production PROJECT: Che vron Piceance Bas in Nat ural Ga s Developmenl Project JOB NO.: 29021-003 DOC. NO .: WG I-29021·003·18·00·000 0 Washington Group International lr4egtaled~Cooslntlm ,ill!Ma\Jgemen15(jUiions Date: 811 0107 TEMPORARY OFFICE SITE SPECIFICATIONS CNAEP PICEANCE BASIN DEVELOPMENT PROJECT· CHEVRON Th is sec!ion con!ains drawings : Job No. 2,628-J Geo!echnicalln ves!iga!ion Report 12·0·001 Civ il Design Bas is 12·0·002 Si!e Prepara!ion and Earthwork 12·0·003 Erosion and Sedimen! Con!rol 12·0·004 Seeding , Hydro-mulching and Re·Vege!a!ion 12·0·005 Aggrega!e Base Course 12·0·007 Fences and Gales 12·0·008 Asphal! Paving Chevron = Doc. No. WGI·29021-1103·1 8·tJO.OOO Page : 20F2 12·0·009 Excava!ion and Backfill ing and Compac!ion for U!ili~ Excava!ions Th is package con!ains general specifica!ions for !he cons!ruc!ion of !he Skinner Ridge T empora~ Off ice Si!e in !he Clear Creek valley. This Specif ica!ion Package is presen!ed for review and approval . ~ Geotechnical 1 /~~ Engineering /Ia Group, Inc. GEOTECHNICAL INVESTIGATION Temporary Offices Site Piceance Basin Development Project Garfield County, Colorado, USA Prepared For: MCBU Major Capital Projects Company Chevron North America Exploration and Production 11111 South Wilcrest Street Houston, TX 77099 Attention: Timothy J. Barrett, P.E. May7, 2007 Geoteclmical, Environmental and Materials T estlng Consultants Grand JuncUon -Montrose-Rifle -Crested Butte (970) 245-4078 • fax(970) 245-7115 ' geotechnlcalgroup.com 2308/nterstateAvenue, Grand Junction, Colorado 81505 TABLE OF CONTENTS SCOPEIJIIJIItllllllllfJIIIIIJIIIUIIIIIIIIIIIIOIIIIIUIIUUfUIIIUifllllllllllUIIUIIIIIIIIIIIIIIIIIIIIIJI"""'""'''"'"'''IIIIfUU 1 SUMMARY OF CONCLUSIONS ................................................................................................ 1 SITE CONDITIONS .................................................................................................................... 2 PROPOSED CONSTRUCTION .................................................................................................. 4 SUBSURFACE CONDITIONS .................................................................................................... 5 SITE DfVELOPMENT ................................................................................................................ 6 FOUNDATIONS .......................................................................................................................... 7 SPREAD FOOTING FOUNDA T/ONS ""'''""""'''''""'"'"""'"'''""'"""''''''''""''""'""'''''"'"'''"'""' 8 SKID ON GRADE· TEMPORARY WATER TANK'""'"'""""'""'"""""""'"'"""""""""'""""'"'""' 9 SEWAGE DISPOSAL SYSTEM ............................................................................................... 10 BELOW·GRADE CONSTRUCTION ........................................................................... , ............. 11 CONCRETEIIIIIIJUJIJouJIIIIIIIIUIJIItlllulllllll•••••••"""''"''"'"'"'"''''''''''""'"'""'""''''""'"'''""'u'''"'12 SURFACE DRAINAGE ............................................................................................................. 12 CONSTRUCTION MONITORING ............................................................................................. 13 LIMITATIONS ....................................................... , ..................................................... ,,.,, ......... 14 FIG, 1 ~ VICINITY MAP FIG, 2-LOCATION OF EXPLORATORY TEST BORINGS FIG. 3-KEY TO SYMBOLS OF LOGS OF TEST BORINGS FIGS. 4 THROUGH 6-LOGS OF EXPLORATORY TEST BORINGS FIGS. 7 THROUGH 11 ~ LOGS OF PERCOLATION TEST BORINGS FIGS. 12 THROUGH 14-SWELL I CONSOLIDATION TEST RESULTS FIG, 15 ~DIRECT SHEAR TEST RESULTS FIG. 16-FROST PROTECTION CONCEPT FIGS. 17 THROUGH 21-PERCOLATION TEST RESULTS TABLE 1-SUMMARY OF LABORATORY TEST RESULTS APPENDIX A-SAMPLE SITE GRADING SPEC/FICA TIONS SCOPE This report presents the resuffs of our geotechnical investigalion for the proposed Chevron Temporal}' Offices Site in the Piceance Basin Development Project in Garfie~ County, Colorado. Our investigation was conducted to explore subsurface conditions and provide foundation recommendations for design and construction. The report includes descriplions of subsoil and groundwater conditions found in three exploratory test borings and five percolation test holes, recommended foundation systems, al~wable design soil pressures, and design and construction criteria for details influenced by the subsurface conditions. The scope of this study does not include design of sewage disposal systems. The report was prepared from data developed during our field exploration, laboratory testing, engineering analysis and experience with similar conditions. A brief summa!}' of our conclusions and recommendations follows. Detailed criteria are presented within ~e report. SUMMARY OF CONCLUSIONS 1. Subsoils found in the exploratol}' borings consisted generally of shale fragments of various sizes and amounts with a clay matrix to the maximum Chevronrempolli)'Offlc&s Garfield Covn~, Colorado GEGJobilli.2,628.J depth explored of 15 to 20 feet. Groundwater was not encountered to the depths explored on the day of drilling. 2. We believe shallow type foundations can be constructed to perform satisfactorily for the proposed structures. A discussion, including detailed design and construction criteria are included in the text of the report. 3. We believe slab-on-grade construction supported by the soils encountered will have potential for movement. Additional discussion, including design and construction criteria, is included in the text of the report. 4. We calculated a minimum pavement section of 14 inches of COOT Class 5 or 6 aggregate base course should be used in the parking area. Our experience with gas field operations is an approach of a lesser pavement section and increased rutting and maintenance is typically used. Use of a section of at least 6 inches aggregate base course is in line with our experience. 5. Surface drainage should be designed for rapid runoff of surface water away from the proposed structures. SITE CONDITIONS The subject site was located in the southwest Y4 of Section 10, Township 6 South, Range 98 West, 61 h Principle Meridian in Garfield County, Colorado. A vicinity map showing the site location is included as Fig. 1. The subject site was located in the bottom portion of a valley that is bisected by Clear Creek. The valley bottom and Clear Creek drains from the north and west, down toward the south and east. There is an approximate 2,000 foot elevation difference between the valley bottom and the top of plateau on either side. The valley sides and bottom are formed by degradation, ChevronTernporaryOffiCf! Garll~d County, Colo~do GfG Job No, ~El!·J weathering and transport from the plateau. The major depositions identified are landslide colluvium and outwash planes. We reviewed USGS topographic mapping, see Fig. 1, to measure the valley sides slope up at an angle near 1.8 Horizontal to 1 Vertical near the valley bottom and gradually steeper to near 1.2 to 1.0 Horizontal to 1 Vertical near midslope to 0.75 Horizontal or less to 1 Vertical forming cliff line features near the top of the plateau. Based on our general site observations and topographical map review, we believe landslide movements in the vicinity have reached a factor of safety against movement of about 1.0 at a slope angle (or angle of repose) of about 1 to 1.5 Horizontal: 1 Vertical. The site is between the confluences of Doe Gulch and Dear Park Gulch with Clear Creek. The valley forming Doe Gulch and Dear Park Gulch is east of the site and is oriented in a northeast to southwest direction. The srre slopes down generally to the southwest at an inclination of about 1 to 3 percent. The site was cleared of vegetation prior to our field study. The area surrounding the site contained native dryland vegetation. Ranch road was east of the site with vacant land beyond. Vacant land was north, west and south of the site. Clear Creek was located several hundred feet west of the site. ChGvronTemporaryOfftes G•rfleld Counly, Colo~do GEGJobNo.2,628~ PROPOSED CONSTRUCTION The temporary offices site will consist of four mobile trailers, each 12 feet wide by 60 feet long, a sewage disposal system, a temporary water supply tank and associated parking. The temporary water tank will have a soil bearing pressure of less than 2,000 psf. The parking area will be gravel aggregate covered. Proposed construction is detailed on "Exhibit 3A" drawing published by Construction Surveys, Inc. titled "Chevron U. S. A Inc. Yard and Office Site" dated 03-07-07. There will also be a communications tower. Foundation recommendations for the communications tower were presented in the "Geotechnical Investigation, Communication Tower Foundation, Piceance Basin Development Project, Garfield County, Colorado, USA" letter dated April 17, 2007 published under our Job No. 2,628M. The communications tower is therefore not considered part of proposed construction by this report. Proposed construction in the Temporary Office area is not sensitive to settlement I movement. Adjustments can be made to the trailer foundations. We used a tolerance of 2 to 3 inches total and 1 to 2 inches differential settlement for our consideration. The trailers will be set on temporary block and shim foundations. Proposed construction is gas field industrial. There will be no landscaping, irrigation or finished areas. All structures will be manufactured as individual units off site Chevron Temporary Offices GarfleldCounty1Colorado GEGJobNo.l,!l8~ and delivered to the subject site. If proposed construction is different from what is described above, we should be notified so that we can re-evaluate the recommendations given. SUBSURFACE CONDITIONS Subsurtace conditions at the site were investigated by drilling and sampling three explorato~ test borings and five percolation test borings. The locations of the explorato~ test borings are shown on Fig. 2. Graphic logs describing the soils found in the explorato~ test borings, logs of percolation holes and field penetration resistance tests are presented on Figs. 3 through 15. Subsurtace condnions encountered in the test borings consisted of shale fragments of va~ing size and amount with a clay matrix to a depth of 15 to 20 feet No formational material was encountered in the test borings to a depth of 15 to 20 feet, the maximum depth explored. The shale fragments with a clay matrix was soft to ve~ stiff, moist, and brown. Groundwater was not encountered the day of drilling to the depths drilled. Four shale lragments with a clay matrix samples testea had moisture contents of 9.9 to 15.9 percent, liquid limits of 29 to 35, plastici~ indexes of 5 to 11 and 5 to 27 percent passing tne No. 200 sieve (silt and clay sized particles). Three shale Chevron Tempora~Olf~aa Ga~eldCoun~,Colorado GEGJobNo.2,628~ fragments with a clay matrix samples tested had moisture contents of 10.7 to 24.6, d~ densities of 81 to 87 pel, and exhibited 0.0 to 0.4 percent one dimensional consolidation when wetted under a confining pressure of 250 psf. Three shale fragments with a clay matrix samples tested had water soluble sulfate contents of 13 to 90 ppm. The results of the laboratory testing are shown on Figs. 12 through 15 and summarized on Table I. SITE DEVELOPMENT Site grading plans were not available at the time of this investigation. We anticipate a maximum 3 feet thickness of cut or embankment fill may be included in the site development. Areas to receive site grading fill or structural fill should be prepared prior to fill placement. Subgrade soils or any subgrade in areas of cut should be stripped of vegetation and deleterious materials, as part of site preparation. Additional recommendations may be required for foundation areas as noted in the "FOUNDATIONS" section of this report. Sample site grading speci!ications are included in APPENDIX A. We believe uti!~ installation in the clay with shale pieces may be accomplished using convenl~nal excavation equipment. Util~ trenches should be sloped or shored to Chevronlempora~Oiflces GarfleldCounly,Colorado GEGJobNo.2,628~ meet local, State and Federal safety regulations. Based on our investigation, we believe soils at this site may be classified as either Type C, based on OSHA standards. Excavation slopes specified by OSHA are dependent upon types of soils and groundwater conditions encountered Contractors should identify the conditions encountered in the excavation and refer to OSHA standards to determine appropriate slopes. FOUNDATIONS This investigation indicates subsurface conditions at foundation levels generally consists of medium stiff to very stiff shale fragments with a clay matrix wnh volume change potential. We recommend the resulting subsoils beneath foundations should be scarified, moisture conditioned and recompacted, to help reduce potential soil volume change and provide a more uniform subgrade. Spread footing foundations are recommended for the mobile trailers. An alternative of Skid on Grade or Tank on Grade foundations is presented for the temporary water tank. We should be contacted to observe foundation excavations to veri~ condnions exposed and to identify if subgrade stabilization is needed. Ch&vronTemporai)'Offl~s Garfie!dCounty,Cororado GEG Job No.2~28~ We present design and construction criteria for shallow foundations below. These criteria were developed from analysis of field and laboratory data and our experience. The additional requirements (if any} of the structural engineer and structural warrantor should also be considered. Spread Footing Foundations 1. Spread footing foundations bearing on well compacted natural shale fragments with a clay matrix soils can be designed for a maximum soils bearing pressure of 1,500 psf. Loose soils, should be completely removed from foundation bearing areas, prior to placing concrete or structural fill. 2. The completed excavation, within 1 foot horizontally of footing areas should be scarified 1 0-inches, moisture conditioned to wnhin 2 percent of optimum moisture content and compacted to at least 95 percent of standard Proctor maximum dry density (ASTM 0698) prior to placing additional structural fill or foundation concrete. Structural fill, if any, may consist of the onsite native soils, less than 6 inches diameter. Fill soils should be moisture treated to within 1 percent below to 3 percent above optimum moisture content and compacted to at least 95 percent of maximum standard Proctor (ASTM 0698} dry density in thin loose lifts. The completed excavation should be tested for compaction, prior to placing of filL Our representative should be called to test compaction, during each lift of fill placement. 3. We recommend a minimum width of 18 inches for continuous footings. Isolated pads should be at least 30 inches by 30 inches. The structural engineer should design reinforcement. 4. Based on a design soil bearing pressure of 1, 500 psf, a footing width of about 1.5 feet and footings placed on well compacted subgrade soils the estimated post construction settlement is about % to '!. inch. If wider footings are used we should be contacted to review the estimated settlement and provide additional recommendations where needed. Chevron Temporary Offices Ga~eld County, Colorndo GEGJobNo.2,628~ 5. Exterior walls should be protected from freezing. We understand the Gartield County Building Department recommends coverage of at least 36 inches at an elevation up to 8.000 feet and at least42 inches for elevations above 8,000 feet for frost protection. Frost protection concepts are shown on fig. 16. 6. The completed foundation excavation should be obseiVed by our representative prior to placing forms, to veri~ the foundation bearing conditions and test subgrade and fill compaction. Skid on Grade· Temporary Water Tank 1. The resulting subgrade should be prepared by scarifying 1 0-inches, moisture conditioning to with 2 percent of optimum moisture and compacting to at least 95 percent of standard Proctor (ASTM 0698) maximum dry density. Structural fill, if any, may consist of the onsite native soils, less than 6 inches diameter. Fill soils should be moisture treated to within 1 percent below to 3 percent above optimum moisture content and compacted to at least 95 percent of maximum standard Proctor (ASTM 0698) dry density in thin loose lifts. The completed excavation should be tested for compaction, prior to placing of fill. Our representative should be called to test compaction, during each lift of fill placement 2. Foundations should be protected from freezing. We understand the Gartield County Building Department recommends coverage of at least 36 inches at an elevation up to 8,000 feet and at least 42 inches for elevations above 8,000 feet for frost protection. Frost protection concepts are shown on fig. 16. 3. The completed foundation excavation should be obse!Ved by our representative to verify subsurface foundation conditions are as anticipated from our borings and to test compaction. ChevronTemporaryOfflces Garfield County, Colorado GEGJobNo.2,!28.J SEWAGE DISPOSAL SYSTEM Sewage disposal system design is not included in this scope of services. We understand Washington Group International is performing the system design. The percolation test holes were pre-wetted on March 27, 2007. Percolation testing was performed on March 28, 2007 in percolation holes P-1 through P-5. Profile test holes were observed at boring locations TH-1 through TH-3. Locations of test holes TH-1 through TH-3 and P-1 through P-5 are shown on Fig. 2. Locations and depths of the percolation test holes were determined by others. Logs and legend of the soil profile and percolation borings are included on Figs. 3 through 11. Percolation tests were performed in the five test holes at depths of about 48 inches below existing grade. Measured Percolation rates varied between 1 to 20 minutes per inch. Results of the percolation testing are included in Figs. 17 through 21. PARKING LOT Our pavement section calculations are based on an assumed traffic loading of a maximum single axel load of 18,000 pounds. We calculated a minimum pavement section of 14 inches of COOT Class 5 or 6 aggregate base course. The minimum calculated pavement section is to reduce the potential for a static wheel load to cause yielding or failure of the bearing capacity of the subgrade soils. Our experience with ChevronTemporeryOffices Garl~dCounty,Colorado GEGJobNo.2,62B-i 10 gas field operations is an approach of using a lesser pavement section and increased rutting and maintenance. Use of a section of at least 6 inches of aggregate base course is in line with our experience. A pavement section of at least 6 inches will require periodic long term maintenance. The subgrade of the Parking area should be sloped to promote rapid runoff of su~ace water. We recommend a minimum slope of at least 2 percent from the center to the edges of the yard. The subgrade should be scarified to a depth of at least 10 inches, moisture treated to within 2 percent of optimum moisture content and compacted to at least 95 percent of the maximum standard Proctor (ASTM 0698) dry density prior to placing the aggregate base course pavement section. The aggregate base course should be moisture treated to within 2 percent optimum moisture content and compacted to at least 95 percent of the maximum standard Proctor dry density. The surtace of the aggregate base course should be sloped as for the subgrade to promote rapid runoff of surtace water. The perimeter of the Parking area should be provided with a borrow ditch to intercept su~ace runoff and direct it from away from the Parking Area. BELOW-GRADE CONSTRUCTION No below-grade construction is anticipated at this site. Typically, foundation drains are not required for construction of this type. Crawl space areas should be sloped so that Chevron Temporary Offices Ga~eldCounty,Coloraoo GEGJobNo.2,628.J 11 potential moisture will not collect in these areas, but flow out of the crawl space. Crawl space areas under trailers (where applicable) should also be well ventilated to help reduce humidity and potential musty odors. We can provide foundation drain details if requested. CONCRETE Two soils samples (TH-1, TH-2 and TH-3 at a depth of 1 to 4 feet) were tested for water-soluble sulfates. These samples had a sulfate concentration of 13 to 90 ppm. Concentrations in this range have been shown to have a negligible effect on concrete that is exposed to the soils. We recommend a Type II (sulfate resistant) cement be used far concrete that is exposed to the subsoils. In addition, concrete should have a maximum water-cement ratio of 0.45. SURFACE DRAINAGE Performance of foundations and concrete fla!work is influenced by surface moisture conditions. Risk of wetting foundation soils can be reduced by carefully planned and maintained surface drainage. Surface drainage should be designed to provide rapid runoff of surface water away from the proposed structures. We recommend the following Chevr011TemporaryOffices GarfieldCounti',Colorado GEGJobNo.2,628.J 12 precautions be observed during construction and maintained at all times after the construction is completed. 1. The ground surface surrounding the exterior of the structures should be sloped to drain away from the structures in all directions. We recommend a slope of at least 12 inches in the first 10 feet around the structure, where possible. In no case should the slope be less than 6 inches in the first 5 feet. The ground surface should be sloped so that water will not pond adjacent to the structure. 2. Backfill around foundation walls should be moistened and compacted. 3. Roof downspouts and drains should discharge well beyond the limits of all backfill. Splash blocks and downspout extenders should be provided at all discharge points. 4. Impervious plastic membranes should not be used to cover the ground surface immediately surrounding the structures. These membranes tend to trap moisture and prevent normal evaporation from occurring. Geotextile fabrics can be used to limit the weed growth and allow for evaporation. CONSTRUCTION MONITORING Geotechnical Engineering Group, Inc. should be retained to provide general review of construction plans for compliance with our recommendations. Geotechnical Engineering Group, Inc should be retained to provide construction·monitoring services during all earthwork and foundation construction phases of the work. This is to observe the construction with respect to the geotechnical recommendations, to enable design Chevron Tempom~ Offlm GartleldCounty,Colorodo GEGJobNo.2,626~ 13 changes in the event that subsurface conditions differ from those anticipated prior to start of construction and to give the owner a greater degree of confidence that the structure is constructed in accordance with the geotechnical recommendations. LIMITATIONS Three exploratory borings were drilled in the proposed structure areas. The exploratory borings are representative of conditions encountered only at the exact boring locations. Variations in the subsoil conditions not indicated by the borings are always possible. Our representative should observe open foundation excavations, observe proof roll and test compaction of subgrade and structural fill soils (as applicable) to confirm soils are as anticipated from the borings and foundations are prepared as recommended herein. The scope of work performed is specific to the proposed construction and the client identified by this report. Any other use of the data, recommendations and design parameters (as applicable) provided within this report are not appropriate applications. Other proposed construction and/or reliance by other clients will require project specific review by this firm. Changes in site conditions can occur with time. Changes in standard ChevronTempor•ryOfflces Ga11JeldCooney,Colorailo GEGJobN0.2,62W 14 of practice also occur with time. This report should not be relied upon after a period of three years from the date of this report and is subject to review by this firm in l~ht of new information which may periodically become known. We believe this investigation was conducted in a manner consistent with that level of care and skill ordinarily used by geotechnical engineers practicing in this area at this time. No other warranty, express or implied, is made. If we can be of further service in discussing the contents of this report or the analysis of the influence of the subsu~ace conditions on the development or design of the proposed construction, please call. Sincerely, GEOTECHNICAL ENGINEERING GROUP, INC. NWJ:JPW:mh (1 copy sent) 1 cc: tbarrett@chevron.com ChevronTemporn~Offices Garf1eldCounty,Calarado GEGJobNo.2,6l8.J Reviewed by: John Withers, P .E. Principal Engineer 15 Geotechnicallnvestigation f Chevron Temporary Office Site lf Gartield County, Colorado Ji Job No. 2, 628-J Vicinity Map Fig.1 Note: This figure was prepared based on a map provided by Construction Surveys Inc. and is intended to show approximate locations of Exploratory Test Borings Only. Bore Lon itude Latitude TH-1 108.32593 39.542052 TH-2 108.325741 39.541974 TH-3 108325557 39.541894 P-1 108.325560 39.542058 P-2 108.325784 39.542066 P-3 106.325836 39.542080 P-4 108.325744 39.542120 P-5 108 325505 39.542123 Legend Indicates approximate I location of Exploratory Test Borings 0 Indicates approximate locations of Percolation Holes PROPOSEDlRAILERSl / \ I I I I Job No. 2,628-J Location of Exploratory Borings Fig. 2 Symbol Description Shale fragments with clayey matrix KEY TO SYMBOLS 1. These logs ue subject to the interpretation by GEG of the soils encountered and limitations, conclusions, and recommendations in this report. Fiaure 3 t;t'tllrl'lmit:al PROJECT: Chevron Teme2r!n: Office Site PROJECT NO.: 2628·1 t~nginming CLIENT: ChevronNonhAmerica f~roup. Int. LOCA liON: See Fig 1 ELEVATION: Unkno~n DRILLER: \VJ LOGGED BY: GM LOG OF DEPTH TO WATER> INITIAL: ~ None found AFTER 24 HOURS: f Backfilled TEST BORING TH·1 DATE: Jll~/2007 DEPTH TO CAVING: L None 0 :c ~~ d £o ~~ Description 0. E~~, Notes ~ ~~ Qv ~ ~~ m8 0 1--- Shale fragmen~ with clayey matrix, soft to stiff, moist, bro~~. (SHICL) ~}; 1-- Bulk sample taken all to 4feel 'II Organics noteo to Hoot lj;( 1--= r- - ~ - 1--- - .JL 1--- - l--- /.- Fiqure 4 Bottom of boring when terminated: 15ft. 0/(, Bulk 7112 (J; JLf-~~~--~ I!~ CT wr-f-- ')A (// ~ :'lL ·N-frow Ut> CT l('v' -,..- /) ~ ';I ' 0 Yl CT ·~12 This infannation ll!!i!Jins on~ to this bon no and should not be interor~ed as beina indlcitive of the site. PAGE 1 of 1 I '"'"'.;,I PROJECT: _Chevron Temeor!!J: Office Site PROJECT NO.: __ .Jill:L_ '~nginming CLIENT: Chevron North America Group. hu•, LOCATION: Set Fi 1 ELEVATION: Unknown DRILLER: WJ LOGGED BY: GM LOG OF DEPTH TO WATER> INITIAL: '1-None Found AFTER 24 HOURS: ' Backfilled TEST BORING TH·2 DATE: 3/l9nQ07 DEPTH TO CAVING: L None ~i ~ aJ ~ $ ·~ Description ~~ ~ g Notes o~ ~ u 0 - Shale fragments with clayey matrix, medium stiff to stiff, moist, brown, (Sffi '~ 1-CL) Organicsnotedto1foot -Bulk sample taken at I to 4 feet ~ iik 1mr -· g, - -~ -17ii'1 CT __L ~l ----, - '---~ 1-~ --~ ~0/12 _!Q__ CT 1-- -~ . - -if ;~ -fi;t; ---, ~ _lE 7;.1 CT --1 --1 -~ r-~ -- -reT -.mr 20 Bo«om of boring when terminated: 20ft. - - -- -- _!L 1- '-- - -I __]£__ ! - - - - f-'i-- 1- 1- - - This infom1aHon oertain onlu to thl1 bonno and should not be interoreted as belna lndlcltive of the 1ite. Fioure 5 PAGE 1 of1 II f~Ntln~lllii!M~ PROJECT: ChevronTemporaryOiliceSite PROJECT NO.: ~:_1 _ ~ .. J,n~IIIN•rmg CLIENT: ChevronNorthAmeri"'ca ____________ ---- ... Group, lnl•, LOCATION: 2:Se':leF.!i.iig =...:2 __________ ELEVATION:~"-- DRILLER: WJ LOGGED BY: GM LOG OF DEPTH TO WATER> INITIAL: ¥ _,_,No"'ne"'Fo,urto:.d _ AFTER 24 HOURS: ~ Backfilled TEST BORING TH·3 DATE: 3119/2001 DEPTH TO CAVING: L None Descnplion Notes Shale fragments with clayey matrix, stiff to very stiff, moist, brown, (SH/CL ~~ ~ Bulk sample taken at I to 4 feet r,l~t--Organics noted to I fo~ ~ , ;r, Bulk 1012 ~ w8-~ ¢J "CT'Toii1 High blow count due to shale cobbles L w~~ ~ ~ ~ ~ -- - )5 Fiqure 6 1m ~,0 i,i/y Bottom of boring when terminated: 15ft. This inlonnatlon oert ins onlv In this borino and should not be lntemreted as beina lndleltive ofthe site. PAGE 1 ol1 II {;,•ol••rlmi,al PROJECT: l'hevron Temporary Oflice Sire PROJECT NO.: -~2ill:.!.__ --'~ngino•Hing CLIENT: Chevron North America troup. lnr. LOCATION: See Fi• 2 ELEVATION: -··--~~ DRILLER: WJ LOGGED BY: GM LOG OF DEPTH TO WATER> INITIAL: 'f NE AFTER 24 HOURS: 'f. NA TEST BORING P-1 DATE: 311912007 DEPTH TO CAVING: L None ~i .~ ! • ~ ~ DescriptiOn n E~~ Notes ~ ·~ m o~ G w 0 ~ f--- Shale fragments with clay matrix, stiff, moist, brown, (SHICL) - ~.- ·-'--' Bottom of boring when tenninated: 4ft --- f-- f-- f-- eJP_ - - - - __1L 1- 1- .~ '--- ,'.0 .. ~- - -- - _>!.._ 1-' 1- - - elL --- - - - l!._ ,_ '-- - - Thi• infonn ti<m nortain~ onlv tn this borlno and should not be inter reted as bein lndl :ltlv. of the site. Fiqure 7 PAGE 1 of1 llliro!·~~lllita~ PROJECT: .fhevron Temeor~ Office Site PROJECT NO.: 2628-J ~ f,ng•nerriD~ CLIENT: Chevron Korth America ~ (;roup. Ill'•. LOCATION: See Figl ELEVA nON: Unknown DRILLER: WJ LOGGED BY: GM LOG OF DEPTH TO WATER> INITIAL: :.t NE AFTER 24 HOURS: .!' NA TEST BORING P-2 DATE: 3119/2007 DEPTH TO CAVING: i None :5~ n ~· Descr,ption Notes ·~ ~iii Qy 0 r-Shale fragments with clay matrix, stiff, moist, brown, (SHICL) f} ~ f-:7.: 1--rM f2- Bottom of boring when terminated: 4ft. 1-- r- f.-- '- ~ f-- 1-- 1-- f-- ~ f-- 1- '-- I-· f-lL I r- f.-- f.-- f-- ~ ,-- f-- ~- --- f-12-- f-- f-- '-- r- f-lL f-- f-- f-- f-- This Information oertains onlv to this borina and should not be Inter reted as be ina indlcfilve of the site. Fiqure 8 PAGE 1 of1 llt•oh·dtniral PROJECT: Chevron Tem!Qr!!! Office Site ~~nginwing CLIENT: ChevronNorthAmerica 1;ro11p. lnr. LOCATION: See Fig 2 DRILLER: WJ LOG OF DEPTH TO WATER> INITIAL: ¥ TEST BORING P·3 DATE: 3119/2@7 Description Shale fragments with clay matrix, stif~ moist, brown, (SHICL) - - 1-- Bortom of boring when tenninated: 4ft. f...-- - 1-- ~ !...-- --- - 1-- ~ f-- ,__ - f-- ~ PROJECT NO.: 2618·! ELEVATION: Unknown LOGGED BY: GM -·· ~ NE AFTER 24 HOURS: ! NA DEPTH TO CAVING: f. None Notes This infonnation certains oniv to this borlna and should not be internreted as be ina lndlcitive of the site. Fiqure 9 PAGE1 of1 t;toiN:IIllic:ol PROJECT: Cbevron Teml!!r!!} Office !ite PROJECT NO.: 2628·1 ~~nginming CLIENT: Chevron North America Group, lnr. LOCATION: !ee Fig 2 ELEVATION: Unknown DRILLER: IVJ LOGGED BY: GM LOG OF DEPTH TO WATER> INITIAL: ~ NE AFTER 24 HOURS: ! NA TEST BORING P·4 DATE: l/1~11007 DEPTH TO CAVING: l lione ~~ .~ i • .c 0. w j c n~ Description ~ E ~ £ J Notes ~~ ~ ~ ~ m o Qv 0 w (j 0 Shale fragmen~ with clay matrix, stiff, moist, brown, (SHICL) ~ f-- ~ ~ -0· P-Bottom of boring when tenninateo: 4ft. f.- - - - elo- I-- - ~ - ~ f.- I-- ,-- ·- ~ I-- ' ' I-- - - ...!!.. 1- I-- I-- f.- _20_ I-- 1-- f-- 1-- r1L 1-- 1-- I-- 1.--- Th~ information Dertalns onlv to this borina and should not be lnternreted as beino indicitlve of the site. Fiaure 10 PAGE 1 of 1 Grntrt'l1niul PROJECT: ChevronTemporaryOfficeSite PROJECT NO.: 16l8·J ~~ t:n~iiU'Hing CLIENT: Chevron North America I• f;roup. lnr.. LOCATIOo::N:~Se~eF~ig:-::2._~_~_~_-_-_-_-_-_-_-_-_-_-_-_-_------~ ELEVATION: Unknown DRILLER: .:::Wl"--------- LQG OF DEPTH TO WATER> INITIAL: ~ --'-"-- LOGGED BY: TEST BORING P·5 OATE: l1191l007 f-- r-- 1-- t-- ~ 1----· 1-- 1-- 1-- 1-- 1-- 1-- 1- Descnplion Shale fragmen~ with clay matrix, stif~ moist, brown, (SHICL) Bottom of boring when terminated: 4ft. NE AFTER 24 HOURS: ~ DEPTH TO CAVING: L ~ • 0. ~ ~. E ~ ~ § ~~ ~8 GM NA None Notes This Information certains ontv to this borlna and should nat be lnteroreted as beina indicilive ofthe site. Fiqure 11 PAGE 1 of 1 SWELL I CONSOLIDATION TEST REPORT 0 ' I I ' I I I 0 I I I I I ! ~~ I I I I I I ··-.. ~-·· I WATER ADDED , I I I I -I I ! i I I ··-·· ..... r-I I I I I I I I I I 2 I ! I I i ' I -2 I 1 j I I I I . I • I I i ! I 3 ~\ i I I I ·3 ! I I I I I i I I I ! I I i 4 I 1:\ -~- -4 c : I I I "0 -~ I I ID I I I il ... ' I I i I I (JJ I I ID ~ c 5 \ ru I I I -5 i u I i . m ru I I I I I < a. I ! I m ' ! 6 I I I I I I I \ i ' I I ~ I I I I ' I i I I I I I I ' I ! I ' J j I ' I I I I .J I I I : I I I I I I I I I I I i I I 8 ' I I I ! ·T I ' I I ! ·8 ' I i I I i I i I I I . ! I I I I ! I I I . I 9 I I I I I I I I -9 I I I I , ! I I I i I I , I I I I I I I 10 100 210 500 1000 2000 Applied Pressure· psf Natural DIY Dens. PI Sp. Overburden Pc Cc Cr Swell Press. Heave Sat I Moist (pc~ LL Gr. (psQ (psQ (psQ % eo I 13.3% 81J 484 ·OA MATERIAL DESCRIPTION uses AASHTO Shale fragments with clayey matrix, moist, brown Project No. 2628·1 Client: Chevron North America \!Remarks: Project Chmon Temporal)' Office Site I Source: TIJ.I E\ev.IDepth: 4 II Gt'ol~thnical l~n~lnming ~ronp.lnt. Fig. 12 SWELL I CONSOLIDATION TEST REPORT 0 I I I I i 1 I I I I i I I I I I I I I I I I I ! I I I j I I I I I I i I I I I I I I I I I I I i I I ! i I i ! I I I I I i i : I I i I I 10 100 500 1000 Applied Pressure· psi Natural Dry Dens. LL PI Sp. Overburden Pc I I I I i ·2 .J ~ 'IJ m il ro a ·5 i m < ro Sat. Moist (pcD Gr. (psD (psD -+-4~~--4--+~ ~% ~ m MATERIAL DESCRIPTION Sh~e fragments with clayey matril, moist, brown 'Project No. 262!·1 Client: Chevron North America 1 Project: Chevron Temporary Office Site lsource: TH·2 ElevJDepth: 2 l __ II Gtol<tltnieal ~l Hngiumin; 11. Gmp. In<. Remarks: Fig. 13 SWELL I CONSOLIDATION TEST REPORT 0 I 1 ! IJ 1 i i ~ I -----0 I I I I I! I~ ! I , . I I I ! I I I I I I ' ·1 I I I I I 2 I I I i ! I i I ·2 I I I I I I i I I I I 3 I ' " I I , I I I ·3 I I I i I I I I I I I 4 , I I . .,..- I I I c I ·4 ~ I I I ! ·e i I I I ii .. (I) ! ro ; a ~ 5 ·-c- I I I I m ! u -s m ~ I I 0.. I i I I I I i < I I ro 6 I ! ' I i ' I ' ! ·6 I I I I I I I ! ! 7 I I I I I I I ·I I I ! I I i i I I I I __.!--·- I 8 I I I I I ; I ·8 I ! I I I I I I I 9 I I ' I ! i ·9 ' I I ! I ! i i I ' I I I ! I ! 10 100 210 500 1000 2000 Applied Pressure· psf Nalural D~ Dens. LL PI Sp. Overburden Pc Cc Cr Swell Press. Heave eo Sal. I Moist (pel) Gr. (psn (psfj ~~ % l24.b% !6.1 m MATERIAL DESCRIPTION uses I AASHTO Shale fragmen~ with clayey matri~ moist, brown Proje ctNo. lbli·l Client: Chevron No~1 America Remarks: Projec t: Chevron Tem])llall' Office Sile Source :TH·l Elev.IDepth: 2 II '"'"'' '"' ~~Pglnming Group, Inc. Fig. 14 .5 c 0 ~ E s ~ Cl ro u t ~ > Strain,% Strain,% Sample Type: CT Description: Shale fragments with clayey matrix, moist, brown LL• 29 PL• 24 Assumed Specific Gravity• 2.65 Remarks: Fig.15 Pl•5 ·~ a. ~· ~ ~ Ul ffi ~ Normal Stress, ps1 Sample No. 2 3 Water Content, % t5.9 15.9 15,9 01)' Dens1~, pel 91.2 91.2 912 ~ Saturation, % 51.8 51.8 51.8 E Void Ratio 0.8JJ8 0.8ll8 0.8138 Diameter, in 1.94 1.94 1.94 Heioht, in. 1.00 1.00 1.00 Water Content, % 21.2 21.2 21.2 ., DI)'Densi~, pel 91.2 912 91.2 ~ Saturation, % 68.9 68.9 68.9 ~ Void Ratio 0.8138 0.81J8 0.81J8 Diameter, in. 1.94 194 194 Hei ht,in. 1.00 1.00 1.00 Normal Stress, psi 3.10 6.90 10.40 Fait Stress, psi 3.27 4.73 6.42 Strain,% J.6 3.1 2,1 Ult stress, psi Strain,% Stra1n rate, in.lmin. 0.63 0.63 0.63 Client: Chevron North America Project Chevron Temporary Office Site Source of Sample: TH·l Depth: 2 Proj, No.: 2628·! Dale Sampled: Tested By: ""MT __ _ _ Checked By: IM Surface of Backfr/1 1 Wa~BoclOO \ MareMIV StemWall r \ l)ypi~i ' Continuous Footing 1 foot f..-Min/MUM __.. 1 nyp~call \_ Scarified, moisture conditioned, and recompacted subgrade ~ A= Required frost protection as per Garfield County Building Dept. 36 inches for elevations up to 8,000 feet and at least 42 inches for elevations above 8,000 feel. Not To Scale GEG Job No. 2,628-J Footing and Stem Wall Frost Protection Concept A Fig. 16 I/Geotecbolcal , ·~ngineering ,la.Gmp,lnc. SATURATION AND PREPARATION DATE 3127107 I TIME AT START OF SATURATION: 10:30 AM. PERCOLATION TEST DATE: 3128107 WATER IN BORINGS AFTER SATURATION D lvl_ Deplh lo Wa!er YES CJ NO PERCOLATION TEST RESULTS I I D~PTH TQ W~TER DEPTH TIME AT TIME CHANGE PERCOLATION I HOLE (INCHES! START OF INTERVAL START OF END OF IN WATER PATE . NUMBER INTERVAL (MINUTES! INTERVAL INTERVAL DEPTH (MIN/INCH) (INCHES) (INCHES) (INCHES I I 1 48" 10:18 10 10 13% 3% 3 I ! I 10:28 10 13% 15 1 ~ 8 10:38 10 ' 15 16 1 jQ 10:48 10 16 17 1 10 I 10:58 10 17 18 1 10 11:08 10 18 18% % 13 ---- 11:28 18% ·- -l I I 1--- ~ I Job#2628J Fig.17 Geotechnical I• Engineering 1 II~Gm~, Inc. I SATURATION AND PREPARATION DATE 3127/07 TIME AT START OF SATURATION: 1045 AM. PERCOlATION TEST DATE: 3128107 WATER IN BORINGS AFTER SATURATION D 1v1 Dep!h to Wa!er YES lJ NO PERCOLATION TEST RESULTS DEPTH TIME AT TIME DEPTH TO ~ATER I CHANGE PERCOlATION HOLE (INCHES) START OF INTERVAl START OF END OF IN WATER RATE NUMBER INTERVAL (MINUTES) INTERVAL INTERVAl DEPTH (MINIINCH) (INCHES) (INCHES) (INCHES) P2 48" 10:19 I 10 11X 16% 512 I 2 I 10:29 ! 10 16% ! 18% 1% J 6 I 10:39 10 18% 20% 2 I 5 10:49 10 20 Yz 22 X 2X 4 10:59 10 22X 23 Yz 1X 8 11:09 10 23 Yz I 2411 1 10 ! 11:19 24 Yt I I ' I I 1----- I : I I Job#2628J Fig, 18 I /• Geotecbnical I !1·~Engineeri11g la_Group, Inc. SATURATION AND PREPARATION DATE: 3127107 I PERCOU\ TION TEST I DATE: 3m!07 WATER IN BORINGS AFTER SATURATION D lvl Dep~ to Water TIMEATSTARTOFSATURATION: 11:00 AM YES tJ NO PERGOLA TION TEST RESULTS I DEPTH TO WATER I DEPTH TIME AT TIME CHANGE PERCOlATION HOLE (INCHES) START OF INTERVAL STARTOF ENDOF IINWATER RATE NUMBER INTERVAL (MINUTES) INTERVAL INTERVAL DEPTH (MIN/INCH) (INCHES) (INCHES) I (INCHES) P3 48'' 10:20 10 11% 18% I 7 1 10:30 10 l 18% 21 2~ 4 10:40 10 21 23 X 2X 1 4 10:50 10 I 23 X 24% 1% I 7 11:00 10 24% 25% 1 jQ 11:10 10 25% I 26 X Y2 20 I 11:20 26X I I I I I r I Job#2628J Fig. 19 '--· I r ~~Geotechnical · 1 ·~Enginwing lt..Group 1 Inc. SATURATION AND PREPARATION DATE 3/27/07 PERGOlA TION TEST DATE: 3/28/07 WATER IN BORINGS AFTER SATURATION I TIMfATSTARTOFSATURATION: 11:15 AM. 0 lvl Depth to Water YES CJNO PERGOLA TION TEST RESULTS I I DEPTH T TIMEAT I !);Pit! TO WATER I TIME · CHANGE PERCOlATION I HOlE (INCHES) I START OF INTERVAl I START OF END OF IN WATER RATE NUMBER INTERVAL (MINUTES) INTERVAL INTERVAl 1 DEPTH (MIN/INCH) I (INCHES) (INCHES) I (INCHES) p 4 ! 48" 10:21 10 10 !12 16 5Yz 2 I I I 10:31 10 16 17 Y4 1 X ~ 10:41 10 17 X 18% 1Yz 7 10:51 10 18% 19% 1 10 11:01 10 19% 2174 1% 7 11:11 10 21 X 22 y. 13 11:21 22 I -+ I -· I I I I Job #2628J Fig. 20 ! r I Geote(bDi(aJ ~~~~nginwing la.Group, Inc. SATURATION AND PREPARATION PERCOLATION TEST DATE: 3/28/07 · DATE 3127107 I TIMEATSTARTOFSATURATION: j1:30 A.M. I WATER IN BORINGS AFTER SATURATION 0 0 Oeptn to Water YES X NO ---- PERGOLA TION TEST RESULTS I / DEPm TO WATER ~~ ~ Porn""•] DEPTH TIME AT TIME I HOLE (INCHES) START OF INTERVAL START OF END OF INWATER RATE NUMBER INTERVAL (MINUTES) /INTERVAL INTERVAL DEPTH (MINnNCH) (INCHES) (INCHES) (INCHES) . P5 48" 10:22 10 11 X I 18X I 7 1 10:32 w 18X i 21 I z%--4 I 10:42 10 21 23% 2% 4 10:52 10 23% 25 Yz 2 5 i 1t02 10 25% 27 X 1% 6 11:12 10 27 X 28 Yz 1 X 8 11:22 28 Yz ' I i I I I i i -I I Job#2628J Fig. 21 \ G-eoc::.teochlB.i.ca.1 ' • .,., E111gi.lB.eeri.:s1g • Grc::.u..p,. I:n.c. Job No_ 2.628 J TABLE I SUMNIARV C>F LABC>RATC>RV TEST RESULTS Hole Dep1:h NatL&ral Dry At:tell'"berg Lim•t:s Swell f Direct Shear Passing VVater Soil Type I (l'"ee-t} Moisture Density ~Uid~~ Consolidation No. 200 Soluble (%) (pet') Plast.icity Swelt Confining lnte~al Ang,e Cohesion Sieve-(%) Sul'l'.ate-s Li!l'!t ·-:~~X (0/Q) P7::;:re _({Friction (ps:f') (ppm) I D~g_rees) TH-1 1-4 11.2 -35 a ---17 -4-0 Shale Fragment with --Clav Matrix (CL) 2 15.9 -29 5 --25 23a 26 -Shale Fragment with Clay Matrix ~CL} -4-13.3 a1 0.4-250 Shale Fragment with -Clav Matr\x (CL) TH-2 9.9 33 9 --~---- 27 13 Shale -Fragment with 1---4---- ----------1-------------r----Clay Matrix (CL) ______ 2 10.7 a5 ---0.-4-250 ----Shale Fragment with ---r---Clay Matrix (CL) TH-3 2---4-1-4-_ a -3-4-11 ----5.0 90 Shale with Clay Matrix (CL) -----2 2-4-.6 a7 --0 250 ---~hale with Clay Matrix ---CL) Page 1 o~ 1 APPENDIX A SAMPLE SITE GRADING SPECIFICATIONS SAMPLE SITE GRADING SPECIFICATIONS Chevron Temporary Office Garlield County, Colorado Note: Appendix A presents sample specifications. These sample specifications are not project specrric. The sample specifications should be modified by the Civil engineer or Chevron Representative as needed to reflect project specific requirements. 1. DESCRIPTION This item shall consist of the excavation, transportation, placement and compaction of materials from locations indicated on the plans, or sta~ed by the Engineer, as necessa~ to achieve pre/imina~ site grades. These specifications shall also apply to compaction of excess cut materials that may be placed outside of the subject site. 2. GENERAL The Soils Engineer shall be the Owners represen!alive. The Soils Engineer shall approve fill malerials, method of placemenl, moisture contents and percent compaction, and shall give written approval of the completed fill. 3. CLEARING JOB SITE The Contractor shall remove all trees, brush, and rubbish before excavation or fill placement is begun. The Contractor shall dispose of the cleared material to provide the Owner with a clean, neat appearing job site. Cleared material shall not be placed in areas to receive fill or where the material will support structures of any kind. Job No. 2,628.J 4. SCARIFYING AREA TO BE FILLED All topsoil and vege!able matter shall be removed from the ground surtace upon which fill is to be placed. The surrace shall then be plowed or scarified until the surrace is free from ruts, hummocks or other uneven features, which would prevent unrrorm compaction by the equipment to be used. 5. COMPACTING AREA TO BE FILLED After the foundation for the fill has been cleared and scarified, it shall be dis ked or bladed until it is free from large clods, brought to the proper moisture content (within 2 percent above or below optimum) and compacted to not less than 95 percent of maximum densi~ as determined in accordance with ASTM D 698. If soft/ yielding subgrade conditions are encountered, stabilization may be required. 6. FILL MATERIALS Fill soils shall be free from vegetable matter or other deleterious substances, and shall not contain rocks or lumps having a diameter greater than six (6) inches. Fill materials shall be obtained from cut areas shown on the plans or staked in the field by the Engineer. On-site materials classi~ing as CL, SC, SM, SW, SP, GP, GC and GM are acceptable. Concrete, asphalt, organic matter and other deleterious materials or debris shall not be used as fill. 7. MOISTURE CONTENT Fill materials shall be moisture treated to within 1 percent below to 3 percent above optimum moisture content as determined from Proctor compaction tests. Sufficient laboratmy compaction Job No. 2,628.J A·2 tests shall be made to determine the optimum moisture content for thee various soils encountered in borrow areas. The Contractor may be required to add moisture to the excavation materials in the borrow area if, in the opinion of the Soils Engineer, it is not possible to obtain uniform moisture content by adding water on the fill su~ace. The Contractor may be required to rake or disk the fill soils to provide uniform moisture content through the soils. The application of water to embankment materials shall be made with any type of watering equipment approved by the Soils Engineer, which will give the desired resu~s. Water jets from the spreader shall not be directed at the embankment with such force that fill materials are washed out. Shou~ too much water be added to any part of the fill, such that the material is too wet !o permit the desired compaction from being obtained, rolling and all work on that section of the fill shall be delayed until the material has been allowed to dry to the required moisture content. The Contractor will be permitted to rework wet material in an approved manner to hasten its drying. 8. COMPACTION OF FILL AREAS Selected fill material shall be placed and mixed in evenly spread layers. After each fill layer has been placed, it shall be uniformly compacted to not less than the specified percentage of maximum densicy. Expansive soils classi~ing as CL or SC shall be compacted to at least 95 percent of the maximum dry density as determined in accordance with ASTM D 698 (100 percent for fill deeper than 15 feet below final grade). At the option of the Soils Engineer, soils classi~ing as SW, SP, GP, GC or GM may be compacted to 90 percent of the maximum densicy as determined in accordance with A·3 ASTM D 1557 (95 percent for fill deeper than l5 feet below final grade). Fill materials snail be placed sucn that the thic~ness of loose material does not exceed 10 inches and the compacted lift thickness does not exceed 6 inches. Compaction, as specified above, shall be obtained by the use of sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or other equipment approved by the Engineer for soils classi~ing as CL or SC. Granular fill shall be compacted using vibrato~ equipment or other equipment approved by the Soils Engineer. Compaction shall be accomplished while the fill material is at the specified moisture content. Compaction of each layer shall be continuous over the entire area. Compaction equipment shall make sufficient trips to insure that the required density is obtained. 9. COMPACTION OF SLOPES Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment Compaction operations shall be continued until slopes are stable, but not too dense for planting, and there is no appreciable amount of loose soil on the slopes. Compaction of slopes may be done progressively in increments of three to five feet (3' to 5') in height or after the fill is brought to its total height Permanent fill slopes shall not exceed 3:1 (horizontal to vertical). 10. DENSITY TESTS Field density tests shall be made by the Soils Engineer at locations and depths of his choosing. Where sheepsfoot rollers are used, the soil may be disturbed to a depth of several inches. Density tests shall be taken in compacted material below the disturbed surface. When density tests indicate that the density or moisture content of any layer of fill or portion thereof is below that required, the particular layer or portion shall be rewo~ed until the required density or moisture content has been achieved. Job No. 2,628-J A-4 11. COMPLETED PRELIMINARY GRADES All areas, both cut and nil, shall be nnished to a level surlace and shall meet the following limits of construction: A Overlo! cut or fill areas shall be ~thin plus or minus 2/10 of one foot B. Street grading shall be within plus or minus 1110 of one foot The civil engineer, or duly authorized representative, shall check all cut and fill areas to observe that the work is in accordance with the above limits. 12. SUPERVISION AND CONSTRUCTION STAKING Observation by the Soils Engineer shall be continuous during the placement of fill and compaction operations so that he can declare that the fill was placed in general conformance with specifications. All inspections necessary to test the placement of fill and observe compaction operations will be at the expense of the Owner. All construction staking will be provided by the Civil Engineer or his duly authorized representative. Initial and final grading staking shall be at the expense of the owner. The replacement of grade stakes through construction shall be at the expense of the contractor. 13. SEASONAL LIMITS No fill material shall be placed, spread or rolled while it is frozen, thawing, or during unfavorable weather conditions. When work is interrupted by heavy precipitation, fill operations shall not be resumed until the Soils Engineer indicates that the moisture content and density of previously placed materials are as specified. Job No. 2,628.J A·5 14, NOTICE REGARDING START OF GRADING The contractor shall submit notification to the Soils Engineer and Owner advising them of the start of grading operations at least three (3) days in advance of the starting date. Notification shall also be submitted at least 3 days in advance of any resumption dates when grading operations have been stopped for any reason other than adverse weather conditions. 15. REPORTING OF FIELD DENSITY TESTS Densi~ tests made by the Soils Engineer, as specified under "Densi~ Tests" above, shall be submiUed progressively to the Owner. D~ densi~, moisture content, of each te~ taken and percentage compaction shall be reported for each test taken. 16. DECLARATION REGARDING COMPLETED FILL The So1ls Engineer shall provide a written declaration stating that the site was fil~d with acceptable materials, or was placed in general accordance with the specifications. 17. DECLARATION REGARDING COMPLETED GRADE ELEVATIONS A registered Civil Engineer or licensed Land Surveyor shall provide a declaration stating that the site grading has been completed and resulting elevations are in general conformance with the accepted detailed development plan. Job No. ~,6~8~ A-6 G Washington Group International Integrated Engineering, Construction , and Management Solu tions Chevron Ill PICEANCE DEVELOPMENT PROJECT GARFIELD COU NTY , CO LORADO SPECIFICATION FOR CIVIL DESIGN BASIS A Issued Prel imin ary lor Revi ew and Comme nls MN JRV 8-10·07 REV . DESCRIPTION BY CHKD APVD cvx DATE RVWD REVISIONS CLIENT: Chevron North America Exploralion and Producl ion PROJECT: Piceance Bas in Nalu ral Gas Deve lopmenl Projecl JOB NO.: 29021 ·003 DOC NU MBER : WGI-29021·003012·0·001 Chevron G Washington Group International = Date: 1Jt!Y07 CIVIL DESIGN BASIS Doc. No. WGI02002HXl3·124001 Rev: A PICEANCE BASIN NATURAL GAS Page: 20F8 DEVELOPMENT PROJECT TABLE OF CONTENTS SECTION PAGE 1, GENERAL ........................................................................................................................................ 3 1.1 Scope of Work ................................................................................................................... 3 1.2 Codes and Standards ....................................................................................................... 3 1.3 Site Data ............................................................................................................................. 4 2. DESIGN CRITERIA .......................................................................................................................... 4 2.1 General ............................................................................................................................... 4 3. QUALITY CONTROL ....................................................................................................................... B 3.1 Preparation of Eng ineering Calculations ........................................................................ a 3.2 Preparation , Checking and Approval of Engineering Drawings .................................. 8 3.3 Ch ief Eng ineer Design Reviews ....................................................................................... a 4. COMPUTER PROGRAMS TO BE USED ........................................................................................ a Chevron G Washington Group International = Date: 8/1!1'07 CIVIL DESIGN BASIS Doc. No. WGI029021-oo:!·t2.0.001 Rev: A PICEANCE BASIN NATURAL GAS Page: 30F8 DEVELOPMENT PROJECT 1. GENERAL 1.1 ScopeofWork Th is document sets forth the civil des ign criteria requ irements to be used as a guide lor Chevron 's Piceance Basin Natural Gas Development Project. 1 .2 Codes and Standards Design shall conform to the requirements ollhe issues in ellecl as ol Augusl 10, 2007 ollhe follow ing Codes, Standa rds, and Spe cifications including appli cable supplements and revisions . All discrepanc ies or conf licts between Codes, Standa rds , Spec Ricalions, and this Des ig n Criteria sha ll be rei erred to the En gineer lor resolution . 1 .2.1 American Associat ion ol Slate Highway and T ransportal ion Ollic ials (AASHTO) 1.2.2 American Society lor Testin g and Materials (ASTM ) 1 .2.3 Occupationa l Sal ely and Hea lth Act (OSHA) 1 .2.4 Colorado Highway Department Standa rd Specificat ion lor Road and Bridge Construction (COOT) 1.2.5 Bureau ol Land Management-Oil and Gas , Surtace Operat ing Standa rds lor Oil and Gas- Exploration and Development-Fourth Ed iti on , 2006 1 .2.6 Project Spec ifications A. 12·0·001-C i~l Design Bas is B. 12·0·002-Site Prepa rat ion and Earth work C. 12·0·003-Erosion and Sed iment Control D. 12·0·004 ·Seeding, Hydro-mu lching and Re -vegetation E. 12·0·005 ·Aggregate Base co urs e F. 12·0·006-Pond and Reservo ir Liners Eros ion and Sed imen t Contro l G. 12·0·007 ·Fences and Gates H. 12·0·008-Aspha lt Paving 12·0·009 ·Excavat ion, Backfi llin g and Compaction lor Underg round Utiliti es J. 12·0·010-Sannary Se wer and Storm Drainage Systems 1.2.7 Geotechn ical so ils investigations and recommendations prepared by Geotechn ical Eng ineering Group, Inc. are to cover specif ic areas and are addressed in the foll ow in g report: Chevron G Washington Group International = Dale: 8/IIYOI CIVIL DESIGN BASIS Doc. No. WGI02902HA13·124001 Rev: A PICEANCE BASIN NATURAL GAS Page: 40F 8 DEVELOPMENT PROJECT 1.2.8 Wash ingtoo Group International Project Execution Procedures (PEP 's) 1.2.9 Wash in gton Group International Eng in eering Standards 1.3 Site Data 1.3.1 Climat ic A. Temperatures: Minimum Ambient ·20'F Maxim um Ambient t110'F B. Rainlal l: Des ign 10 Year -1 hour 1.25 inches Check aga insl100 Year-24 hour 3 .00 inches Frost Depth : Install Undergro un d Pipe lines 48 inch(s) below grade (M inimum Cover) c. Central Prod uction Facil ity: CPF is 60121eet t/· above mean sea level 2. DESIGN CRITERIA 2.1 General A. Des ign will be in accordance with County, Slate and Federal agencies having ju risd iction lor the project. B. Des ign will be in accordance with accepted industry standards and practices. C. Land survey corresponds to State Plane coordinates NA083 ad justed to surtace elevation Vertical datum lor the project is the National Geodetic Vert ical Datum (NAVD) 88. D. All required County, State and Fede ral permits requi red lor constructioo and operat ions, i.e. Storm Water Po ll ution Prevention plan (SWPPP ), Nat ional Pollution Discharge Elimination System (N PDES ), San itary sewer, Potable water etc , are to be prepared by Washington Group International. 2.1.2 Earthwork· General A. The sites , i.e. drill location construct ion sites , ponds , treat ing lac ility, man camp , temporary oll ice site, permanent ollice site , etc . will be cleared as necessary. A topso il Chevron G Washington Group International = Date: 8/10/07 CIVIL DESIGN BASIS Doc. No. WGI029021·003· 12·0{)1)1 Rev : A PICEANCE BASIN NATURAL GAS Page : 50F6 DEVELOP MENT PROJECT stripping depth ol4 inches was used during planning stages. Deeper excavations may occur in natura l drain age areas and where trees are removed. B. Erosion and sediment control devices will be des igned lor use in con junction with construction activities. Th is includes the use ollabric silt lence, hay bales , erosion control blankets and stabili zed constructi on entrances. All erosion and sed iment cont rol des ign and implementat ion will be done in accordance wn h Best Management Practice s (BMPs). C. Sites will be graded to accommodate new lacilities . The amount ol earth to be moved will be based on a cut and lilt bas is lor each site. Topsoil will be used along embankme nt slopes lor seed ing and the remainder to be properly stored lor use later during land reclamation . 2. 1.3 Earthwork· Fou nd ations A. Excavation In itial work should co nsist ol stripping vegetation. Some over·excavation olthe native sands may be necessary in order to provide the compacted !ill layer recommended beneath proposed loundations. B. Fill 1. Any ex ist in g lilt should be completely removed and replaced as compacted lilt. 2. The native granu lar soils may be used as lil t beneath the bu ild ing !ootprints and anywhere on th e exte rior olthe buildings, pro~ded they are moisture conditioned and compacted as directed on the soils rep ort. 3. Fill should be placed in horizontal lilts compatible with the type ol compaction equipme nt be ing used, moisture cond itioned within 2 percent ol opt imum moisture content, and compacted to at least 95 pe rcent ol maximum standard Proctor dry density. 2.1 .4 Earthwork -Drill Sites and othe r Pads A. Excavation · Minimal grad ing will be requ ired in order to meet the planned linished grade. Excavation can be accomplished with convent ional heavy·duty earthm oving eq ui pment Excavati on within about 31eet ol groundwater may present dill icult ies lor conventional rubber·tired equ ipment due to the high moisture content and soli cond itions ol th e soil s. Track mounted equ ipme nt might be necessary. It's bel ieved that the majoricy ol the overburden soils on th is site will class ily as Type C mate ri al us in g OSHA criteria. OSHA requires that unsupported cuts be no steeper than 11/2 to 1 -horizontal to vertical -lor Type C material lor unbraced excavations . B. Fill ·W eak, comp ressible soils are lou nd in areas located along th e val ley. Add itional grad ing ol a site alter innial construction , inclu ding add itional lilt placement, might be necess ary in ord er to maintain the min imum pad height needed. 2.1 .5 Road & Parkin g Des ign A. Roads and park ing are to cover two phases ol the project: Const ruction and Operations . Chevron G Washington Group International Ill Dale : 1JIIY07 CIVIL DESIGN BASIS Doc. No. WGI02902HC3·1 24001 Rev: A PICEANCE BASIN NATURAL GAS Page: 60F8 DEVELOPMENT PROJECT B. Heaviesttra!lic is anticipated to occur during construclion. Lighter tra!lic should be anticipated during operat ions. C. Design basis lor heavy tralfic during construction will be as follows: 1. Assume 20 Semi·tractors and 2 concrete trucKs per day, six days per week for a one year construction schedul e. This would be equ ivalent to an 18-Kip equ ivalent single ax le load (ESAL) of about 13,000. D. Design basis for light tra!lic during operat ions will be as fo llows: 1. Use a 20 year period with a ESAL ol30,000 E. Construct ion access roads are to cons ist of 14 inches of Class 1 aggregate base course or 12 inch es of CDOT Class 6 base course over a prepared subgrade surtace. F. O!ls ne access roads are to be class ified as described on the Oil and Gas-Surlace Operalin g Standards for Oil and Gas Explorat ion and Deve lopment manual issued by the Un ited States Department of the Interior. G. Offs ite access roads are to be geometrically des ign ed for a standard AASHTO · HS·2 0 semi· trailer trucK in as much as possible . H. Pe rimeter and interi or road s will be 20' wide lor two way tralfic and max imum spe ed of 20 mph. Offs it e access roads are to be des igned wnh a two pe rcent cross slope, maximum 8% grade and a min imum centerli ne radius of 100 feet un less otherw ise approved or dictated by site requirements. J. Roads typical structura l sect ion bas is: 1. Typ ical design structural road cross sections are to be based on the R·value for the sub·grade soil s, ESAL (Eq uivalent Single Axia l Load) and COOT for des ign procedure . 2. Permanent asp halt paved ro ads are to consist of 4 inches ol AC (asp halt concrete) paving placed over the temporary construclion road. 3. Site bedrocK can be used as Class 1 material with some mod ification s per the Geotechnical Report and approval by the site Engineer. 4. Permane nt gravel roads are to cons ist of 6 inches of CDOT Class 6 base course placed over the temporary construct ion gravel road or 12 in ches of COOT Class 6 base course placed over a prepared sub·grade. K. Sub·grade Prepa ration 1. Prior to plac in g the temporary or permanent sect ion, the sub·grade shou ld be scarified to a minimum depth of 8 inches and compacted as recommended in the Geotechn ical Engineering Group CPF soi ls report. 2. The ent ire pavement sub·grade should be proof rol led with a heavily loaded pneumatic·tire vehicle after prepa ration. Areas that deform under heavy wh ee l loads should be removed and rep laced to achieve a stable sub·grade prior to paving. Chevron G Washington Group International = Date: 8/10107 CIVIL DESIGN BASIS Doc. No. WGI029021·003·12·0·001 Rev: A PICEANCE BASIN NATURAL GAS Page: 70F8 DEVELOPMENT PROJECT L. Parking spaces wil l be designed wilh a minimum ol nine loot width and 191oot depth. The parking lots will provide appropriate travel, turning lanes and accessible parking as required by the ADA (Ame ricans with Disabilities Act). M. Tral!ic markings, guard rails and signs will be provided lor proper trallic !low, control and salety, per applicable COOT standards. 2.1.6 Storm Drainage A. Storm water conveyance will be accomplished with the use ol sheet !low, swales, earthen ditches and culverts. These conveyances wil l be designed to convey a 10 year 1 hour storm event with a minimum ol10 minutes lor time ol concentration. B. Maximum ol three lee! ol cover will be used over culverts made ol CMP and 2' lor RCP. Riprap will be provided at the entrances and exists ol all culverts. C. The Rational Formula and SCS (So il Conservation Se rvice) methods will be used lor storm drainage calculation to determine time ol concentration, peak !low rates and volumes. D. Storm water retention ponds will be designed to contain a 25 year-24·hour storm event while releasing no greater than the 10 year pre·deve lo pment peak !low. E. Storage within containment areas, such as drill site locations, wil l be designed lor a storm lrequency oliO years, 24·hour duration and provide a minimum retention time ol48 hours. F. Minimum grades lor site drainage swales shall be 0.5%. 2.1.7 Fenc ing and Gates A. A standard chain link security lence 6' high with three strands ol barbed wire will be provided as shown on the drawings. 2.1.8 Final Paving and Grad ing A. Des ignated areas will be surlaced with aspha lt, crushed roc k or rock as shown on the drawings. B. Re maining areas will be seeded. Areas that are disturbed shal l be reclaimed in accordance with State Regulatory and Garl ield County procedures and requ iremen ts . C. Tankage areas lor operations will be contained by the use ol earthen dikes as described in the Site Prepa ration and Earthwork specilication. D. Lining soil ol the diked areas shall be constructed to insure minimum percolation and to provide adequate time to clean up any release. The soil lining shal l be constructed as described in the Site Preparat ion and Earth work specilication . E. Minimum detention time will be 48 hours. Th is will allow adequate time to assess the problem, imp lement repa irs and complete clean up. Chevron ~Washington Group International = Date: &11 ()'07 CIVIL DESIGN BASIS Doc. No. WGI029J21.oo3-12 ·0.001 Rev: A PICEANCE BASIN NATURAL GAS Page : 80F8 DEVELOPMENT PROJECT 3. QUALITY CONTROL 3.1 Preparation of Engineering Calculations Prep aration ol engineering calculat ions shall be per Wash ington Group Project Execution Plan PEP 356. 3.2 Preparation, Checking and Approval of Engineering Drawings Preparation, checking and approval ol enginee ring drawings shall be per Washington Group Project Execution Plan PEP 358. 3.3 Chief Engineer Design Reviews Selected engineering construction documents such as drawings, specil icat ions and related calculations and/or reports shall be submmed to the Ch iel Structural Engineer lor review. 4. COMPUTER PROGRAMS TO BE USED END OF SECTION G Washington Group International Integrated Engineering, Co nstruction, and Manageme nt Solutions Chevron Ill PICEANCE BASIN NATURAL GAS DEVELOPMENT PROJECT GARFIELD COUNTY, COLORADO SPECIFICATION FOR SITE PREPARTATION AND EARTHWORK A Pre lim .lssued for Re view/Comments MN JRV 8-10-07 REV . DESCRIPTION BY CHKD APVD cvx DATE RVWD REVISIONS CLIENT: CH EVRON North America Exploration and Production PROJECT: Piceance Basin Natural Gas Development Project JOB NO.: 29021 -003 DOC NUMBER: WGI-29021-003-12-0-002 Chevron G Washington Group International • Date: 8/10/07 SITE PREPARATION AND EARTHWORK Doc. No. WGI-29021 ·003-12-0-002 Rev : A PICEANCE BASIN NATURAL GAS Page: 2 of 8 DEVELOPMENT PROJECT TABLE OF CONTENTS SECTION PAGE 1. SCOPE ............................................................................................................................................. 3 2. DEFINITIONS ................................................................................................................................... 3 3. REQUIRED REFERENCES ............................................................................................................. 3 4. REPORTS ........................................................................................................................................ 4 5. SPECIFICATIONS ........................................................................................................................... 4 6. CLEARING , GRUBBING, DRAINAGE ............................................................................................ 4 7. EXCAVATION-GENERAL ............................................................................................................. 5 8. FILL, BACKFILL, COMPACTION ................................................................................................... 6 9. QUALITY ASSURANCE .................................................................................................................. 6 10. ADDITIONAL REQUIREMENTS FOR TANK SUBGRADE ............................................................ 7 11. GRADING ......................................................................................................................................... 7 12. ADDITIONAL REQUIREMENTS FOR TANK DIKES AND PITS ................................................... 7 13. ADDITIONAL REQUIREMENTS FOR ROADWAY SUBGRADE ................................................... 8 ) Chevron G Washington Group International • Date: 8/10/07 SITE PREPARATION AND EARTHWORK Doc. No. WGI·29021-003-1 2-0-002 Rev: A PICEANCE BASIN NATURAL GAS Page: 3 of 8 DEVELOPMENT PROJECT 1. SCOPE 1.1 This scope covers the requirements for site preparation, general earthwork , preparation of tank sub -grades, tank dikes . 2. DEFINITION 2 .1.1 Owner: Chevron North America Exploration and Production 2 .1.2 Engineer: Washington Group International 2.1 .3 Contractor: TBD 2.1.4 Subcontractor: Firm undertaking the scope of work as defined in this Specification 2 .1.5 State: Refers to State of Colorado 3. REQUIRED REFERENCES This Section lists Standards , Codes and Specifications that are referenced and assumed to be a part of this document. Unless otherwise specified herein , use the latest edition. 3.1 ASTM-American Society for Testing and Materials ASTM C 33-03 Standard Specification for concrete aggregates . ASTM C 117 -04 Standard Test Methods for Material finer than # 200 sieve in aggregates by washing. ASTM C 136-06 Standard Test Method for sieve analysis of fine and coarse aggregates. ASTM D 422-63 Standard Test Method for particle-size analysis of soils . ASTM D 1140 Standard Test Methods for Amount of Material in Soils Finer Than the No. 200 (75-Micrometer) Sieve ASTM 1556 Standard Method for Density and Unit Weight of soil in Place by the Sand Cone method. ASTM D 1557 Standard Test Methods for Laboratory Compaction Characterist ics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m /m3)) ASTM D 2167 Standard Test Method for Density and Unit Weight of Soil in Place by the Rubber Balloon Method ASTM D 2216 Standard Test Methods for Laboratory determination of water (moisture) content of soil and rock by mass . ASTM D 2922 Standard Test Methods for Density of Soil and Soil-Aggregate in P lace by Nuclear Methods (Shallow Depth) ) Ch evron G Washington Group International • Date: 8/10/0 7 SITE PREPARATION AND EARTHWORK Doc. No. WGI-29021-00 3·1 2 ·0·002 Rev: A PICEANCE BASIN NATURAL GAS Page : 4 of 8 DEVELOPMENT PROJECT ASTM D 2937 Standard Test Method for Density of Soil in Place by the Dri ve-Cyl inder Method ASTM D 3017-05 Standard Method for water content of soil and rock in place by nuclear methods (shallow depth) ASTM D 4253 Standard Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table ASTM D 4254 Standard Test Methods for Min imum Index Density and Unit Weight of Soils and Calculation of Relative Density ASTM D 4318 Standard Test Methods for Liquid Limit , Plastic Limit, and Plasticity Index of Soils 4. REPORTS 4.1 Geotechnical Investigation -Temporary Office Site at Hiner Gate -Piceance Basin Development Project. Garfield County, Colorado dated April17, 2007 and prepared by Geotechnical Engineering Group , Inc . (Job No. 2 ,628-J) 5. SPECIFICATIONS 5.1 12-0-001 C ivil De sign Basis 5.2 12·0 -003 Erosion and Sediment control 5.3 12-0-004 Seeding, Hydro-Mulching and Re-Vegetation 5.4 12-0-005 Aggregate Base course 5.5 12-0-007 Fences a nd Gates 5.6 12-0-009 Excavation, Backfilling and Compaction for utilities 6 . CLEARING , GRUBBING, DRAINAGE 6.1 Clearing, at the specified site work areas , shall include the removal of all trees, bushes, and other vegetation, to within 6 in . (150 mm) above the natural grade. It shall also include the rem oval of dense growth of ground plants, matted dead vegetation, and rubbish resting on natural grade. 6.2 Clearing shall also include the specified (as identified on the drawings) removal of any existing structures, foundations, buried service piping and conduits . 6.3 Grubbing , at the specified site work areas, shall include the e xcavati on and complete removal of tree stumps. It shall also include the excavation and complete removal of all other plant life, including root structures, plus rubbish, to a depth of 6 in. (150 mm) below natural grade. Chevron 0 Washington Group International u Date: 8/10/07 SITE PREPARATION AND EARTHWORK Doc. No. WGI-2902 1-003-12-0 -002 Rev: A PICEANCE BASIN NATURAL GAS Page: 5 of 8 DEVELOPMENT PROJECT 6.4 Exceptions to the 6 in . (150 mm) depth for grubbing are as follows for the specific site work areas shown below: 6.4 .1 Drainage ditches shall be grubbed to a depth no less than 1 ft (300 mm) beneath the finished side slopes and bottom. 6.4.2 Areas directly under tankage shall be grubbed to a depth of 2ft (600 mm) below the tank bottom but not less than 6 in . (150 mm) below natural grade over the entire tank bottom . 6.4.3 Areas under earth dikes for tankage and pit areas around tankage shall be grubbed to a depth of 2ft (600 mm) below finished grade but not less than 6 in . (150 mm) below natural grade. 6.4.4 Embankment slopes shall be grubbed to a depth of 1 ft (300 mm) beneath the finished slope. 6.4.5 Areas for piping between unit area limits and ditches, and along roads, shall be grubbed to a depth of 2ft (600 mm) below finished grade but not less than 6 in . (150 mm) below natural grade. A. All organic material, including trees, stumps, roots , and brush shall be removed from the site work areas as directed by the Contractor. B. Where earthwork construction will result in significant soils erosion , measures shall be taken to mitigate such erosion, when specified. 7. EXCAVATION-GENERAL 7.1 Rock, if encountered in pipe trenches, shall be removed to 6 in. (150 mm) below bottom of pipe. 7.2 If trench bottom materials are soft, they shall be removed and replaced with coarse granular material, leveled and compacted to the prescribed grade. 7.3 If soft or unstable materials are encountered near the bottom of a foundation excavation , the Contractor shall be advised immediately. Measures taken to remedy such conditions shall be approved by the Engineer. 7.4 If a structure or foundation is founded on rock , the rock shall be stripped clean and cut level, stepped or serrated. 7.5 Excavated materials shall be disposed of as fill if suitable or transported to designated contractor spoil or stockpile areas . 7.6 Foundation excavations shall be kept free of water until either a seal slab or the foundation is placed. Any water-softened soils shall be removed prior to pouring the foundation . 7.7 Where the locations of existing underground utilities are not known , controlled localized excavation shall be made to identify their location prior to general excavation . 7.8 Remove all existing organic material and soil to a minimum depth of 4". 7.9 Scarify, moisture condition andre-compact exposed soil to a minimum depth of 8 inches . ) Chevron G Washington Group International • Date: 8/10/07 SITE PREPARATION AND EARTHWORK Doc. No. WGI-2902 1-003 -12-0-002 Rev : A PICEANCE BASIN NATURAL GAS Page: 6of8 DEVELOPMENT PROJECT 8. FILL, BACKFILL, COMPACTION 8.1.1 Engineer fill can consist of native overburden soils and imported fill from the evaporation ponds consisting of 4" max coarse rock fill. 8.2 Structural fill to be placed around finished pile caps to consist of aggregate base course. 8.3 Top layer is to consist of 4" of 3/4" max gravel placed at sub -grade elevation. 8.4 All fill and backfill should be placed in uniform lifts , adjusted to moisture content between 1 percent below optimum moisture content to 3 percent above optimum moisture and compacted to the following minimum density as determined by ASTM D1557 (modified Proctor) A. Foundations, Skids, PDC 's 95 % B. Building Floor Slabs 95 % c. Condensate Storage/Produced Liquid Tanks 95% D. General backfill 90% E. Roads 95% 8.5 Work lay down area A. Top layer is to consist of 18 " of 1" max gravel placed at sub-grade elevation . 9 . QUALITY ASSURANCE 9.1 All soil testing shall be performed by the Subcontractor us ing a certified testing laboratory. 9.2 At least one optimum moisture-maximum density curve for each class of soil will be prepared. The exact number of tests shall be dependent on the variation of material properties for each class of soil, and shall be determined by the Contractor of Subcontractor lab. 9.3 Maximum densities: As determined in accordance with ASTM D 1557. 9.4 Quality Control Testing during construction shall be performed using in -place density test per ASTM D 1557, ASTM D 2167 or ASTM 2922 or ASTM D 4253/4254 for non -cohesive material. 9.5 Location of test will be determined be the Contractor or Subcontractors Lab. 9.6 Frequency of tests: A. Under all foundat ions. One for each independent foundation or one every 1 000 square feet of each lift. B. Under area paving and building slab areas. One every 2000 square feet of each lift but in no case less than 3 tests . C. Road base and sub-base . One every 2000 square feet of each lift. D. Backfill of trenches. One test for every 50 linear feet of each lift. Chevron 0 Washington Group International • Date: 8/10/07 SITE PREPARATION AND EARTHWORK Doc. No. WG I-2902 1-003-12-0-002 Rev: A PICEANCE BASIN NATURAL GAS Page : 7 of 8 DEVELOPMENT PROJECT E. General fill. One every 5000 square feet of each lift. 9.7 Quality control Tests : If tests indicate results below speci fied densities, Subcontractor shall provide additional compaction and bear the expense of retesting . 9.8 Compaction test locations shall not serve as a guaranteed indication that all compacted areas meet the minimum requirements, but it shall be the Subcontractors responsibility that all soils shall be compacted to at least the minimum requiremen ts. 10. ADDITIONAL REQUIREMENTS FOR TANK SUBGRADE 10 .1 Earth subgrade under tank s ubgrade shall be prepared as follows: 1 0.1.1 Any rock encountered within 2ft. (600 mm) of the tank bottom, under the tank areas, s hall be removed. 1 0.1 .2 Sub -grade shall be proof -rolled using overlapping passed with a loaded dump truck or heavy compactor prio r to fill placement or construction . Any soft material encountered shall be removed and the excavation backfilled as approved by the engineer. 11. GRADING 11.1 Rough grading shall be carried to within a vertical tolerance of 0.2 ft (60 mm) of final lines, grades, and slopes. 11.2 Final grades sha ll be carried to the lines, grades , and slopes shown on the drawings, within a tolerance of 0.1 ft (30 mm). 12. ADDITIONAL REQUIREMENTS FOR TANK DIKES AND PITS 12.1 Temporary access ramps or openings through the dikes shall be provided to facilitate erection of the tanks . 12.2 Dikes shall be constructed to reta in stored stocks, firewater or storm water. Tops and sides of dikes shall be p ro tected from erosion as specified by the Enginee r. 12.2.1 Acceptable means of earth dike construction are as follows: A. Constructing the full dike section from soil having: 1. more than 35 percent by weight smaller than No. 200 (75 11m) sieve as determined by ASTM D 1140 2. an Atterberg liquid limit no greater than 50 3. an Atterberg plasticity index greater than 10 and less than 25, as determined by ASTM D 4318. B. Constructing a lining of soil meeting the requirements of Section 12 , Item 12.2.1-A , above on slopes subject to liquid pressure , over dike materia ls which do not meet the requirements of Section 12, Item 12 .2.1-A. This soil lining shall be at least 6 in . (150 mm) thick (measured perpend icu lar to the slope) after compaction . The core material shall be compacted as per Section 12 , Item 12.3. Construction methods shall ensure a well- compacted and continuous layer, particularly at transitions between constructed sections. Chev r on 0 Washington Group International ltl Date: Rev: 8/10/07 A SITE PREPARATION AND EARTHWORK Doc. No. WGI-29021·003 ·12·0·002 PICEANCE BASIN NATURAL GAS Page: 8 of 8 DEVELOPMENT PROJECT The soil lining may be placed thicker than required , compacted , and then cut back to the specified thickness . C. For dikes with only a lining per Section 12, Item 12 .2.1-A , above to resist percolation . Dike des ign and material selection shall ensure t hat lining performance does not deteriorate in service due to erosion , shrinkage due to drying , etc . Th is may be accomplished by covering the lin ing with a 12 in. (300 mm) layer of granular soil to prevent erosion and protect against drying . Provisions for such protection are to be ap proved by the Contractor. 12 .3 Cohesive fill for dikes shall be compacted to 92 percent of maximum density per ASTM D 1557 unless otherwise specified . 12.4 Where soi ls meeting the requirements of Section 12 Item 12.2 are not available, other lining materials may be used to achieve equivalent resistance to percolation subject to demonstration of the material's suitability and with the approval of the Contractor. In addition , the lining material shall not be adversely affected by the stored stock. 12.5 Dike design and construction shall ensure that stored stock cannot flow beneath dikes. 12.6 Proper dike design is required to prevent loss of containment of the tank contents after a spill. 12.7 Where required for environmental reasons , tank pits shall be made res istan t to percolation , using methods approved by the Contractor. 13. ADDITIONAL REQUIREMENTS FOR ROADWAY SUBGRADE 13.1 The subgrade shall be compacted by proof-rolling and any soft material removed prior to placement of fill, sub-base, or base course materials. 13.2 Where rock is encountered, it shall be removed so that it does not protrude above the final subg rade of the road bed and side ditches . Tolerance for the bottom of road to be 4" +-from finish grade. ) Oil Sands Tradeshow & Conference-Visitor Registration OIL SANDS TRADE SHOW AND CONFERENCE NORTHLANDS EDMONTON, ALB ER TA Page 1 of 2 New Location. More Op Oil Sands Trade Show & Conference Moves to Edmonton September 19 & 20 , 2007 at Northlands ... 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JOHNNY JOHNSON TECHNOLOGY DIRECTOR WASHINGTON GROUP INTERNATIONAL 111111111111111111111111111111 This is not your name badge, only confirmation of registration. NOTE : https :/ /www. petroleumshow .com/oils ands/page. cfm ?reques tTimeout= 1000 • Exte n c of Oil Co· 8/14/2007 Oil Sands Tradeshow & Conference-Visitor R egist rat ion Badges will be sent out by mail to Canadian Resid ents only w ho have regi stered prior to August 27, 2007. If you do not receive a badge, or are an international vis itor, please pick up you r name badge at the Registration Area at Northlan ds Agricom. H ere are the details you have provided us with : Name: JOH NNY JOHNSON Company: WASHINGTON GROUP INTERNATIONAL Email: johnny.johnson @w gint.com Tel : (303) 843-2964 • Features at the Show • Accommodations • Subscribe to E-News Page 2 of 2 dmg~m((JJ.a Copyright I Privacy P ledge I Co1 https :/ /www. petro leumshow .cornloi ls ands/page.cfm ?re qu estTimeout= 1 000 8/14/2007 G Washington Group International Integrated Engineering, Construction, and Management Solutions Chevron Ill PICEANCE BASIN NATURAL GAS DEVELOPMENT PROJECT GARFIELD COUNTY, COLORADO SPECIFICATION FOR EROSION AND SEDIMENT CONTROL A Prelim. Is sued for Review/Comments MN JRV 8-10-07 REV. DESCRIPTION BY CHKD APVD cvx DATE RVWD REVISIONS CLIENT: CHEVRON North America Exploration and Production PROJECT: Piceance Basin Natural Gas Development Project JOB NO.: 29021-003 DOC. NO.: WGI-29021-003-12-0 -003 G Washington Group International Chevron • ) Date: 8/10/07 EROSION & SEDIMENT CONTROL Doc. No. WGI·29021·003·12·0·003 Rev: A PICEANCE BASIN NATURAL GAS Page : 2 o f 6 DEVELOPMENT PROJECT TABLE OF CONTENTS SECTION PAGE 1. GENERAL ........................................................................................................................................ 3 1.1 Scope ............................................................................................................................................... 3 1.2 Work lncluded ................................................................................................................................. 3 1.3 Related sections ............................................................................................................................. 3 1.4 Definitions ....................................................................................................................................... 3 1.5 References and Standards ............................................................................................................ 3 1.6 Submittals ....................................................................................................................................... 4 2. PRODUCTS ..................................................................................................................................... 4 2.1 Protective Bales .............................................................................................................................. 4 2.2 Erosion Control blankets ............................................................................................................... 4 2.3 Earth Dike ........................................................................................................................................ 4 2.4 Silt Fence ......................................................................................................................................... 4 2.5 Rip Rap ............................................................................................................................................ 5 2.6 Rip Rap -Other .............................................................................................................................. 5 3. EXECUTION ..................................................................................................................................... 5 3.1 Protective Bales .............................................................................................................................. 5 3.2 Earth Dikes ...................................................................................................................................... 5 3.3 Silt Fences ....................................................................................................................................... 5 3.4 Stabilized Construction Entrances ............................................................................................... 5 ) G Washington Group International Chevron Ql Date: 8/10/07 EROSION & SEDIMENT CONTROL Doc. No. WGI-29021 -003-12-0-003 Rev: A PICEANCE BASIN NATURAL GAS Page: 3 of 6 DEVELOPMENT PROJECT 1. GENERAL 1.1 Scope This Specification covers the product and construction requirements for the Erosion and Sediment Control work for Chevron's Piceance Basin Natural Gas Development Project. Construction operations w ill be carried out in such a manner that erosion will be controlled and water and air pollution minimized . State and local laws concerning pollution abatement shall be followed . Th is includes complying with and implementing the Construct ion Storm water Pollution Prevention Plan, if applicable. Construction plans shall detail erosion and sediment control measure s to be employed during the construction process . 1.2 Work Included The overall work included consists of the following: planning construction activities , the installation of erosion control devices, topsoiling , seeding , mulching and instituting erosion control pract ices during construction activities on the site. More specific work includes, but is not limited to the following: furn is hing and installation of straw bale dikes; earth dikes ; silt fences ; stabilized construction entrances , temporary and permanent seeding to include topsoiling and mulching including furnishing and placing of erosion control and re-vegetation matting. 1.3 Related sections 1.3.1 Specification No. 12-0-002 -Site Preparation and Earthwork 1.3.2 Specification No. 12-0-004 -Seeding, Hydro-Mulching and Re-vegetation 1.4 Definitions 1.4.1 Owner: Chevron North America Exploration and Production 1.4.2 Engineer: Washington Group International 1.4.3 Contractor: TBD 1.4.4 Subcontractor: Firm undertaking the scope of work as defined in this Specification 1.4.5 State: Refers to State of Colorado 1.5 References and Standards The codes , standards and regulations of the following organizations in effect August 1 o•h, 2007 form a part of this Specification to the extent indicated by the references thereto : 1.5.1 American Society for Testing and Materials (ASTM). 1.5 .2 Colorado Department of Transportation (COOT), Standard Specifications for Road and Bridge Construction . 1.5.3 Bureau of Land Management (BLM) -Oil and Gas , Surface Operating Standards for Oil and Gas Exploration and Development. Fourth Edition. G Washington Group International Ch evron • Date : Rev : 8/10/07 EROSION & SEDIMENT CONTROL Doc. No. WGI ·29021-003-12·0·003 A PICEANCE BASIN NATURAL GAS Page: 4of 6 DEVELOPMENT PROJECT Should a conflict be found to exist between any applicable portion of the referenced codes and standards and this Specification, the conflict shall be submitted to the Enginee r for resolution before proceeding with the affected work. 1.6 Submittals Prior to construction , submit a plan for approval to the Eng ineer or their des ignated representative, showing im plementation of the temporary and permanent erosion and sediment control measures as shown on the Drawings. 2 . PRODUCTS 2.1 Protective Bales 2 .1.1 Protective bales shall be hay or straw or other material determined to be acceptable by the Engineer or its designated representative containing approximately five (5) cubic feet of material, and weighing not less than 35 pounds. 2.1.2 Bales shall be twine-tied. A. Bales shall be certified free of noxious weeds. 2.2 Erosion Control blankets 2.2.1 Temporary erosion control blankets such as SC1 50 by North American Green or approved equal. 2.2 .2 Permanent erosion control blankets such as SC250 by North American Green or approved equal. 2.3 Earth Dike All materials used as embankment for earth dikes shall be suitable for the intended use and classified as common fill which meets the requirements of the Geotechnical Investigation Report and related "Site Preparation and Earthwork" Specification . 2.3 .1 The Enginee r or its designated representative will ap prove material from Project site excavations. 2.3.2 The Engineer or it 's designated representative will approve off-site materials . 2.4 Silt Fence 2.4.1 Silt Fence Fabric: The fabric shall meet the following specifications unless otherwise approved . Minimum Fabric Properties Acceptance Test Method Value Grab Tensile Strength (lbs) 90 ASTM 01682 Elongation at Failure (%) 50 ASTM 01682 Mullen Burst Strength (PSI) 190 ASTM 0 3786 Puncture Strength (lbs) 40 ASTM 0 751 (modified) Slurry Flow Rate (Qal/min/s .f.) 0.3 VirQinia DOT VTM-51 Equ ivale nt Opening Size 40-80 US Std Sieve CW-02215 Ultraviolet Radiation Stability (%) 90 ASTM G-26 ) 0 Washington Group International Ch evron IS Date: 8/10/07 EROSION & SEDIMENT CONTROL Doc. No. WGI-29021-003-12-0-003 Rev: A PICEANCE BASIN NATURAL GAS Page: Sot 6 DEVELOPMENT PROJECT 2.4 .2 Fence Posts (for fabricated units): The length shall be a minimum of 36 inches long. Wood posts will be of sound quality hardwood with a minimum cross sectional area of three (3) square inches. Steel posts will be standard T and U section weighing not less than one (1) pound per linear foot. 2.4.3 Prefabricated Units: "Sedimentstop" by North American Green or approved equal may be used in lieu of the above method providing the unit is installed per manufacturer's instructions. 2.5 Rip Rap 2.5.1 Material shall be durable , angular field or quarry stones of approved quality, sound hard free from seams and other structural defects . 2.5.2 Material shall be resistant to weathering and water actions and conform to the following requirement. A. Specific Gravity AASHTO T85 2.5 min . B. Absorption AASHTO T85 4% max C. Course durability index AASHTO T210 52 min. 2.6 Rip Rap-Other 2.6.1 Permanent reinforcement mat such as VMAX P550 by North American Green or approved equal could be used in place of Rip Rap. 3. EXECUTION Contractor shall assume sole responsibility for temporary and permanent erosion and sediment control, as shown on the Drawings . Damages from erosion and sedimentation shall be corrected at no cost to the Engineer. 3.1 Protective Bales Install sediment barrier bales at the locations as shown on the Dra wings. 3 .2 Earth Dikes Install earth dikes at the locations shown and as detailed on the Drawings or in accordance with Best Management Practices. 3.3 Silt Fences 3.3.1 Install silt fences at the locations shown and as detailed on the Drawings. 3.3 .2 All silt fences shall be placed as close to the contour as possible and the area below the fence must be undisturbed or stabilized. 3.4 Stabilized Construction Entrances 3.4.1 Construct stabilized construction entrances at the beginning of earthwork operations at the locations shown on the Drawings. ) G Washington Group International Chevron y Date: 8/10/07 EROSION & SEDIMENT CONTROL Doc. No. WGI-2 902 1-003-12 -0-003 Rev: A PICEANCE BASIN NATURAL GAS Page: 6 of 6 DEVELOPMENT PROJECT 3.4 .2 Aggregate Thickness -Not less than ten (1 0) inches for all entrances . 3.4.3 Width -20 foot minimum but not less than the full width of points where ingress or egress occurs . 3.4.4 Length -As required, but not less than 50 feet. 3.4.5 Filter cloth -To be placed over the entire area to be covered with aggregate . 3.4.6 Piping of surface water under entrance shall be provided as requ ired . If piping is not feasible, a mountable berm with five horizontal to one vert ical (5: 1) slopes will be permitted. 3.4.7 The entrance shall be maintained through the duration of this Contract in a condition which will prevent tracking of sediment onto public rights-of-way or streets. This may require periodic top dressing with additional aggregate . All sediment spilled , dropped , or washed onto public rights-of- way must be removed imm e diately. 3.4.8 When necessary, wheels must be cleaned to remove sediment prior to entrance onto public rights-of-way. A. When washing is required, it shall be done on an area stabilized with aggregate which drains into an approved sediment trapping device. B. All sediment shall be prevented from entering storm drains , ditches, or watercourses . (!9 Washington Group International Integrated Engineering, Construction, and Management Solutions Chevron • PICEANCE BASIN NATURAL GAS DEVELOPMENT PROGRAM GARFIELD COUNTY, COLORADO SPECIFICATION FOR RE-VEGETATION OF DISTURBED AREAS A Issued Preliminary for Review and Comments KCH JRV 8-17-07 REV. DESCRIPTION BY CHKD APVD cvx DATE RVWO REVISIONS CLIENT: Chevron North America Exploration and Production PROJECT: Piceance Basin Natural Gas Development Program JOB NO.: 29021-003 DOC. NO.: WGI-29021-003-12-0-004 " Washington Group International RE-VEGETATION OF DISTURBED AREAS PICEANCE NATURAL GAS DEVELOPMENT PROGRAM TABLE OF CONTENTS Chevron " WGI·29021·003·1 2·0·004 2 of 10 SECTION PAGE 1. GENERAL ........................................................................................................................................ 3 1 .1 Scope ............................................................................................................................................... 3 1.2 Related Specifications ................................................................................................................... 3 1.3 Definitions ....................................................................................................................................... 3 1.4 References and Standards ............................................................................................................ 3 1.5 Submittals ....................................................................................................................................... 3 1.6 Quality Assurance .......................................................................................................................... 4 1.7 Delivery, Storage, and Handling ................................................................................................... 4 1.8 Warranty .......................................................................................................................................... 4 2. PRODUCTS ..................................................................................................................................... 5 2.1 Materials .......................................................................................................................................... 5 3. EXECUTION ..................................................................................................................................... 6 3.1 General ............................................................................................................................................ 6 3.2 Seeding Methods for Slopes Less than 3% ................................................................................. 6 3.3 Seeding Methods for Slopes Greater than 3o/o ............................................................................ 7 3.4 Mulching .......................................................................................................................................... 7 3.5 Maintenance .................................................................................................................................... 7 3.6 Workmanship .................................................................................................................................. 7 3.7 Field Quality Control ...................................................................................................................... 8 3.8 Adjusting and Cleaning ................................................................................................................. 8 3.9 Protection ........................................................................................................................................ 8 Chevron " Washington Group International • RE-VEGETATION OF DISTURBED AREAS PICEANCE NATURAL GAS DEVELOPMENT PROGRAM WGI-29021-003-12-0-004 3 of 10 1. GENERAL 1.1 Scope This Specification covers the site conditions, materials and construction requirements for native grass seeding for the Chevron Piceance Basin Natural Gas Development Program. Services for this work shall consist of, but not necessarily be limited to the following: general preparation, preparation for seeding, seed placement, mulching, maintenance, workmanship, field quality control , adjusting, cleaning and protection. State and local laws concerning pollution abatement will be followed. 1.2 Related Specifications 1.2.1 Specification No.12-0-002-Site Preparation and Earthwork 1.2.2 Specification No.12-0-003-Erosion and Sediment Control 1.3 Definitions 1.3.1 Owner: Chevron North America Exploration and Production Company 1.3.2 Engineer: Washington Group International, Inc. All references to Engineer refer to the Engineer or his/her designated representative. 1.3.3 Contractor: TBN 1.3.4 Subcontractor: Firm undertaking the scope of work as defined in this Specification 1.3.5 State: Refers to the state of Colorado 1.4 References and Standards The codes , standards and regulations of the following organizations in effect as of August 10, 2007 form a part of this Specification to the extent indicated by the references thereto: 1.4.1 Occupational Safety and Health Act (OSHA), 24, CFR 1926, OSHA Standards for the Construction Industry. 1.4.2 Colorado Department of Transportation (CDOT), Standard Specifications for Road and Bridge Construction. 1.4.3 Bureau of Land Management (BLM)-Oil and Gas, Surface Operating Standards for Oil and Gas Exploration and Development. Fourth Edition. Should a conflict be found to exist between any applicable portion of the referenced codes and standards and this Specification, the conflict shall be submitted to the Engineer for resolution before proceeding with the affected work. 1.5 Submittals 1.5.1 If requested by the Engineer, furnish an affidavit from each manufacturer or producer certifying that the materials or products delivered to the Project site meet the specified requirements. Chevron G Washington Group International "' RE-VEGETATION OF DISTURBED AREAS PICEANCE NATURAL GAS DEVELOPMENT PROGRAM WGI-29021·0 03·1 2·0·004 4 of 10 A. However, such certification s hall not relieve the Subcontractor from the responsibil ity of complying w ith added requ irements specified he rein . 1.5.2 Furnish to Engineer, a signed statement certifying that the seed furnished is from a lot that has been tested by a recognized laboratory for seed testing, six months prior to date of delivery. A. Provide certification tags for the seeds. 1.6 Quality Assurance Qualifications : Work to be performed sh a ll be executed by a single firm who speciali zes and h as full knowledge and ex perience in re-vegetating disturbed areas in Colorado using nat ive species a nd who has satisfactorily performed work of this type on other projects of comp a rable size and scope as this Project. 1. 7 Delivery, Storage, and Handling 1.7.1 Seed: Deliver each specified seed species to Project site in separate, sealed, o rig inal containers which show an analysis of the seed made by an approved authority. A. Seed shall be fresh stock and labeled in accordance wi th U.S. Department of Agriculture Rules and Regulations under the Federal Seed Act. B. Upon request of the Engineer or its des ignated representative, submit two copies of invoices showing type and quantity of seed materials. 1.7.2 Mulch (it used): Do not use old dry straw that breaks in the c rimp ing process in lieu of bending. A. Such straw will not be accepted , and shall be removed from the Project site. 1.8 Warranty 1.8 .1 Subcontractor shall continue to monitor the re vegetated area and reseed areas as required until the conditions in B. are met. A. Warranty period shall commen ce upon acceptance of work by the Engineer. B. Warranty period shall end when the Engineer has determined that the vegetation density of the reseeded area has reached 70 percent of the original vegetation density. 1 .8.2 Reseed all areas where there is not a satisfactory stand of native grass as determined by the Engineer. The length of the warranty period will vary by season and will be agreed to between Subcontractor and Engineer at the time of revegetat ion activities . A. Process will be repeated un til the stand of native grass over all areas designated for re vegetation has met the 70 percent of original vegetat ion criterion . Reseeding shall be at the Subcontractor's expense. Chev ron G Washington Group International "' RE-VEGETATION OF DISTURBED AREAS PICEANCE NATURAL GAS DEVELOPMENT PROGRAM WGI-29021-003-12-0-004 5 of 10 2. PRODUCTS 2.1 Materials 2.1 .1 Seed: Seed shall be in accordance with the seed mix identified in B. Seed and seed labels shall comply with all current state and federal regulations and shall be subject to the testing provisions of the association of official seed analysis . A. Provide fresh, clean , new-crop seed complying with the tolerance for purity and germination established by the Off ici a l Seed Analyst s of North Am e rica . B. Prov ide seed of the grass specie s, proportions , and m inimum pe rcentages of purity, germination , and ma ximum percentage of weed seed specified as follows . Seed Mix for Sites below 7000 ft Scientific Name Common Name/ PLS/ %of mix Application Seeds per pound Preferred Cultivar ft2 byPLS Rate (lbs weight PLS/acre) Achnathernum hymenoides Indian ricegrass / 4 12 .5 1.25 140,000 Paloma* Hesperostipa comata comata Needle and thread 4 15 1.5 115,000 Pascopyrum smithii Western wheatgrass/ 10 31 3.1 140,000 Arriba* Pseudoroegneria spicata spicata Bluebunc h wheatgrass/ 10 31 3.1 140,000 P7 Sitanion hystrix Bottlebru sh/squirreltail 4 10 0.90 192,000 Poa canbyi Canby bluegrass/ 4 0.5 0.19 925,000 Can bar Total 36 100 10.04 • Us e only th is c ultivar, as re commended by Natural Res ources Conservation Service and th e Colorado Natural Heritage Program, 1998. Seed Mix for Sites above 7000 ft See Attachment 1, which describes seed mixes for three higher-elevation environments developed by the Bureau of Land Management Glenwood Springs Energy Office (memo dated April16, 2007). C . Notify the Engineer in wr iting prior to seeding, for review of the following : • Seed mi x to be used. • Percentage of purity and germination . • Pounds of pure live seed per pound of seed. • Selected method of seeding . D. Furnish seed free from noxious weeds . E. Do not use seed which has become wet, moldy or otherw ise damaged in transit or in storage. Chevron (J Washington Group International IS RE-VEGETATION OF DISTURBED AREAS PICEANCE NATURAL GAS DEVELOPMENT PROGRAM WGI-29021·003·12·0·004 6 of 10 F. Use only seeds from a lot tested by a recognized laboratory within six months prior to delivery. G. Seed purity , germination, and mixture proportions shall meet the requirements listed in B above. 2 .1.2 Topsoil: Use topsoil that was removed from the site to be revegetated; this topsoil should be in a stork pile near the disturbed area. A. See 3.2 for topsoil prepa ration requirements . 3 . EXECUTION 3.1 General 3 .1.1 Do not start preparation work until afte r all related s ite work within the areas to be revegetated , including site ut ilities , has been completed, tested , and backfilled to the satisfaction of the Contractor. A. Apply no fertilizer (prevents rapid weed growth) B. Watering is not necessary. C . Do not seed when wind velocity ex ceeds f ive miles per hour D. Sow no less than the quantity of seed specif ied. 3.2 Seeding Methods for Slopes Less than 3% 3.2 .1 Each species of seed shall be i n separate bags so that each size group of seed can be metered at the appropriate rate. 3.2 .2 Small seeds , such as canby bluegrass , can be difficult to apply at the small rat es required . Use of wheat bran or rice hulls or other adju vant to as s ist metering of the small seeds may be required . 3.2 .3 Preferred Method: Multiple Seed Bin Rangeland Drill A. No soil preparation required other than simple grading to slope and waterbars at 50-foot spacing. 3.2.4 Alternative Methods A. Broadcast seeding methods : Seed ing rate must be doubled for broadcast application . 1. Harrow : Harrow with j ust enough soil moisture to create a rough surface; b roadcast seed and re -harrow at 90 ' to first ha rrow. 2. Hand raking and b roadcast seeding followed by re-raking at a 90 ' angle to t he first raking. B. Hydro-seeding C. Other methods as agreed to by Engineer. Ch e vro n 0 Washington Group International • RE-VEGETATION OF DISTURBED AREAS PICEANCE NATURAL GAS DEVELOPMENT PROGRAM WGI-29021-003·12·0·004 7 of 10 3.2 .5 Application Rates : A. See application rates in 2.1 .1 B. 3.3 Seeding Methods for Slopes Greater than 3% 3.3 .1 Imprinting seedbed is required . A. Imprinting can be accomplished using do zer tracks or furrows perpendicular to the direction of the slope. B. When hydro-seeding , imprinting shall be conducted prior to seeding. C . Harrowing and broadcast seeding: imprinting shall be done as part of harrowing . D. Furrowing : obtain approval for method from Engineer. 3.3.2 If mulch w ill be crimped into the soil surface , imprinting is not required . 3.4 Mulching Mulching is not required for most methods. Temporary and permanent erosion control blankets may be used or straw can be crimped into soil during drill seeding . 3.5 Maintenance Maintain until the revegetated area has reached 70 percent of original vegetation de nsit y. 3.5.1 Begin maintenance of seeded areas immediately after each area is planted and continue until the Owner's acceptance of the Project. 3.5 .2 Maintain seeded by preventing erosion and replanting as required to meet the 70 percent of original vegetation criterion. 3.5.3 Replant bare areas using the same materials specified above . 3.5.4 When maintenance is taken over by the Owner during the guarantee period, the Subcontractor shall periodically inspect the maintenance operation of the Owner. A. The Subcontractor shall promptly report to the Owner any methods, practices or operations which he considers unsatisfactory, not in accord with his interest or not in accord with good horticultural practices . B. Failure of Subcontractor to inspect and report shall be construed as an acceptance of Engineer operations. 1. No claims from the Subcontractor will be recognized thereafter should any defects develop later that are the result of such methods, practices or operations. 3.6 Workmanship 3.6.1 Perform all Work in a careful and orderly manner with due consideration for the protection of adjoin ing property. ) Chevron G Washington Group International ~ RE-VEGETATION OF DISTURBED AREAS PICEANCE NATURAL GAS DEVELOPMENT PROGRAM WGI-2902 1-003 -1 2-0 -004 8 of 10 3.6.2 Keep drainage structures clean during installation of Work. 3. 7 Field Quality Control 3 .7.1 Acceptance for Start of Maintenance: Notify the Contractor or its designated representative of completion of all seeding required. A. Review of seeded areas will be by the Contractor or its designated representative , and he will determine whether Work is acceptable and whether the maintenance period can begin. 3.7.2 Final Acceptance: Notify Contractor in writing of completion of the required maintenance. A. Within ten days of owner's notification , inspection for final acceptance will be made by a representative for the Contractor and the Subcontractor. B. For f inal acceptance the term s of the wa rranty must be met and the Project site shall be in acceptable clean condition. 3.8 Adjusting and Cleaning 3.8.1 Work is complete wh e n the premises is clear of all rubbish , refuse and debris, leaving premises in a clean and orderly condition. 3 .8.2 Repair damage done to property on or off premises by reason of required Work without add itional cost to the Contractor. 3.9 Protection Restrict foot and vehicular traffic from seeded areas to the end of the established period . Ch evron G Washington Group International IS RE-VEGETATION OF DISTURBED AREAS PICEANCE NATURAL GAS DEVELOPMENT PROGRAM WG I-2 902 1-003-12-0-004 9 of 10 Attachment 1: Seed Mixes for Environments above 7000 ft Source: Bureau of Land Management, Glenwood Springs Energy Office, Memo, April 16. 2000 T ablf 1-2. Pin~·on-Juniptl' Woodland and /or ~Iountain /Wyo1ning Big S ngebru ~h Sh rubbnd Com1u o n ~am~ Scien tific ~ :nnt ~ \'nrlety St:IIOII f orm PLS lbs /a cre• Plant the following (l O ~o Total) lnch an Ricegm >~ .~cil •;arllen tm [01r:opsisj hym m ofdcs Nezpar. Pa loma . C ool BlUlCh 1.9 Rimrock and Bo£11 of th e following (I::~·o Each, ~O ~o Total) Ga ll e t a Plcumphis {Hila~ia} jaiiii?.Sii Vir a floret', Warm Bunch 2.5 B luebuucll ·~vheargra >~ P seudo i'Ot'f!tl(!l'ia spica ta, A gropyrou spicam m Secar, P-7. C ool B unch 2.8 Anatone and One of tht following (~ 0 0;11 T oral) Thichp il:e Wheargr,,s; Elpmts /a uceola n•s ssp . la •1ceo lams, .ig rop_l'ro •r Cri ta ua. C o ol S od-f orming .U das1 stacll v rtm Schweudimar S lender Wlteargra s~ Elymm n ·ac ilycau lus , Agrop,l i'0 /1 n·acl!,\ cau/11 111 San L ui; C o ol Bunc h , ' ,:.._ ... and Two of the f oUowing (.JO % Total) :\Iuttongt a~; Po a fe1111'ltwiana Ceo ! Bmt ch 0.6 Sa ndber g B luegm% Po a salld bc ,·gii, Po a scc 1mda Cool B1mch 0.6 B ottl eb tw;h Squirrell a il Elp uus t>ly moidcs, Sita 11 io11 l;ysm·x C oo l B1mch 2.7 *Ba~t·d 0 11 60 pur<' li••t• lt't'ds (PLSj P<'•' squnr.•foot, drill-s t't'd~d. Dortblt tit is rntt f llO PLS p u squnrt' foot} ifbt·ondcnsr o•· llyd,·osuded. Q Wa shington Group International RE-VEGETATION OF DISTURBED AREAS PICEANCE NATURAL GAS DEVELOPMENT PROGRAM Table 1-~. ~li nd ~l ou nt nin ~hrubl n n<l . Includin g Onkbru sh Common ::'\:unP Sdtntifk ::'\nmes Y ariery Plant B orh of t he fo Uo\\i ng (10 % E:1ch , 40 % Tota l) ThichpiJ.:e Whea rgt:m E ~pnu s /cmccolan.s ssp. la•;aolams, .~gropJ'I'0'1 C'rita ua. dns1 ;raclnrmJ Schweuditmr Blue buuch Wh e.ugra ~~ ?s.~udo J'Ol'tllllrfn spicnra , .~gropr•·on spicanrm Secnr, P-7, Ann tone and One of the Following (2 o o,~ To tal) Bottlebru sh Squirreltail Elymr1s c(rmofd('s, Simnion lrrs trix Sleuder Wh e.ugtn ~s Elymus rmcilycm.llls, A grop,, ron n·MI:ycnulrm r Snn Lu i~ :111<1 One of the Following (20% Total) Ca n by B l uegra ~1 ?on cmrbyi, P. sl?cu•zda C anb nt· ~-lutiou Bluegra ~~ ?c. a jr11dlol'imra :md On e of the F oll o1ring (10 % T ot:1l) Letterman t\ ~dleg ra ~~ ..lclr•znrl:crum {Sripa] /e [;ermatlii Columbi a ::'\eedl egm;~ Acl111nrlz el'llm {Sripa] nelso;;ii, .Sripa cc.lumbilllln :1 11<1 One ofthe Following (100/o Total) India n Ricegras& .O:clmar/:cl'll m {OIFOpsfsj i,ymc!lofdcs N ez pa r. Pal om a, Rinu·od: Junegras; Koelerin lllllCJ\1 1trhll, K cri.srarn Chevron • WGI-2902 1·003·12·0 ·004 10 of 1 0 SP:l'.Oll f orm PL S lbs/arrt " Cool ~od-formi ug j_4 Cool B uuc h -'·: Coo l BtUJ Ch '., -·' Cool Bunch 3.3 Coo l B unc h 0.6 Coo l BlUIC h 0.6 Cool B tUJch 1.1 Cool BtUJCh 1.7 Coo l B unc h 1.9 Coo l Bunch 0.1 *Ba sed 0 11 60 p u r"[;, . ., 5<'1'tfs (PL5) P"'' sq un r<'.fool, tfrill-s<'l'tlrtf. D o11 bl<' tllis rnre (1 10 PL S P"•·sqll nr<' f oo t) ifbrontlcn5t o•· h.rdro suil<'tf. T a b le 1 -~. Spruce-f ir f ortst, Including ~Io unt;~in ~Ie n cl ow s Co mm on l'\a me Sdentific :'\ames Y :1r lerr Sea so n F or m PLS lb sf:1 rre• P la n t Both of th e f oUol\ing (20 ~·o Earb, ~0 0/o Total) ~l ountain Browe Brom opsis [B• onwsj mnrgfmuus Game t Ce-o I Bunc h 5.8 Slender W'heatg.ra~~ Elymus tmdryca u/z;s, Agrop,11'0!I n·(lr/!,\cmzlum Sa n Lui 1 Coo l Bunc h -'·-' :111d Three of th e f ollowing (20 1!-'o Each, 60 0,~ To tnl) Le tterman Need l egra ~~ .-iciz •rM/1<11'11111 {Sripaj l<'lli'IW!Clll ii Coo l BtUJch 3.5 Bl ue Wi ldrye Elym11s glmtcus Arling ton Cool B unch 4.8 Thichpil:e WheMgw,•, Elymus lnr :ceoln nts ssp . lanceolams, Agl'opyro ol Cri tau a, Coo l Sod-forming .U da s1 :;ncl:1w:1 Sch1veud uu ar Idaho Fe&cue F£'.sm ca rdah or•:si; .To;eph Cool Bunch u \\'heeler B luegra ~~ Poa nen·osn Coo l Sod-forming 0.6 *B (I H'd 0 11 60 p11 1'l' [j, . ., H'<'ds !PLS) pu squnr<' f oor, tfl'ill-wetfl'd. Do11 bl<' tllis rat~ (110 PLS P"'' squnr'<' f ool) ifb••ondca5 t o•· lr.rd,·os.•••d"tf. ) (l9 Washington Group International Integrated Engineering, Construction, and Management Solutions Chevron Ill PICEANCE BASIN NATURAL GAS DEVELOPMENT PROJECT GARFIELD COUNTY, COLORADO SPECIFICATION FOR AGGREGATE BASE COURSE ) A Prelim. Issued for Review/Comments MN JRV 8-10-07 REV. DESCRIPTION BY CHKD APVD cvx DATE RVWD REVISIONS CLIENT: CHEVRON North America Exploration and Production PROJECT: Piceance Basin Natural Gas Development Project JOB NO.: 29021-003 DOC. NO.: WGI-29021-003-12-0-005 Chevron 0 Washington Group International • Date: 8/10/07 AGGREGATE BASE COURSE FOR ROADS Doc. No. WGI-2902 1-003-12-0-005 Rev: A PICEANCE BASIN NATURAL GAS Page: 2 of 7 DEVELOPMENT PROJECT TABLE OF CONTENTS SECTION PAGE 1. GENERAL ........................................................................................................................................ 3 1.1 Scope ............................................................................................................................................... 3 1.2 Related Specifications ................................................................................................................... 3 1.3 Definitions ....................................................................................................................................... 3 1.4 References and Standards ............................................................................................................ 3 1 .5 Subm ittals ....................................................................................................................................... 3 1.6 Quality Assurance .......................................................................................................................... 4 1.7 Delivery, Storage and Handing ..................................................................................................... 4 1.8 Project/Site Conditions .................................................................................................................. 5 2. PRODUCTS ..................................................................................................................................... 5 2 .1 Materials .......................................................................................................................................... 5 2.2 Equipment and material reliability ................................................................................................ 6 3 . EXECUTION ..................................................................................................................................... 6 3 .1 Surface preparation ........................................................................................................................ 6 3.2 Construction Requirements .......................................................................................................... 6 Chevron 0 Washington Group International • Date: 8/10/07 AGGREGATE BASE COURSE FOR ROADS Doc. No. WGI-29021 -003-1 2 -0-005 Rev: A PICEANCE BASIN NATURAL GAS Page: 3 of 7 DEVELOPMENT PROJECT 1. GENERAL 1.1 Scope This specification covers the existing site conditions, materials and construction requirements for the aggregate base course work for the CNAEP Piceance Basin Natural Gas Development Project. Services provided for this work shall consist of , but not necessarily be limited to, the following: subgrade preparation , placing and compacting base course and rolling . State and local laws concerning pollution abatement shall be followed. 1.2 Related Specifications Specification No. 12-0-002 -Site Preparation and Earthwork 1.3 Definitions 1.3.1 Owner: Chevron North America Exploration and Production 1.3.2 Engineer: Washington Group International, Inc. 1.3.3 Contractor: TBD 1.3.4 Subcontractor: Firm undertaking the scope of work as defined in this Specification 1.3 .5 State : Refers to the state of Colo rado 1 .4 References and Standards The codes, standards and regulations of the following organizations in effect as of August 10, 2007 form a part of this Specification to the extent indicated by the references thereto: 1.4.1 American Society for Testing and Materials (ASTM). 1.4.2 Occupational Safety and Health Act (OSHA); State and Federal. 1.4.3 American Association of State Highway and Transportation Officials (AASHTO). 1.4.4 Colorado Department of Transportation (COOT), Standard Specifications for Road and Bridge Construction. 1.4.5 Bureau of Land Management-Oil and Gas, Surface Operating Standards for Oil and Gas Exploration and Development. Third Edition . Should a conflict be found to exist between any applicable portion of the referenced codes and standards and this Specification , the conflict shall be submitted to the Engineer for resolution before proceeding with the affected work . 1.5 Submittals 1.5.1 Furnish two copies each of the following reports to the Engineer or its designated representative: A. Report and certification of crushed stone and/or gravel. ) Chevron \J Washington Group International • Date: 8/10/07 AGGREGATE BASE COURSE FOR ROADS Doc. No. WGI·29021-0 03·12·0·005 Rev: A PICEANCE BASIN NATURAL GAS Page: 4of 7 DEVELOPMENT PROJECT B. Test reports on crushed stone and/or gravel. C . One optimum moisture-maximum density curve for each material class. 1.5.2 Test Reports shall contain the following information: A. Project identification and name . B. Date of test. C. Name of Contractor. D. Name of author of report . E. Results of tests. 1.6 Quality Assurance Compaction Tests: an independent soils firm engaged by the Subcontractor will perform maximum density and in-place density tests referenced in this section . 1.6.1 An optimum moisture-maximum density curve will be provided for each class of soil. A. Maximum Densities : Will be determined in accordance with ASTM D 1557. 1.6.2 Quality control testing during construction will be performed using in-place density test per ASTM D 1556, ASTM D 2922 , ASTM D 2167 A. Location of tests to be taken shall be determined by the Engineer or its designated representative. B. Frequency of Tests 1. Road Base and Sub-Base -one every 2,000 square feet of each lift. 1.6.3 If quality control tests indicate results below specified densities, the Subcontractor shall provide additional compaction and bear the expense of retesting. 1.6.4 Subcontractor shall give its designated representative responsible for soils testing prompt notice in advance of time required for inspecting and testing services. 1.6 .5 Compaction tests shall not serve as a guaranteed indication that all compacted areas meet the minimum requirements, but it shall be the Subcontractor's responsibility that all the soils shall be compacted not below the minimum requirements . 1.7 Delivery, Storage and Handing 1.7.1 Stockpile to prevent excessive segregation or contamination with other materials or other sizes of aggregates . 1.7.2 Use only one source of supply for each aggregate . Ch evron G Washington Group International • Date: 8/10/07 AGGREGATE BASE COURSE FOR ROADS Doc. No. WGI-29021·003·12·0·005 Rev: A PICEANCE BASIN NATURAL GAS Page: 5 of 7 DEVELOPMENT PROJECT 1.8 Project/Site Conditions 1.8 .1 Soil On Which Base Course Is To Be Placed : Subgrade in accordance w ith the "Site Preparation and Earthwork" Specification . 1.8.2 Protection: Protect and maintain utilities that are to remain on the property. A. Bench Marks and Monuments: Carefully maintain and protect bench marks, monuments and other reference points. 1. If disturbed or destroyed, replace as directed by the Contractor or its designated representative at no additional cost to the Contractor. B. Safeguards : Erect and maintain such safeguards, as required by construction operations, codes or existing conditions, for the safety of persons or property and to protect same from damage, injury or loss . 1.8.3 Dust Control : Control the spread of air-borne dust orig inating as a result of this operation . 2 . PRODUCTS 2.1 Materials 2.1.1 Aggregate Base Course: Shall consist of hard, durable particles or fragments of stone or gravel conforming to State specifications and shall be readily compactable under watering and rolling to form a f irm stable base course . A. Portion of material retained on a No. 4 Sieve: Shall be known as coarse aggregate, and that portion passing a No. 4 sieve shall be known as filler. B. Not less that 50 percent, by we ight, of the coarse aggregate particles shall be particles having at least two fractured faces . If necessary to meet this requirement , or to eliminate an excess of filler , screen gravel. C. Composite Base Course Material: Shall be free from vegetable matter and lumps or balls of clay and shall meet the following requirements using ASTM test C88 , C117 , C131, C136, and 04318: 1. Percentage By Weight Passing Square Mesh Sieve • 3/4 Inch Sieve (19 mm): 100 percent. • No.4 Sieve (4.75 mm): 30 to 65 percent. • No.8 Sieve (2.36 mm): 25 to 55 percent. • No. 200 Sieve (0.075 mm): 7 to 12 percent. • Liqu id Limit Maximum : 30 . • Plasticity Index Maximum : 6. ) Chevron G Washington Group International ~ Date: 8/10/07 AGGREGATE BASE COURSE FOR ROADS Doc. No. WGI-29021-003-12 ·0·005 Rev: A PICEANCE BASIN NATURAL GAS Page: 6 of 7 DEVELOPMENT PROJECT • Percent Of Wear Maximum : 50 percent. • Soundness Loss Maximum : 18 percent. 2.1.2 Filler For Blending: If filler in addition to that naturally present in the base course material is necessary for meeting the grading requirements or for satisfactory bonding of the material , it shall be uniformly blended with the base course material at the screening and crushing plant. A. Material for such purpose is to be obtained from sources approved by the Engineer or its designated representative , shall be free from hard lumps and shall not contain more than 15 percent of material retained on a No. 4 sieve. 2 .2 Equipment and material reliability 2.2.1 In order to maintain the Project Schedule, all equipment and materials supplied by the Contractor shall be of such condition and quality as to provide the utmost reliability and performance of operation throughout the period of this work. 2.2.2 The Contractor or its designated representative will direct the Subcontractor to replace or augment any defective or unreliable equipment and materials within three (3) working days and at no additional cost to the Contractor. 3. EXECUTION 3.1 Surface preparation Prior to placing aggregate base course, perform the following work: 3.1.1 Prepare subgrade to lines , grades, and elevations shown on the Drawings in accordance with the "Site Preparation and Earthwork" Specification as required. 3.2 Construction Requirements 3.2.1 Placing and Spread ing: Place b ase course material on the prepared subgrade and compact in horizontal layers to the required thickness . A. Deliver to roadbed as uniform mixture at ±2% of optimum moisture content. B . Deposit and spread material in uniform layers and without segregation of size to such loose depth that when compacted , the required density will be obtained for the full depth of the layer. C. Spread from dump boards , spreader boxes, or approved mechanical eqvipment, or from moving vehicles equipped to d istribute the materia l in a uniform layer. D. After base coarse material has been spread , alternately shape and compact it by blading and rolling to form a uniformly mixed, compacted layer. E . Material may be watered during these operations when and if directed by the Engineer or its des ignated representative . Chevron G Washington Group International • Date: 8/10/07 AGGREGATE BASE COURSE FOR ROADS Doc. No. WGI-29021 -003-12-0-005 Rev: A PICEANCE BASIN NATURAL GAS Page: 7 of 7 DEVELOPMENT PROJECT 3.2 .2 Rolling : Immediately following final spreading and smoothing, roll all material placed with a pneumatic type or other approved roller. A. Correct any irregularities or depressions that develop under rolling by loosen ing the material at these places and adding or removing material and re-compact until the surface is smooth and uniform and to the desired grade at the specified density. B . Along curbs , headers and wa lls and at all places not accessible to the roller, tamp the base course material thoroughly with a mechanical tamper or hand tamper, the tamper faces of which shall not exceed 25 square inches in area. C. Sprinkle material with water during rolling, tamping, and blading when and if directed by the Engineer or its designated representative. 3.2.3 Surface smoothness Tolerances: Test the fini sh ed surface using a 10 foot straightedge applied parallel with and at right angles to the centerline . A . Surface will not be acceptable if smoothness , when tested as above, shows a surface irregularity of more than 3/8 inch in any 10 foot length . 3.2.4 Compaction Requirements: 95 percent of maximum density unles s otherwise stated. \!) Washington Group International Integr ated Engi n eering, Construction, and Management Sol ution s Chevron Ill PICEANCE BASIN NATURAL GAS DEVELOPMENT PROJECT GARFIELD COU NTY , COLORADO SPECIFICATION FOR FENCES AND GATES A Pre lim. Issued for Review/Comm ents MN JRV 8-10-07 REV. DESCRIPTION BY CHKD APVD cvx DATE R VWD REV I SIONS CLIENT: CHEVRON N orth Amer i ca Expl oration and Produ ction P R OJECT: Pi cea nce Ba si n Natural Ga s D eve l opment Proj ec t JOB NO.: 29021-003 DOC . NO.: WGI-2902 1-003-12-0-007 Q Washington Group International Chevron Ill DATE: 8/10/07 FENCES AND GATES DOC . NO. WGI-29021·003·1 2-0-007 REV: A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE : 20F23 PROJECT Fences and Gates 12-0-007 Scope I ) T hi s Specif icat ion defin es the requ ireme nts for con trac tu al install a t io n of c hai n -li nk fences and gates. 2) A n asterisk (*) indicates t ha t a decision by th e Eng ineer is require d or th at add it ional informat ion is to b e furn is hed by t he E n gi neer. (9 Washington Group International Chevron IN DATE : 8/10/07 FENCES AND GATES DOC . NO. WGI-2902 1-003·12·0·007 REV: A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE : 30F23 PROJECT TABLE OF CONTENTS SECTION PAGE Table of Figures ........................................................................................................................................... S Table of Tables ............................................................................................................................................ 6 1. Required References ......................................................................................................................... 7 1.1. Specifications .......................................................................................................................... 7 1.2 . Details ..................................................................................................................................... 7 1.3 . ASTM-American Society for Testing and Materials ............................................................... 7 2. Definitions .......................................................................................................................................... 8 3. General Requirements ...................................................................................................................... 8 4. Definitions .......................................................................................................................................... 8 4.2. Submittals ............................................................................................................................... 8 4.3. Product Delivery, Storage, and Handling ............................................................................... 8 4.4 . Alternatives : Post Anchors .................................................................................................... 9 5. Materials ............................................................................................................................................. 9 5.1. General ................................................................................................................................... 9 5 .2 . Posts and Post Tops ............................................................................................................. 1 0 5.3. Top Rail ................................................................................................................................ 10 5.4 . Truss Braces ......................................................................................................................... 10 5.5 . Chain-Link Fabric : Galvanized, Vinyl-Coated, Aluminum-Coated ....................................... 10 5.6. Stretcher Bars and Associated Bands .................................................................................. 10 5.7 . Tie Wires ............................................................................................................................... 11 5.8. Tension Wire ......................................................................................................................... 11 5.9 . Swing Gates ......................................................................................................................... 11 5.1 0. Fitt ings .................................................................................................................................. 11 5 .11. Concrete ............................................................................................................................... 11 5.12. Grout ..................................................................................................................................... 11 5.13. Pipe Socket Base ................................................................................................................. 11 5.14. Angle Bar Anchors ................................................................................................................ 11 5.15. Bituminous Paint ................................................................................................................... 12 5.16. Lead Wool Caulking .............................................................................................................. 12 G Washington Group International Ch evron JfJ DATE: 8/10/07 FENCES AND GATES DOC . NO . WGI ·29021 ·003·12·0·007 REV: A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE: 40F23 PROJECT 5.17. Barb ed Wire .......................................................................................................................... 12 6. Methods and Procedures ................................................................................................................ 12 6.1 . Inspecti on ............................................................................................................................. 12 6.2. Prepa ration ........................................................................................................................... 12 6.3 . Erectio n ................................................................................................................................. 12 6.4. T abl es1-4 ............................................................................................................................ 14 Appendix: Details ..................................................................................................................................... 19 Attachment: Purpose Codes Definitions ............................................................................................... 21 0 Washington Group International Chevron I!J ) DATE: 8/10/07 FENCES AND GATES DOC . NO. WGI-29021 -003-12-0-007 REV: A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE: 50F 23 PROJECT Table of Figures Figure 1: P-0271 OA-Fences and Gates .................................................................................................. 19 Figure 2: P-027108-Fences and Overhead Sliding Gates ................................................................... 20 Figure 3 : P-02710C-Fences and Overhead Sliding Gates ................................................................... 21 Figure 4: P-02721 A-Guardrails ............................................................................................................... 21 G Washington Group International Chevron Q_1 DATE: 8/10/07 FENCES AND GATES DOC. NO. W G I-29021-003-1 2-0-007 REV : A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE : 60F 23 PROJECT Table of Tables Table 1: Schedule of Post, Rail, and Gate Fr ame Material ; Galvan ized Steel and (1) Aluminum Alloy 6063-T6 ........................................................................................................................ 15 Table 2: Schedule of Post, Rail, and Gate Frame Material; Vinyl Coated Steel , except Aluminum Swing Gate Frame ................................................................................................................ 17 Table 3: Tie Wire Schedule ...................................................................................................................... 18 Table 4: Schedule of Post Foundation Depths ...................................................................................... 18 G Washington Group International Ch ev ron Jt1 DATE : 8/10/07 FENCES AND GATES DOC . NO. WG I-2902 1-003-12-0 -007 REV : A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE : 70F23 PROJECT 1. REQUIRED REFERENCES This Sec t io n li s ts Spec ifi cations and St a ndard s that are re fer enced and ass umed to be a pa rt o f this d ocument . Unle ss o th er wi se s pec ified herei n, use th e lates t edit io n. 1.1 . Specifications 12-0-0 I I Conc re te Se lecti o n a nd Design Gro undin g Des ign Cr ite ri a 1.2. Details P-0 27 10 A Fences and Gates P-02710B Fences & O verhead S li di ng Gates P-02710C Fe nces & Ove rhead S lidi ng Ga tes P-0272 1A G uard ra il s 1.3. ASTM -American Society for Testing and Materials ASTM A 53/A 53M Sta nd ard S pec ificatio n fo r P ipe , Stee l, Blac k and Ho t-D ip ped , Z inc-Coated , We ld e d and S eam less ASTM A 12 1 S ta nda rd S pec ificat io n fo r M eta lli c-Coated Car bo n Stee l B ar bed W ire ASTM A 123/A 123 M S ta nd ard Spec ifi cat ion for Z inc (Ho t-Dip Galvani zed) Coatin gs o n Iro n a nd S teel Produc ts ASTM A 153/A 153 M S ta nda rd S pec ifica ti on for Z in c Coat ing (Hot-D ip) on Iro n a nd S te e l H ard wa re ASTM A 392 Standard S pec ificati o n for Z in c -Coated Steel C ha in -Li nk Fence Fabric ASTMA49 1 S ta nd ard Spec ifica ti on for A lum in um-Coated S tee l C hain-Lin k F ence Fa br ic ASTM A58 5 Standard Spec ifi cat io n fo r Alum inum -Coated Steel B arbed Wire ASTM A 64 1/A 6 4 1M S ta ndard S pecifi cat io n fo r Z inc-Coat ed (G alva ni zed ) Carbo n S te e l Wire G Washington Group International Che vron Ill DATE : 8/10/07 FENCES AND GATES DOC . NO. WGI-29021·003·12·0·007 REV: A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE: 80F23 PROJECT 2. DEFINITIONS Ter·m Definition Owner Owner: Chev ron Engineer W as hin gton Group Intern ati onal Contractot· TBD Subcontractor Firm und ert akin g sco pe as defined o n thi s spec. State Refers to th e State o f Co lorado 3. GENERAL REQUIREMENTS • Subco ntra ctor shall co mpl y with all con tr ac t document s . • Grounding to be done by oth ers . 4. DEFINITIONS 4.1 . 1 . Owner: Chevron North America Exploration and Production 4.1.2. Engineer: Washington Group International , Inc. 4.1 .3. Contractor: TBD 4.1.4. Subcontractor: Firm undertaking the scope of work as defined in this Specification 4.1 .5. State: Refers to Sta te of Colorado 4.2. Submittals Subco ntract or shall provide th e fo ll owing: I) Three samp les of approxi mately 6 in . ( 15.24 em) s quare o f fabric materi a l, post section , and typ ical accessories for Contra ctor s approva l prior to start of insta ll ati on. Sh op drawings are not required. 2) Mill certifi ca ti o ns li st ing compliance with zin c coatings, weights, Polyvi nyl Chl orid e (PVC ) coa ting type s a nd material lot so ur ce. 4.3. Product Delivery, Storage, and Handling Co ntra cto r shall de li ver materi als wit h manu factu rer's tags and labe ls int ac t and hand le and store materia ls so as to avoid damage. \J Washington Group International Ch evron ttl DATE : 8/10/07 FENCES AND GAT ES DOC . NO. WGI -29021-003-12-0-007 REV: A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAG E: 90F23 PROJECT 4.4. Alternatives : Post Ancho rs Subcontractor shall provide sep arate alternate proposa l where pos ts are se t with ang le bar anc hors (Sec ti o n 5.3.1, It em I). 5 . MATERIALS 5 .1. General I) Subcontractor shall in stall new mat eri al o nl y-unrejec ted, undam aged, and properl y coa ted . 2) Pos ts, rail s, and swing-gate fram es s ha ll be in s talled in accordance with Tables I and 2, Schedule of Post , Rail , and Gate Frame Material. 3) Slidin g ga te s, overhead and ca ntile ver, shall be in stall ed in accordance with Details P-02 7 1 0-A, B, and C referenced in Section 1.2 (see App end ix). 5 .1.1. V in yl-Co ated Steel (PVC) I) Stee l framework sha ll consist of po sts, top rail br aces, truss rods, gate frame s, and co nn ec tin g fittings coated out side 10-15 mil s (254-38 1 micr o ns) th ick wit h Woo d land Green PVC , app lied by fu s ion method over thermose t pla stic bonding agent. (N ote : Hing es, latche s, and other moving part s are no t vinyl -coated.) 2) Stee l fabric, tens ion wire, and barbed wire sha ll be uniforml y galvanized in acco rd ance with ASTM A 641 I A 641M and coated with dark Wood land Green PV C, applied by fusion met hod over th er moset plastic honding age nt. Cut ends shall be coated with vi ny l during weaving process. 3) Barb ed wire shall consi st of PVC fu s ion -bon ded lin e wires with aluminum barbs. 4) Fencing co mponent s with PV C fused eve nl y s hall be free of blister s, undi sperse d pigments, stab ili ze rs, or other di sc ret e particles and have a minimum specific gravity of 1.3. Bond bet wee n viny l coat in g and metal s s ha ll be equ al to or greater than cohesive strength of viny l. 5.1 .2. Alum inum-Coated Steel I) Stee l fabric and tens io n wire shall be coa ted with a minimum of 0.40 oz of aluminum per ft 2 ( 12 .73 cm3/m2) of un coa ted wire s urfa ce in accordance with ASTM A 49 I. Clear paint sha ll be applied after the fabri c is woven to prevent pr emature di sco loration o f wires and ru stin g of cut ends. 2) Steel barbed wire sha ll be coated with a minimum of 0.3 0 oz of aluminum per ft 2 (9.55 cm3/m 2) of un coated wire surfa ce-with all aluminum barbs in acco rdance with ASTM A 585, Class 2. 3) Other associa ted hardwar e shall be in acco rd ance with Section 4.1.3, "Galvanized Stee l." 5.1 .3. Galvanized Steel I) Ga lva ni zed stee l framework ma y be used with ga lva ni zed PV C-coated or aluminum-coated fabr ic; tens ion wire ; and barbed wire. 2) Steel fr amework shall co ns ist o f posts , top ra il, braces, tru ss rods , gate frame s, and co nn ec tin g fitting s and te nsio n wire coated in side and out s id e in accordance with following specifica ti ons: a) Pip e-ASTM A 53/A 53M b) Tubing-1.5 oz z inc per ft 2 (47.75 cm3/m2) of un coated stee l surface G Washington Group International Che v ron Ill DAT E: 8/10/07 FE NCES AND GATES DOC. NO. WG I-2902 1-003 -12·0 -007 REV: A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAG E: 10 O F 23 PROJECT c ) H ardwa re-ASTM A 15 3/A 15 3M d ) Squ are and Ro lled Pos ts-AS TM A 123/A 12 3M 3) Stee l fabri c and ten sio n wire sha ll be ga lvan ized in acco rd ance with ASTM A 392, Class 2, (2 oz o f zin c per ft2 [63.67 cm3/m2]). 4 ) Ba rbed wire shall be gal va nized in accordance wi th AST M A 12 1, Class III . 5) Stee l s hall be ga lva ni zed by hot dip a ft e r ro llin g, fo rmin g , or weav in g of the fe nce comp onent. 5.2. Posts and Po st Top s I } The posts sha ll be closed-sea m o r sea mles s tubul ar pos ts e quipp ed wit h a c losed top uni t, incl ud ing top-ra il carr ie r and apro n sec ure ly fitt ed aro und th e o ut s id e of th e pos t. 2) End -pos ts shall be comp lete with necessary fittin gs, including one co mpress io n brace bar and one tru ss ro d with adju stab le takeup. 3) Co rn er and pull pos ts shall be comp lete with necessary fi ttin gs , includin g two co mpress io n brace ba rs and two tru ss rods with adju stabl e takeup. 4 ) Note: Open-typ e pos ts (s uch as C-P os ts , H-Bea ms, and I-B ea ms) d o no t requir e a pos t top unl ess th e top ra il is s pec ified. 5.3 . Top Rail Th e top ra il s ha ll be a cl osed-sea m or sea mless top rai l to form conti nuo us brace from en d to end of fence and be sec ure ly fas tened to th e ga te, termin a l, en d, co rn er, and pull pos ts. Co uplin gs shall be o f ou ts id e slee ve type , approx im a te ly 7 in . ( 17.78 em) lo ng, space d approx im ate ly 20ft (6.10 m) apart , with one co uplin g in fi ve fitted with a hea vy s prin g to prov ide e xpansion and contr ac ti on in to p rail. 5.4 . Truss Braces The compress io n brace bar I 5/8 in . (4.13 em) O.D. tru ss bar sha ll have 5/16 in . (0.79 em) minimum d ia meter s teel tens io n tru ss ro d s with adjusta ble take up , br ace band s, te ns io n band s, or co rner co nn ec ti o ns for att achin g the braces and truss rods to th e pos ts. 5.5. Chain-Link Fabric : Galvanized , Vinyl-Coated , Alumin um-Coated Th e c hain -li nk fa bric shall mee t th e fo ll ow in g require ment s: I) M inimum height 8ft (2.44 m) unless mod ifi ed in Co ntr ac t Doc um e nt s; woven in one p iece for widths up to max imum 12 ft (3.66 m) 2) Unifo rm 2 in . ( + 1/8 in .) [5.08 em ( + 0.32 e m)] diamo nd mes h wov en of #9 fini shed ga uge s tee l wire wi th 1200 lb min imum bre akin g strength 3) Twisted and barb ed se lvage o n one edge an d knu ck led on th e oth er; barbs form ed by c ut t in g wire on b ias 5.6. Stretcher Bars and Assoc iated Bands Str etc her bars shall be in o ne pi ece, equ al to th e full fa bri c he ight and a minimum 3/16 in . x 3/4 in . (0 .4 8 em x 1.9 1 em) secti o n; associated band s sha ll be a minimum 1/8 in . x 3/4 in . (0.318 e m x 1.9 1 em) secti o n, bot h in heav y press ed s teel or mall eabl e iro n. ) \J Wa shington Group International Chevron ~ DATE : 8/10/07 FENCES AND GATES DO C. NO. WGI·2902 1·003-1 2-0 -007 REV : A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE: 11 OF 23 PROJ ECT 5.7. T ie Wires Tie wi re and hog ri ngs for att ac hin g fab ric to pos ts, rail s , a nd te ns ion wire sh all be in acco rd ance with Tabl e 3, T ie Wire Sc hedul e. 5.8. Ten si o n W ir e Tens ion wir e shall be a minimum 7-ga uge co il ed-sprin g stee l wire coated to match fab ri c fini s h. In add iti o n at the Eva porati on Pond loca ti o n, th e use of a wove n wi re cl o th I " mes h type 304 s tainl ess steel MCMAS TER-CA RR or approve d equ a l is to be p lace d 24" be low grade and 18 " above grade . 5.9. Sw ing Gates Swin g ga tes s ha ll mee t th e fo ll ow in g requir e ment s: I ) Same he ight and coatin g as fe nce fa bric, co nstru cted o f 1.900 in .(4.83 e m) 0.0 . stee l pip e or 2 in . (5.08 e m) squ are materi als, in accorda nce with Tabl es l and 2, Sc hedul e of Pos t, Ra il, and Ga te Fr ame Materi al 2) Co rn ers we lded o n gal va ni ze d s tee l ga te s and fa s te ned by spec ially des igned corner fi ttin gs on vin yl-coa ted ga tes. Coatin g shall pro tect ex tern al we ld surfa ce liab le to corro de . 3) Fabric matchin g fence fa bric, attac hed to ga te frame by te nsio n ro ds and hook bo lt s on fo ur sid es or ve rt ica l stre tc he r bars and assoc iat ed bands with ti e wire s at to p and bott o m ed ges 4) Fra me ri gid it y held with o ut sag or twis t by 3 /8 in . (0.95 e m) d iameter adjusta bl e diago nal tru ss rods , hori zo nt a l cent er rai ls, or vert ica l ce nt er upright s as appropr ia te 5) Ga te comp letely equipp ed with : a) Two hin ges per gat e leaf, non-lift -o ff type and per mittin g 180-degree (3 .14 ra d) ga te openin g b) Fo rk -type latc h (s ingle leaf) or cent er-d ro p ba r (do ubl e leaf), both o f whi ch ca n be operated or padl oc ked fr om eith er s id e c) P lun ge r bar ca tch, co mplete (doub le leav es o nly) 5.1 0. Fittings The fittin gs sha ll be of malleable iro n or pressed tubular, or ba r stee l. 5.11 . Co ncrete Co ncret e s hall have a minimum 28-day co mpress ive stren gth of 3000 psi (2 0 .1 0 MP a). 5.12. Grout Gro ut shall co ns ist o f one pa rt Portland ce me nt and two par ts clea n, we ll -gr ad ed sa nd . 5.13. Pipe Socket Base Th e pip e socket base shall be ga lva ni zed , fitt ed to pos t at base where set in maso nr y; 42 in . ( l 06 .68 em) a nd 48 in . ( 12 1.92 e m) length s. 5.14. Angle Bar Anchors An g le ba r anc hors shall be of 11/2 in. x 11/2 in . x 1/4 in . x 30 in . (3.8 1 em x 3.8 1 e m x 0.64 em x 76 .2 0 em) lo ng, co ld - ro ll ed iro n. G Washington Group International Chevron r.tJ DATE: 8/10/07 FENCES AND GATES DOC . NO. WGI ·29021·003·12·0·007 REV : A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE: 12 OF 23 PROJECT 5.15. Bituminous Paint Bituminous pa int s shall be Black Asphalt Pa in t, Val spar coa tin gs, or equal. 5.16. Lead Wool Caulking Lead woo l ca ulking s hall be string-s hr edded, pure metalli c lead woo l. 5.17. Barbed Wire Barbed wire shall meet the following requi reme nt s: I) Hi gh sec urit y-type, two-s tr and , twi sted stee l wi re-each st rand 0.099 in. (0 .2 5 em) diame te r; four-po int 14- gauge barbs spaced not more than 3 in . (7.62 em) apart 2) Barbed wire ex tens ion arm s-45-deg ree (0 .79 rad) angle post mounted , fitted to carr y th ree equall y spaced rows o f b arbed wire; add s ap prox imat ely I ft (0.30 m) to fe nce height 3) Exte nsio n arms are to be constru cted of malle ab le iro n, presse d steel , or aluminum fini shed to mat ch fab ri c Note : Vertical barbed wire extension arm s o n ga tes adding I ft (0.30 m) in height to ga te frame. 6. METHODS AND PROCEDURES 6.1. Inspection I) Subcont ral:tu r shall verify that final grad ing in the fe nce locati o n is completed wi th no irregulariti es th at wo uld interfere with fence in stall ati o n. 2) Subco nt racto r shall not commence Work until un sa ti s fa cto ry co nd iti ons have bee n corrected . 6.2. Preparation Subco ntra ctor s hall: I) Meas ure and layo ut co mpl ete fence I in e par all e l to sur face o f ground 2) Loca te and mark the po sitions of lin e post s at equ al di stance spacing, maximum I 0 ft (3.0 m) ce nters 3) Locate corne r pull posts at position s where th e fence cha nges di rection more than 30 deg rees (0.52 rad) 4) Bend top rail (when specified) true to curv es of less th an 500ft ( 152.40 m) radius 5) Loca te pull pos ts in lin e positions at equal di s tan ce spac in g ma xi mum 500 ft (152.40 m) int erval s or whe re chan ges in hori zo nt al alignm e nt or grade a li gnment occ ur 6.3. Erection 6.3.1. Posts Sub co ntr acto r shall in stall pos ts as follow s: I) Set pos ts vertical to within 8 in . (20.32 em) in I 0 ft (3.05 m), true to line and grade in co ncrete bases, pipe sleeves , or socket s in ma so nr y wa ll s o r with angle bar anchors in accordance with Section 3.3. 2) Brace corn er and pu ll posts to both adj o inin g lin e pos ts G Washington Group International Ch evron • DATE : 8/10/07 FENCES AND GATES DOC . NO. WGI-2902 1·003·12·0·007 REV: A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE : 13 OF 23 PROJECT 3) Br ace e nd and ga te pos ts to adjoining lin e post 4) Stop cha in -link fabric at term inal po s ts and attach to term in al posts as fo ll ows: a) Square Terminal Posts: Attach fabr ic by means of tension bar held in place by spec ially de s igned c li ps b) Pip e Termina l Posts: Attach fabric by mea ns of bands , minimum 7/8 in. (2.22 e m) wide , spaced at 15 in .(38.1 0 e m) interval s c) Ro ll ed (C hanne l C) Te rmin al Post s: W eave fabric int o loops stamped int o post 6 .3 .2. Fondation Bases (Post) Subcontractor shall: I ) Dri ll a ba se ho le in so lid rock I in . larger in d iameter than th e larges t dime ns io n of post sectio n to be set and fi ll annu lar s pace after po st is set with gro ut to th e dep th spec ifi ed in Table 4, Sched ul e of Post Fo undati o n Depths 2) Set bases in co mbination so lid rock and ove rburd e n to th e full depth specified in Tab le 4 unless penetration into so lid rock reaches minimum depth firs t, grou tin g post in ledge and insta lling co ncre te footin g from ledge to fini shed grade 3) In firm or undi sturb ed so il. Set ba ses to th e full depth s specified in Table 4 4) At masonry wa ll s, se t bases int o embedd ed gal vanized pipe soc ket, inside and out s id e s urfa ce liabl e to co rro de painted with bitumin o us pa int , or grout into place with a ppr opri ate fast-setting ce me nt a nd ca ulk ed with lead woo l 5) Ass ure rigid , sec ure fence installation whe re bases are se t in we t co nditi o ns 6) Crown l;um:re te base tops by 2 in . (5.08 em) to shed water 6.3.3. Tension Wire 6 .3.3.1. Bottom Subcontractor shall in stall one continuo us length of tension wire that pass es th roug h the bo tt om me sh of fence fabric between pull posts a nd ti ed to pull pos ts before stre tchin g the fabr ic. 6.3.3.2 . Top Subcontractor shall in stall one co ntinu o us length of tensio n wir e between pu ll po sts and sec ured to pull po sts and co nn ec ted to line po sts within 6 in . ( 15.24 em) of the top of the fence fabric to tension wire with hog rings at 24 in . (60.96 em) interva ls. 6 .3.3.3. Fence Fabric Subcontrac tor shal l: I) Stretch the fabric taut between terminal posts and fa ste n it secure ly to posts , rail s, and tension wires. (Note: Do not stre tc h by mo tor ve hicle ; use proper equipment sec ured to pull pos ts.) 2) Fas ten to end, corner, pull , and gate po sts by integra ll y weav in g fab ric into po st or by stretcher bars and associated band s space d at 12 in . (30.48 em) int erva ls 3) In s ta ll fabr ic on the si de of posts away fro m the area being prote cted except on cu rved layo ut s where fabric is in stall ed on the s id e o f th e post on th e o ut s id e o f th e curve. 4) Cut fab ri c to form o ne continu o us pi ece between and attached ind epend ent ly at pull , co rn er, end , a nd gate posts or j o in ends of fabric by weav in g a s in gle str and o f fabri c wire to form a co ntinu ous mes h patt ern G Washington Group International Chevron r:s DATE: 8/10/07 FENCES AND GATES DOC . NO. WGI -2902 1·003-12·0·007 REV: A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE : 14 OF 23 PROJECT 5) Erect individua l barriers at dep ressed openings to maintain a sec ure, impenetrable perimeter at the areas where the fence run s through drain age ways 6) Leave approximately 2 in. (5.08 em) between fini shed grade and bottom selvage 6.3.3 .4. Barbed Wire Subcontractor shall : I) In stall three taut rows of barbed wire , supported on 45 -degree (0.79 rad) angle extension arms which are inclined up wa rd and outward from area being protected 2) Incline 45-degree (0.79 rad) extension arms to wa rd the area being prote c ted where outward inclinatio n wou ld infringe o n property of others 3) Install vertical barbed wire extension arms on the gates 6.3.3.5 . Swing Gates Subcontractor s hall in s tall swing gates as fo llows: I) Fa sten fabric to gate frame s in acco rdance with Section 4.9 (Item 3) 2) Match gate frame top rails to he ight of fence top rai l 3) Install bottom rail of gate to sw ing clear of fin ished grade for full 180-degree (3.14 rad) sw in g 6.3.3.6. Miscellaneous I ) Subcontractor shall in sta ll nut s for st retcher band and hardw are bolts on s ide of posts facing th e area being protected. 2) All hardware mu st be adjusted and lu bricated as ne cessary for s mooth operation. 6.4. Tables 1-4 This Section in cludes four tabl es co ntaining Sc hedules referred to throughout th is Specification. \J Washington Group International Chevron ljJ DATE: 8/10/07 FENCES AND GATES DOC . NO. WG I-2902 1-003-12-0-007 REV : A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE : 15 OF 23 PROJECT Table 1: Schedule of Post, Rail, and Gat e Frame Material; Galva nized Steel and (1) Aluminum Alloy 6063-T6 Compon ent Dimensions Shape lb/ft (k g/m) Line Post Max. 6 ft (2.44 m) fabric 1.875 in. x 1.625 in. C-Post 2.34 height (4.763 em x 4 .1 28 em) (3.482) 1.875 in. x 1.625 in. H-Beam 2.72 (4 .763 e m x 4.128 em) (4 .048) 2.3 75 in. O.D. Pipe 3.65 (6 .033 e m O.D.) (5.432) 2.250 in. x 1.87 5 in. H-Beam(1) 1.26 (5.7 15 em x 4.763 em) (1.875) Over 6 ft (2.44 m) fabric 2.250 in. x 1.703 in. C-Po st 2.73 height (5.7 15 em x 4.326 em) (4.063) 2 .250 in. x 1.875 in. H-Bea m 4.10 (5 .715 em x 4.763 em) (6.102) 2.375 in. O.D. Pipe 3.65 (6.033 em O .D.) (5.432) 2.250 in. x 1.875 in. H-B ea m(l) 1.26 (5.715 em x 4.763 em) (1.875) E nd, Corner, and P ull Posts 2.500 in . x 2.500 in. Square 5.10 (6.350 e m x 6 .350 e m) (7.590) 3.500 in. x 3.500 in. **C hann e l 5.1 4 (8.890 em x 8.890 em) (7.649) 2.875 in . O.D. Pipe 5.79 (7.303 em O.D.) (8.617) Note: **denotes maximum 12 ft (3.658 m) fabric height. Gate Posts, sin gle leaf width Max. 6ft 2.500 in. x 2.500 in. Square 5.10 (1.829 m) (6.350 em x 6.350 e m) (7.590) 3.500 in . x 3.500 in. C hann e l 5.10 (8.890 e m x 8.890 e m) (7.590) 2 .8 75 in . O .D. Pipe 5.79 (7.3035 em O.D .) (8.617) 3.000 in. x 3.000 in. 1-B ea m 6.50 (7 .620 e m x 7.620 e m) (9.670) \) Washington Group International Chevron IN ) DATE : 8/10/07 FENCES AND GATES DOC . NO. W GI -2902 1-003 -1 2-0 -007 REV: A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE : 16 O F 23 PROJECT Compone nt Dime ns ion s Shap e lb/ft (kglm) 6 ft to 12 ft 4 .000 in. O .D. P ipe 9.11 (1.829 m to 3.658 m) (10.160em x 10 .160em) (13.557) 3.000 in . x 3.000 in. Square 9.10 (8.890 em x 8.890 em) (13.543) 4.000 in. x 4 .000 in. H-Beam 11 .56 (10.160 e m x 10 .1 60 em) (17 .203) 12 ft to 19 ft 6.625 in. O .D. P ipe 18.97 (3.658 m to 5.79 1 m) ( 16.828 em O .D.) (28.230) 19 ft to 23 ft 8.625 in . O.D. Pipe 24 .7 0 (5.791 mto7.0 l m) (2 1.908 em O.D.) (36.758) 23ft to 30ft 10.750 in . O .D. Pipe 3 1.20 (7.0 10 m to 9.144 m) (27 .305 e m O .D.) (46.43 1) Top and Bottom Rail s 1.625 in. O .D. T ubi ng 1.35 (4.128) (2.0 10) 1.625 in . x 1.250 in . Cha nn e l 1.35 (4.128 em x 3.175 e m) (2.0 10) 1.660 in. O.D. P ipe 2.27 (4 .2 16 em O .D.) (3 .378) 1.500 in . x 1.500 in . 1-Beam 2.2 7 (3.810 em x 3.8 10 em) (3.378) S wing Gate F rame 2.000 in . x 2.000 in. Square 2.72 (5 .080 em x 5.080 em) (4.048) 1.900 in . O.D. P ipe 2.72 (4.826 em O.D.) (4.048) G Washington Group International Ch evron ~ DATE: 8/10/07 FENCES AND GATES DOC . NO . WGI-29021-003-12-0-007 REV: A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE: 17 OF 23 PROJECT Table 2: Schedule of Post, Rail , a nd Gate Frame Material; Vinyl Coated S teel, except Aluminum Swing Gate Frame Component Dimensions Shape lb/ft (kg/m) Line Post Max. 8 ft (2.44 m) fab ric he ight 1.875 in . x 1.625 in . C-Po st 2 .34 (4.763 e m x 4 .128 e m) (3.482) Over 8 ft (2.44 m) f abric heig ht 2.250 in . x 1.703 in . C-Pos t 2.73 (5.7 15 em x 4 .326 e m) (4 .06 3) End, Corner, a nd Pull Pos ts 2.500 in . x 2.500 in . Sq uare 5 .10 (6.350 e m x 6.350 e m) (7.590) Gate Posts, single leaf width Max. 6ft 2 .500 in . x 2 .500 in . Square 5.10 (1.82 9 m) (6.350 em x 6 .350 e m) (7 .590) 6 ft to 12 ft 4.000 in . O .D. Pipe 9.11 ( 1.829 m to 3.658 m) (10 .160 e m O .D.) (13 .557) 12fttol 9ft 6 .625 in . O .D. Pipe 18 .97 (3 .658 m to 5 .791 m) ( 16 .828 em O .D.) (28.230) 19ft to 23 ft 8.625 in . O.D. P ip e 24.70 (5 .7 9 1 m to 7.01 m) (2 1.908 em O.D.) (36.758) 23ft to 30ft 10 .750 in . O .D. Pipe 3 1.20 (7 .0 10m to 9.144 m) (27 .305 e m O .D.) (46.43 1) Top and Bottom Rail 1.625 in . O .D . Tub in g 1.35 (4.128 e m O.D.) (2.009) Swing Gate Frame 2.000 in . x 2.000 in . S qu are (I )Vi nyl-C oated A lu minum (5 .080 em x 5.080 e m) \J Washington Group International (hevron "' DATE: 8/10/07 FENCES AND GATES DOC. NO. WGI-290 21·003·12·0·007 REV: A PICEANCE BASIN NATURAL GAS DEVELOPMENT PAGE : 18 OF 23 PROJECT Table 3: Tie Wire Schedule Component Size and Material Fab1·ic Tie Wire Spacing Post H-Bea m 6 gauge stee l 12 in. (30.48 em) o n centers Tubular 9 ga uge stee l 15 in . (38.1 0 em) on ce nt ers Rails and Braces 9 ga uge alum inum 24 in . (60.96 em) o n ce nt ers 13 ga uge s te el 24 in . (60.96) on ce nt ers (Double Wr ap) Tension Wire II gauge hog ring 24 in . (60.96 em) on ce nt ers Not e: Tie wi re and hog rin g coatin gs to match fabric finish Table 4: Schedule of Post Foundation Depths Foundation Condition Fence Solid Rock Solid Rock with Component Without Overburden So il and Masonry Overburden Lin e Pos t 14 in . 14 in . (35.56 em) a) I 0 in . (25.40 e m) di ameter concrete· 42 in . (I 06.68 (35.56 em) minimum in so lid e m) minimum rock or 42 in. b) two 11/2 in . x 11/2 in. x 30 in . (3.8 1 em x 3.8 1 e m x (I 06.68 em) bel ow finished grade 76 .20 e m) angle a nchors c) ga lva ni zed pip e socket · 42 in. (106.68 em) End, Corner, 20 in . 20 in . (50.8 em) a) 12 in . (30.48 em) min . diameter concrete-48 in . Gate , and Pull (50.80 em) minimum in so lid (121.92 em) Posts m1111mum rock or 48 in . b) two 11/2 in. x 11/2 in. x 30 in. (3.81 em x 3.8 1 e m x ( 12 1.92 em) below finished grade 76.20 em) a ngle anchors c) galvanized pipe socke t -48 in . ( 121 .92 em) G Washington Group International DATE: 8/10/07 FENCES AND GATES REV: A PICEANCE BASIN NATURAL GAS DEVELOPMENT PROJECT Appendix: Details DOC. NO. PAGE: Chevron If,' WGI-2902 1-003-12-0-007 19 O F 23 m ill !I! ':' 1'.1 ,, fl" • I I. i ~= .. -,_ ALWAYS SET ROTATION AT (90") FIRST, THEN SET SIZE AT (24 in ., 35 in.) THE APPROPRIATE SCALE RATI O CAN BE SUBSTITUTED FOR SIZE . ''"·aa...,~-:.·!o."!FC!J"f!f'f!! ~~· -~~:.-::, ~a.· ..L.,*--'"""""' """""~.Ly...,._""._ ~·~·=-~ ·~-a~~---• ~ 'tt GAfUlW"'-A'I!' 0 0 GATHro-"Vtr ~ , .... -.... ~-.... "'-'"'KM,.. 1 ..... ... ~~""'llollf 'S?A &I W OMeGAIDW!N •u,p., TO~~·•-G:Hf """"" 0"1-.a:O-fllloiOI: ~t~::.~:: .... H .. Ono 0"(~-:MI'r-.rl ). '::::.:.Yi t ... ~ ~$1'0"Wtu)(0'0 ~ ~~-.,~•w~~N 0 .,rns::u:., SECTION *A·A" Tr5TOI"~TI: .._x--.c -... 7--.:~QU~....:l'\IIIINO s~?:noi'J:~:B' JV.'I!'IOt.Tm JOCATti'OSTwm< l'WOUIIOI.TS ROLLER ASSEMBLY ·~~ ..... m' 9 £Zl11 £.;!...": f't!!!fre9 m·m·-r sf.ttt .. =-~=-·=== ~=. . ,. __ _ GUIDE ASSEMBLY "" tiC' c ;;$ ~ '"C 6 N ...... -0 = I "" Ill :::: l"l Ill "' ~ :::: Q. 0 ~ .., =-Ill ~ Q. S!2 Q; :r (J(l ~ ~ -Ill "' :tl 0 m ~ < .. ~ )> ~ ~ 0 -..j ., 0 m )> z 0 m OJ )> C/)'T1 -m Zz zo -a>m ::u-tcn QC)> c...:Dz ml>c or -tC>G') >~ cnm 0(1) m < m r 0 ., :: m z -t , 0 )> 0 C) (') m .. z 9 1\:) :E 0 0 G> ~ ;(; 1\:) CD w 0 1\:) 6 0 Cf j\j l 6 6 0 -..j 9 ~ • :::r ~ 0 = " a c "a ;' .... CD .. = a 0 = I» - ((f ALWAYS SET ROTATION AT (90') FIRST. THEN SET SIZE AT (24 in .. 35 in.) THE APPROPRIATE SCALE RATIO CAN BE SUBSTITUTED FOR SIZE. FOUNOAT!ON BRACKET FOA GATES WITH ?5 !t · 0 in TO u h · 0 tn.. OPENING MQf fO sc;.au ~-- .... _., -·· .. :u 0 m ~ < m )> ~ ;§ "' "'tt 0 m )> z 0 m llJ )> C/)"11 -m Zz zo "'ttl>m ::0 -4(/) oc:l> c..::oz ml>c or -fG)Gl )>l> CJ)-t m 0(1) m < m r 0 "'tt :: m z -t , 0 )> 0 C) r> !"!' z !::> 1\) ~ ~ 0 ~ "Tl r(;, 1\) CD w 0 1\) 6 0 ~ 1\) ((f 6 6 0 "' ALWAYS SET ROTATION AT (90°) FIRST , THEN SET SIZE AT (24 i n., 35 in.) THE APPROPRIATE SCALE RATIO CAN BE SUBSTITUT ED FOR SIZE. 11101.~1 l'<f l !' I] u I .. .-~OT~ G U ARD RAIL SPLICE Q TERMINAL PIECE ···"'-~-~-·-.. ' ~ ~ : --• ·-·· •• I ,."•~ CORNER PIECE /):::-·.:~: 11101.111/401-~.M(':..~ Y'UCI'POST 'OH.III1'05f ~·~' ~~:0 ~., M ... ~~ en [0 I .. ..cwa•:•·• ... ~ ---'Ron .... ,_~ D.m!!l!!l W-BEAM GUARQ BAIL BA.§~;::':,~-~Ff~ll ~"--""'~ ,/()!NTOEJAIL P LAN :•.::-J SCAR:.... •·~-·.,·•• IIOIJ!•tii(01) fltllll(ll.T l l }CP ~ CfJ } ==~==~~~=~= Y"'l.SNN\1-~----···~ ~~~~:="''~ r c c c c .,c c;-L'l / 4' If ~"/,"-"-• I '"'~I'OII'T lOMICI.tCT llliii.Cl'U""-110\.104ASI'NIOIIIM'LfCT st.-uc~-..e(CO""'!"IIIfDWI'Z ¢0olf :t()I'JIIII($(111VAf lll( ii'M'KIIYA,\If TOCOM"QIWTO AA$<> loii:IOJ'\'II'ICNET"'l'lNTIOHO# ~.,~~ IOWTIC)oool")MUIC.I wooo """"""' TIMSER GUARD RAIL = -·~ ~ l[.oRIOIO ., ... l)t,t. WlttiMI. T'oM POST INSTALLATION DETAIL "" k oot IIAIIIIU :.;. ·-· ~-­--IGoll 'o'-n:O. RAIL SECf!ON ... _____ ,__.,-..-.... -·---. ....,~ ~ ___ ........ .._.. . .,.__., .... __ _.,._uocet1._..,. 1. 0-"'W------~_,-...... ~== ... --... .un• .. a--. ...... ______ _ .....-..----~ ... --···''"'" ... ~,~~ .... s. ... -._. ..... __ _ ..... .....__...,...._, __ _ ___ ...,. __ "!!j 1:10' c ~ '!':- ....., Q ~ t>.) .... > I C'} c Ill a. !. r;; :II c m )> < -1 .. m }> ~ ~ ...., '"tl 0 m l> z 0 m OJ l> en , -m Zz zo '"tll>m JJ-tcn oc:l> '-JJz ml>c or -te>C> )>~ cnm ccn m < m r 0 '"tl ::: m z -t , c )> 0 C) 0 m .. z p f\) :E f\) 0 (;) "Tl "' f\) <0 "' 0 f\) ~ 6 0 Cf ~ f\) 6 6 0 ...., 9 ~ • ::r !i ~ = G) a c , ;' -CD .. = a a· = Dl - ((f Q Washington Group International Chevron lfJ DATE : 8/10/07 FENCES AND GATES DOC. NO . WGI -29021 -003-12-0-0 07 REV : A PICEANCE BASIN N ATURAL GAS DEVELOPMENT PAGE: 23 OF 23 PROJECT Attachment: Purpose Codes Definit ions Code Description c Assigned to para gra ph s containing spe c ifi ca tions whose primary purpo se is reduced costs . Reduced cost in thi s co ntext refers to initia l in ves tment cost and does not include Life-Cyc le cos t considerations . Life - Cycle cost considerations are captured und er reliabi lity, maintainabi lity, or operabi lity purpose codes. E Assigned to paragraphs co nt ainin g specifica ti o ns who se primary purpo se is dri ve n by e nvironmental co nsiderat ions. Enviro nm e nta l co ns id era ti o ns typically inc lude spec ifications intended to protect against emi ss ions/leakage to the air , water, and/o r so il. Deviati o ns from th e specifica tions contained in such paragraphs require formal review and approval accordin g to local e nvironmental policy . I Assigned to paragraphs that provide on ly clarifying information such as Scope statem ent s, definitions of terms, etc . M Assigned to para graphs co nta in ing specifica tions whose prim ary purpo se is to provide for maint a inabilit y of equipment or systems. Maintainability provisions are th ose that fa cilit ate the perform ance of mainte nan ce on equipm ent/sys tem s ei ther during downtimes or during on-stream operations. 0 Assigned to paragraph s co ntaining spec ificat ions who se primary purpose is to ass ure operabi lity of equipment or systems. Operabi lity is the abi lity of the equipment/sys tem to perform sa ti sfactori ly even though conditions are off-design , such as during star tup s, process swi ngs, s ub co mponent ma lfu ncti o n, etc. R Assigned to paragra ph s containing spec ifi cat ions who se primary purpose is to impro ve or ass ure the reliabilit y of equipment or sys te ms. Reliabi lity is a meas ure of th e ab ility of equipment/systems to operate without mal function or fai lure between planned maintenance interventions. s Assigned to paragraph s containing spec ificat ion s whose pr imary purpose is avoidance of personnel o r operational safety in c idents . Any de viati on from the spec ificatio ns con tain ed in s uch des ignated paragrap hs requires forma l revi ew and approva l according to local safe ty po li cy. Personne l Safety: Refer s to the avoidance of recordable personnel injuri es; i.e ., burns, c uts , abrasions, inhal atio n, or exposure to da ngerous sub stances, etc., that cou ld result in medica l treatm en t, restricted work, lost-time inc ident s, or fatalities. Operational Safety : Refers to the prevention and co ntro l of process releases , fires , explosions, etc. (!;Washington Group International Integrated Engineering, Construction, and Management Solutions Chevron Ill PICEANCE BASIN NATURAL GAS DEVELOPMENT PROJECT GARFIELD COUNTY, COLORADO SPECIFICATION FOR ASPHALT PAVING A Prel im. Issued for Review/Comments MN JRV 7-30-07 REV. DESCRIPTION BY CHKD APVD cvx DATE RVWD REVISIONS CLIENT: CHEVRON North America Exp loration and Production PROJECT: Piceance Basin Natural Gas Development Project JOB NO.: 29021-003 DOC. NO.: WGI-29021-003-12-0-008 G Washington Group International Chevron ll1 Date: 7/30/07 ASPHALT PAVING Doc. No. WGI-29021 0003-12-0-008 Rev: A PICEANCE BASIN NATURAL GAS Page : 2 of 5 DEVELOPMENT PROJECT TABLE OF CONTENTS SECTION PAGE 1 . GENERAL ........................................................................................................................................ 3 1.1 Work lncludes ................................................................................................................................. 3 1.2 References ...................................................................................................................................... 3 1 .3 Definitions ....................................................................................................................................... 3 1.4 Quality Assurance .......................................................................................................................... 3 1 .5 Job Conditions ............................................................................................................................... 4 1 .6 Submittals ....................................................................................................................................... 4 2 . PRODUCTS ..................................................................................................................................... 4 2 .1 Materials .......................................................................................................................................... 4 3. EXECUTION ..................................................................................................................................... 4 3.1 Surface Preparation ....................................................................................................................... 4 3.2 Field Quality Control ...................................................................................................................... 5 \J Washington Group International Chevron • Date : 7/30/07 ASPHALT PAVING Doc. No. WGI-29 02 1 0003-12-0-008 Rev: A PICEANCE BASIN NATURAL GAS Page: 3 of 5 DEVELOPMENT PROJECT 1. GENERAL 1.1 Work Includes Extent of asphalt and surfacing is shown on the Drawings. 1.2 References The follow ing is a list of standards which may be referenced in this section: A. American Society for Testing and materials (ASTM): 1. 01557, Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort {56,000 ft-lbf.ft 3 (2 , 700 kN-m/m 3 )). B. American A ssociation of State Highway and Transportation Officials (AASHTO): 1. T209, Standard Method of Test for Theoretical Max imum Specific Gravity of Bituminous Paving Mixture . 2. T310, Density and Percent Relative Compaction of In-Place Bituminous Pavement by Nuclear Method. 1.3 Definitions A. Owner: Chevron North America Exploration and Productio n B. Engineering : Washington Group International , Inc. C. Contractor: TBN D. Subcontracto r: Firm undertaking the scope of work as defined in this Specification. E. State: Refers to the State of Colorado. 1.4 Quality Assurance 1.4.1 Subcontractor shall comply with and perform all paving work in accordance with the Stand ard Spe cificatio ns for Road Construction (latest edition) of the Colorado Department of Transportation (COOT) and the Asphalt Institute "Specifications for Paving and Industrial Applicat ions (SS-2), information series documents IS 91 and IS 87 . 1.4 .2 Compact asphalt between 92 and 96 percent of the maximum theoretical density. 1.4 .3 Provide compaction tests of so il subgrade at not les s than one (1) test per each 100 lineal feet of road . 1.4.4 Asphalt cement materials shall conform to ASTM 0 3515. 1.4.5 Obtain materials from same source throughout project. 1.4.6 At Contractors discretion "s uspect" installation will be tested, for conformance to COOT Specifications by: Q Washington Group International Ch evron • Date: 7/3 0/07 ASPHALT PAVING Doc. No. WGI-29021 0003·12·0·008 Rev : A PICEANCE BASIN NATURAL GAS Page: 4 of 5 DEVELOPMENT PROJECT A. Extraction and gradation for compliance with approved job mix formula . B. Density testing to verify conformance to COOT standards . Non-complying installations will be replaced at the Subcontractor's expense . 1.4 .7 Mix designs which differ from these indicated in this Section must be accompanied with a letter from the design engineer certifying to the Contractor that the proposed design complies with COOT standards and specifications . 1.5 Job Conditions 1 .5.1 Establish grades , lines and elevations to drain water away from subgrade, prohibit pending and accommodate adjoining work and property. 1.5.2 Subgrade Conditions : Provide subgrade improvements as required to correct adverse conditions caused by permeability , frost potential and unstable soils. 1.6 Submittals Submit the following to the Contractor at least 14 days prior to paving: A. Job mix design that meets COOT Specifications. 2. PRODUCTS 2.1 Materials 2.1 .1 Design assumes a strength coefficient of 0.44. 2 .1.2 Asphalt concrete shou ld be relatively impermeable to moisture and should be designed with 100 percent crushed aggregates that have a minimum of 80 percent of the aggregate retained on the No. 4 sieve with two mechanically fractured faces. 2.1.3 Gradations that approach the maximum density line (within 5 percent between the No. 4 and 50 sieve) should be avoided. 2.1.4 A gradation with a nominal maximum size of 3/4 inch developed on the fine side of the maximum dens ity line should be used. 2.1.5 Total void content , void in the mine ra l aggregate (VMA) and voids filled shall be considered in the selection of the optimum asphalt cement content. The optimum asphalt content sha ll be selected at a total air void content between 3.5 to 4.5 percent. The mixture shall have a minimum VMA of 14 percent and voids filled that range from 65 to 80 percent. 3. EXECUTION 3.1 Surface Preparation 3.1 .1 Compact soil subgrade to 92 percent of modified Proctor density (ASTM D 1557) at mois ture content within 1 percent below to 3 percent above optimum moisture content. ) G Washington Group International Che vron 'll Date : 7/30/07 ASPHALT PAVING Doc. No. WGI-2902 1 0003-1 2-0-008 Rev : A PICEANCE BASIN NATURAL GAS Page : sot 5 DEVELOPMENT PROJECT 3.1 .2 Final grading of the subgrade should be carefully controlled so the design cross-slope is maintained and low spots in the subgrade that could trap water are eliminated. 3 .1.3 After final subgrade elevation has been reached and the subg rade compacted , the area shall be proof-rolled with a pneumatic-tired vehicle loaded to at least 18 kips per axle. Subgrade that is pumping or deforming shall be scarified , moisture conditioned and re-compacted . 3 .2 Field Quality Control 3.2.1 General : Repair or remove and replace unacceptable or non-compliant paving, as determined by an independent testing laboratory and as directed by the Contractor. 3 .2.2 Surface Smoothness: Surfaces will not be acceptable if exceeding the follo wing tolerances from smoothness when testing with a 1 0-foot straight edge. A. Wearing Course Surface: 3/16 inch. B. Pavem ent variation from the true design elevation : 1/4 inch. C. Areas which pond water for longer than 24 hours will be cut out and replaced with hot mixed asphalt. G Washington Group International Integrated Engin eering, Construction, and Management Solutions Chevron Ill PICEANCE BASIN NATURAL GAS DEVELOPMENT PROJECT GARFIELD COUNTY, COLORADO SPECIFICATION FOR EXCAVATING, BACKFILLING AND COMPACTING FOR UTILITIES A Issued Preliminary for Rev iew and Comments MN JRV 8-10-07 REV. DESCRIPTION BY CHKD APVD cvx DATE RVWD REVISIONS CLIENT: Chevron North America Exploration and Produ ction PROJECT: Piceance Basin Natural Gas Deve lo pment Project JOB NO .: 29021-003 DOC. NO.: WGI-29021-003 -12-0-009 Chevron G Washington Group International IN Date: 8/10/07 EXCAVATING, BACKFILLING AND Doc. No. WGI·29021-003-12-0-009 COMPACTING FOR UTILITIES Rev: A PICEANCE BASIN NATURAL GAS Page: 2 of 12 DEVELOPMENT PROJECT TABLE OF CONTENTS SECTION PAGE 1. GENERAL ........................................................................................................................................ 3 1.1 Scope ............................................................................................................................................... 3 1.2 Related Sections ............................................................................................................................. 3 1.3 Definitions ....................................................................................................................................... 3 1.4 References and Standards ............................................................................................................ 3 1.5 Geotechnical Investigation ............................................................................................................ 3 1.6 Submittals ....................................................................................................................................... 4 1.7 Quality Assurance .......................................................................................................................... 4 1.8 ProjecVSite Conditions .................................................................................................................. 5 2. PRODUCTS ..................................................................................................................................... 6 2.1 Materials .......................................................................................................................................... 6 2.2 Equipment and Materials Rellability ............................................................................................. 8 3. EXECUTION ..................................................................................................................................... 8 3.1 Trenching ........................................................................................................................................ 8 3.2 Backfilling ....................................................................................................................................... 9 3.3 Compaction ................................................................................................................................... 1 0 3.4 Special Conditions for Fiberglass Pipe ..................................................................................... 1 0 3.5 Adjusting ....................................................................................................................................... 12 3.6 Cleaning ........................................................................................................................................ 12 3.7 Protection ...................................................................................................................................... 12 Chevron G Washington Group International IN Date: 8/10/07 EXCAVATING, BACKFILLING AND Doc. No. WGI-29021-003-12-0-009 COMPACTING FOR UTILITIES Rev: A PICEANCE BASIN NATURAL GAS Page: 3 of 12 DEVELOPMENT PROJECT 1. GENERAL 1.1 Scope This specification covers requirements for excavating , backfilling and compacting for utilities installation at Chevron's Piceance Basin Natural Gas Development Project. Services for this work shall consist of , but not necessarily are limited to the following: trenching, backfilling , compaction , testing , adjustments , and cleaning . State and local laws concerning pollution abatement shall be followed . 1 .2 Related Sections The following specif ications are related to the work described herein. On ly those provisions relevant to the work shall apply. 1.2.1 Specification No. 12-0-002 -Site Preparation and Earthwork 1.3 Definitions 1.3.1 Owner: Chevron North America Ex ploration and Production 1.3.2 Engineer: Washington Group Intern ational Inc. 1 .3.3 Contractor: TBD 1.3.4 Subcontractor: Firm undertaking the scope of work as defined in this Specification. 1.3.5 State: Refers to the State of Colorado. 1.4 References and Standards The codes , standards and regulations of the following organizations in effect as of August 10,2007, form a part of this Spec~ication to the extent indicated by the refe rences thereto: 1.4.1 American Society for Testing and Materials (ASTM). 1.4.2 Occupational Safety and Health Act (OSHA); State and Federal. 1.4.3 American Public Works Association (APWA) Should a conflict be found to e xist between any appl icable portion of the referenced codes and standards and this Specification , the conflict shall be submitted to the Engineer for resolution before proceeding with the affected work . 1.5 Geotechnical Investigation 1.5.1 The Geotechnical Investigation and Report for Geotechnical Investigation -Fresh Water Pond w/ Addendum 1 -(Job No. 2,62 8-E) -Piceance Basin Development Project -Garfield County, Colorado dated April 17, 2007 prepared by Geotechnical Engineering Group, Inc. Chev r on G Washington Group International • Date: 8/10/07 EXCAVATING, BACKFILLING AND Doc. No. WGI -29021-003-12-0 -009 COMPACTING FOR UTILITIES Rev: A PICEANCE BASIN NATURAL GAS Page: 4 of 12 DEVELOPMENT PROJECT 1.5.2 The Geotechnical Investigation and Report for Geotechnical Investigation -Man Camp-(Job No. 2,628-C) -Piceance Basin Development Project -Garfield County, Colorado dated April 19, 2007 prepared by Geotechnical Engineering Group, Inc. 1.5.3 The Geotechnical Investigation and Report for Geotechnical Investigation-Temporary Office Site-(Job No. 2,628-J) -Piceance Basin Development Project -Garfield County, Colorado dated May 7, 2007 prepared by Geotechnical Engineering Group, Inc. 1.5.4 Such information is not a warranty of subsurface conditions and may not reflect subsurface conditions over the entire proposed construction area. The Subcontractor shall be responsible for the interpretation and use of the information . 1.5.5 The availability or use of the Geotechnical Investigation and Report and logs of test borings and test pits therein shall not be construed as a waiver of the Subcontractor duty to examine the site and the conditions affect ing the work, and also does not relieve the Subcontractor from the risk of soil or subsurface conditions , which could reasonably be anticipated, or from properly fulfilling the terms of the contract. 1.6 Submittals Subcontractor shall submit the following for Contractor information and review: 1.6.1 Certified test report and certification of proposed aggregates. 1.6.2 Certification and catalog data for electronically detectable plastic identification tape. 1.6.3 All test reports shall contain the following information : A. Project identification and name . B. Date of test. c. Name of Subcontractor. D. Name of author of report. E. Location where test took place. F. Results of tests. 1. 7 Quality Assurance Compaction Tests : Maximum density and in-place density will be performed as required by an independent soils firm engaged by the Contractor. 1.7 .1 One optimum moisture-maximum density curve for each class of soils will be prepared . A. Maximum Densities : As determ ined in accordance with ASTM D 1557. 1.7.2 Quality Control Testing During Construction: Shall be performed using in place density test per ASTM D 1556, ASTM D 2922, or ASTM D 2167 for cohesion less material. Ch evron G Washington Group International u Date: 8/10/07 EXCAVATING, BACKFILLING AND Doc. No. WGI ·29021 ·003·12·0·009 COMPACTING FOR UTILITIES Rev: A PICEANCE BASIN NATURAL GAS Page: 5 of 12 DEVELOPMENT PROJECT A. Field control of moisture content shall be by ASTM D 3017 for cohesion less material. B. Location of Tests: Will be determined by the Contractor or its designated representative. C . Frequency of Tests: -One test for every 300 linear feet of each lift. 1. 7.3 Quality Control Tests: If tests indicate results below specified densities , Subcontractor shall provide additional compaction and bear the expense of retesting . 1.7 .4 Notification: Subcontractor shall give the Company at least four days written notice in advance of time required for inspect ing and test ing services . 1.7.5 Compaction Test Locations : Shall not serve as a guaranteed indicat ion that all compacted areas meet the minimum requirements, but it shall be the Subcontractor responsibility to compact all the soils at least to the minimum density requirements. 1.8 Project/Site Conditions 1.8.1 Protection: Protect and maintain facilities and utilities that are to remain on the Project site. A. Bench Marks and Monuments: Carefully maintain and protect bench marks, monuments and other reference points ; if disturbed or destroyed, replace as directed by the Contractor at no additional cost. B . Safeguards : Erect and maintain safeguards , as required by construction operations, codes or existing conditions, for the safety of persons or property and to protect it from damage, injury or loss. C. Drainage: Provide for diversion of surface drainage during the period of excavating, backfilling and compacting operations. 1. Keep excavations free of water during entire process of work, regardless of cause , source or nature of the water. D. Underground Water Conditions: Report to the Contractor or its designated representative any underground water condition encountered. E. Shoring, Sheet Piling and Bracing: Provide shoring, sheet piling and bracing , as necessary, to prevent caving, eroding or gulling of sides of excavations. 1. Responsibility for safe design , installation and maintenance of all shoring , sheet piling and bracing shall rest with the Subcontractor. F. Provide appropriate protective measures necessary to avoid collapse of , and water drainage and damage to existing structures on the Project site. G . Ex isting Utilities: Determine locations of existing underground utilities in the areas of work. 1. If utilities are to remain in place , provide adequate means of protecting during excavating, backfilling and compacting operations. 2. Notify the Contractor at least 48 hours before the start of excavation to allow time for scheduling and lo cating underground utilities. Chevron G Washington Group International • Date: Rev: 8/10/07 A EXCAVATING , BACKFILLING AND Doc. No. WGI-29021-003-12-0-009 COMPACTING FOR UTILITIES PICEANCE BASIN NATURAL GAS Page: 6 of 12 DEVELOPMENT PROJECT 3. Should uncharted or incorrectly charted piping or other utilities be encountered during excavation , immediately stop execution protect facilities until it has been determined whether facilities are active or inactive. 4. Consult with the Company immediately for directions to proceed . H. Repair damaged utilities to the satisfaction of the Contractor. 1. Do not interrupt existing utilities except when permitted in writing by the Contractor, and then only after acceptable temporary utility services have been provided . 2. If existing utilities are encountered during excavating operations, coordinate with the Company for direction. 1.8.2 Dust Control: Control the spread of airborne dust originating as a result of excavating, backfilling and compacting operations . 1.8.3 Materials Found: In the event that items with potential archaeological , pale ontological or historical val ue are discovered, immediately cease operations, notify the Contractor and await direction before proceeding with the work. 2. PRODUCTS 2.1 Materials 2 .1.1 Materials shall be suitab le for the use intended and shall meet the req ui rements as follows , and shall be used only with the Contractors approval. 2.1.2 Trench Stabilization Material: Un iform washed rock conforming to the following gradations : Sieve Size Percent Passing 2 inches (50 mm) 95-100 1 inch (25 mm) 35-70 1/2 inch (12.5 mm) 10-30 No.4 (4.75 mm) 0-5 2.1.3 Pipe Bedd ing Material : Crushed stone or rounded gravel , conforming to the fo llowing gradations: Sieve Size Percent Passing 1/2 inch (12.5 mm) 90-100 3/8 inch (9.5 mm) 20-55 No.4 (4.75 mm) 0-10 Chevron G Washington Group International ~~~ Date: 8/10/07 EXCAVATING, BACKFILLING AND Doc. No. WGI-29021 -003-12-0-009 COMPACTING FOR UTILITIES Rev: A PICEANCE BASIN NATURAL GAS Page: 7 of 12 DEVELOPMENT PROJECT No. 10 (2.0 mm) 0-5 2.1.4 Backfill Material: Use only material free of clay, rock or gravel larger than 3/4" inch for up to 6 inches over pipe and larger than 2 inches thereafter. Material shall be free of debris , waste, saturated materials, vegetation and other deleterious materials as approved by the contractor. 2 .1.5 Alternative pipe protection by the use of Boddingtons "Rockshield " or approved equal upon approval of the site engineer will be considered. 2.1.6 Flow Fill A. Flowfill shall consist of a mixture of Portland cement, aggregate, fly ash , water and approved admixtures conforming to the following requirements . 1. Portland Cement: ASTM C150, Type I or Type II 2. Aggregate: • ASTM C33, Size 7 • Native or imported material as approved by Engineer. Maximum aggregate size shall be 1.0 inches with a maximum of 20 percent passing the No. 200 sieve. The soluble sulfate content of aggregate in the mixture shall not exceed 0.3 percent by dry weight. Clayey silt and highly weathered claystone bedrock shall be segregated and not used. Soils shall be broken into their individual particles . No clay balls or masses of cemented material s shall be allowed in the final mixture . • The minus 40 sieve fraction shall have a maximum plast ic it y index of 3 as defined by ASTM D4318. 3. Water: Potable quality 4 . Fly ash: Class C, ASTM C618 or approved alternate. 5. Proportion the Flowfill to be flowable , nonsegregating, self consolidating low shrink slurry. Determine the materials and proportions used to meet the requirements of these Specifications. 6. The unconfined compressive strength at 7 days shall be a minimum of 50 psi and at 28 days a maximum of 150 psi. Form a minimum of 6 test cylinders with proposed materials to confirm design strength and mix design in accordance with ASTM D4832. Two of the cylinders shall be broken at 7 days and two at 28 days in conformance with applicable Concrete Cylinder Specifications and results provided to Engineer. The remaining two cylinders shall be broken at the discretion of the Engineer. Complete mix design and cylinder breaks at least 21 days prior to use of the material in the work . Final m ix approval and use of the material shall not occur prior to confirmation for strength by the cylinder breaks. 2.1 .7 Electronically Detectable Plastic Identification Tape shall be used to identify underground utilities. A. Tape shall consist of one layer of aluminum foil laminated between two layers of inert plastic film . B. Tape shall be resistant to alkalis , acids , and other destructive agents commonly found in soil. Chevron 0 Washington Group International " Date: Rev: 8/10/07 EXCAVATING, BACKFILLING AND Doc. No. WGI -29 021 -003·1 2-0-009 COMPACTING FOR UTILITIES A PICEANCE BASIN NATURAL GAS Page: 8 of 12 DEVELOPMENT PROJECT C . The lamination bond shall be strong enough that the layers cannot be separated by hand. D. Tape shall be a minimum of 4.5 mils thick with a minimum tensile strength of 60 pounds in the machine direction and 58 pounds in the transverse direction per 3-inch wide strip. E . Tape shall be imprinted with a continuous warning message repeated every 16 to 36 inches . F. Tape shall be inductively locatable and conductively traceable using standard pipe and cable locating device. G . The warning message on tape shall be "Utility Service Identification" (i.e., gas li ne, water line, and similar wording) BURIED BELOW. H . Id entification tape shall be furni shed in colors matching the APWA Uniform Color Code: I. Red: Electric Power lines, Cables, Conduit and Lighting Cables 1. Yellow: Gas, Oil, Steam , Petroleum or Gaseous Materials 2 . Orange: Communication , Alarm or Signal Lines, Cables or Conduits 3. Blue: Potable Water 4. Purple : Reclaimed Water, Irrigation and Slurry Lines 5. Green : Sewers and Drain Lines 2.2 Equipment and Materials Reliability 2.2 .1 In order to maintain the Project Schedule , all equipment and materials supplied by the Subcontractor shall be of su ch condition and quality as to provide the utmost reliability and performance of operation throughout the pe riod of this work. 2.2.2 The Contractor will direct the Subcontractor to replace or augment any defective or unreliable equipment or materials within three (3) working days and at no additional cost to the Contractor. 3. EXECUTION 3.1 Trenching 3.1.1 Refer to the Drawings for locations and details . 3.1.2 Perform all trenching of whatever materials encountered to grade and elevations indicated on the Drawings and specified for underground p iping , drainage and utility structures and related work. Compact trench bottom to required density. 3 .1.3 Perform hand trenching within five (5) feet of all known underground utilities , and take adequate precautions to prevent damage to ex isting utilities. 3.1.4 Storing of Excavated Materials: During excavation, stack material suitable for backfill in an orderl y manner a sufficient distance from the banks of trenches to avoid overloading , and to prevent slides or cave-ins . Chevron 0 Washington Group International • Date: Rev: 8/10/07 EXCAVATING, BACKFILLING AND Doc. No. WGI -2902 1-003-12-0-009 COMPACTING FOR UTILITIES A PICEANCE BASIN NATURAL GAS Page: 9 of 12 DEVELOPMENT PROJECT A. Pile excavated material on one side of the trenches in such a manner as to keep surface drainage of adjoining areas unobstructed. 3.1.5 Excess/Unsuitable Materials: Use excavated material on the Project to the extent possible; no material shall be wasted without Contractor's permission. A. Remove unsuitable or excess excavated material from the site and dispose of it in an approved landfill. Stockpile excess suitable material as directed by the Contractor. 3 .1.6 Surface Grading: Grade ground adjacent to excavations as necessary to prevent surface water from flowing into trenches or other excavations. 3 .1. 7 Dewatering : Keep trench areas free of water. Pumping work shall include adequate pumps, hoses, strainers and other appurtenances required ; also power, labo r and maintenance, to keep excavated areas free of water. 3.1.8 Unauthorized Over depths: Take care not to e xcavate below the depths indicated on the Drawings. A. Where over-excavation has occurred, backfill to the proper grade with compacted bedding or other suitable material as directed by the Contractor. 3.1.9 Wet and Unstable Materials: When wet excavation is encountered , dewater the trench and keep it free of water until the pipe has been laid and backfilled to a point at least one foot above top of pipe or ground water level. A. Where unstable material is encountered in bottom of trench or other excavation , excavate to depths directed by the Contractor and backfill with suitable material. B. Trench walls below top of pipe shall be vert ical , and the width shall not exceed pipe outside diameter plus 24 inches. 1. 12 inches above top of pipe , slope the trench walls in accordance with applicable safety codes and regulations. C. Open no more than 100 feet in advance of pipe laying . D. Accurately grade bottoms of trenches to provide uniform bearing and support for the lower quadrant of each pipe section along its entire length. 1. Take care not to e xcavate below the depths indicated on the Draw ings . 2. Provide bell ho les as required for Bell-and-Spigot installations. E. If rock excavation is anticipated , excavate trench bottom 6 inches below bottom of pipe and backfill to pipe grade with pipe bedding material. Alternative pipe protection by the use of Boddingtons "Rocksh ield" o r approved equal upon approval of the site engineer will be considered. 3.2 Backfilling 3.2 .1 Do not backfill until all tests and insp e ction s as specified herein have been performed and approved . ) ) Chevron G Washington Group International '!' Date: 8/10/07 EXCAVATING, BACKFILLING AND Doc. No. WGI-29021 -003-12 ·0-009 COMPACTING FOR UTILITIES Rev: A PICEANCE BASIN NATURAL GAS Page: 10 of 12 DEVELOPMENT PROJECT 3.2.2 Maintain all timber sheeting below a plane one foot above top of pipe and leave in place in order not to disturb pipe grading. A. Before backfilling , remove all other sheeting, bracing and shoring. 3 .2 .3 Before backfilling around utilities and/or structures , remove and clear away forms, trash and debris . A . Place selected excavated material in 6 inch maximum layers, loose depth ; moisten each layer as necessary and compact with mechanical or hand tampers. 3.2.4 Trench Backfill: Carefully place around and over pipe in 8-inch maximum layers, loose depth. A. Backfill to top of pipe, or as shown on the Drawings, with pipe bedding material and tamp each layer thoroughly and carefully by hand. B. Backfill and compact remainder of trench with approved excavated material , unless otherwise specified . C . Backfill material shall be free of organic material and shall be readily compactable. D. Backfill so that no settling will occur. E. Install electronically detectable plastic identification tape at least two (2) feet above all buried utility services, but no less than 12 inches below f inished elevation or at depth as specified by Contractor or its designated representative. 3.2.5 Seasonal Limits : Do not deposit, spread or compact backfill material during unfavorable weather conditions . A . When the work in progress is interrupted by heavy rain , do not resume backfill operations until the Contractor indicates that the moisture content and dens ity of the previously placed backfill is as s pecified . 3.3 Compaction 3.3 .1 Compaction Tests: Will be performed on bedding and backfill per Section 1.7 of this document. A. If tests show unsatisfactory compaction , remove soil and recompact to meet specifications . 3.3 .2 Compaction Requirements: 90 percent of maximum density in areas to be landscaped, and to 95 percent maximum density per ASTM D 1557 when under structures, slabs or paved areas. 3.3.3 Jetting or ponding will not be allowed . 3.4 Special Conditions for Fiberglass Pipe 3.4.1 Preparing the trench A. Final bedding of the trench must be as uniform and continuous as possible. High spots on the trench bottom cause uneven bearing on the pipe, damage due to stress during ) Chevron G Washington Group International " Date: 8/10/07 Rev: A EXCAVATING, BACKFILLING AND Doc. No. WGI-2902 1·003·12·0·009 COMPACTING FOR UTILITIES PICEANCE BASIN NATURAL GAS Page: 11 of 12 DEVELOPMENT PROJECT backfill and unnecessary wear at these points. This is particularly significant if pulsations occur in the line . Avoid sharp bends and changes in elevation in the line. It is important to remove all sharp rocks and other abrasive material from the trench bottom. 3.4.2 Rocky areas A. If the trench is excavated through rock or shale ledges , make the trench slightly deeper and use a minimum of six inches of sand or other clean backfill in the bottom of the trench and over the pipe to protect the pipe from rocks. 3.4.3 Road crossin gs A. When you lay pipe under road crossings, it may be necessary to lay the pipe through a conduit or sleeve . If this is not po ssib le, contact the fiberglass manufacturer for recommended burial depths and procedures to avoid pipe damage . When conduits are used , take care that the pipe is properly bedded at the points of entry to and exit from the conduit to prevent stress or wear on th e pipe . If there is a possibility that pipe will touch the edges of the conduit , pad the pipe to prevent rubbing against the steel or concrete conduit. Discarded tires or pump jack belting can be used for this purpose . 3.4.4 Backfilling A. The installation should be backfilled with sufficient fill to hold it in place with all of the fittings and joints left open for inspections during the testing period . When testing is completed , the backfi ll ing may be finished. B. Cover the pipe as soon as possible after testing to eliminate the chance of damage to the pipe , floating of the pipe due to flooding or shifting of the line due to cave-ins . C. Materials 1. The material used for the backfill must be free of sharp rocks , heavy boulders, large clods of dirt and frozen lumps. Frozen earth will eventually thaw, leaving the pipe with insufficient supports and voids around the pipe . Pipe must be completely supported underneath and up to the centerline before overburden is applied. Vibratory or si mil ar tamping equ ipment can drive small stones into the pipe wall. Use clean backfill six inches under and over the pipe with this type of equipment. Separate multiple lines in the same ditch with clean backfill or sand. The distance between multiple line s must be six inches or one pipe diameter whichever is greater, unless you take special precautions to ensure that backfill material is place under and around the pipe. In all cases, there must never be voids (areas that do not contain backfill) under or aro und the pipe . 3.4 .5 Minimum Burial Depths with Surface Loading A. To minimize depth of cover , from the top of the pipe to the surface , for pipes buried under unpaved surfaces and subjected to vehicular loads depends upon the pipe type, pipe size, type of vehicle and the soi l modulus of the backfill material. The minimum depth of cover shall be four (4) feet. The minimum burial depth might be reduced if the pipe is buried under asphalt or cement paved surfaces capable of supporting the wheel load. It is also pos sib le to reduce the burial depth when vehicular loads are less than the standard maximum lega l axle load . When specifying these burial depths , the backfill must be tamped under the sides of the pipe and compacted. These burial depths are based on Chevron 0 Washington Group International lfiiil Date: 8/10/07 Rev: A EXCAVATING, BACKFILLING AND Doc. No. WGI-29021-003-12-0-009 COMPACTING FOR UTILITIES PICEANCE BASIN NATURAL GAS Page: 12 of 12 DEVELOPMENT PROJECT Spangler's deflection equation and a modified form of Luscher's backfilling equation as outline in AWWA C950 (American Water Works Association , 6666 West Quincy Ave., Denver, CO, 80235) or in ASTM 03839, "Standard Pra ctice for Underground Installation of "Fiberglass" (Glass-Fiber Reinforced thermosetting Resin) Pipe". A soils ability to support pipe depends on the type of soil per the Unified Soil Classification and on the arrangement and condition of the soil , i.e. density, moisture content. A stable soil is a soil that is capable of mobilizing sufficient resistance to support a buried pipe. Unstab le soils a re soils such as peat , organic soil , and highly expansive clays that exhibit a change in the vo lume with a change in the mois ture content. Some guidelines in determining the stability at a particular site are as follows: 1. For cohesive soils or gra nular-cohesive soils, if the unconfined compressive strength per ASTM 02166 exceeds 1500 lbs ./ft2 the soil will generally be stable . 2 . For cohe sive soi ls, if the shear strength of the soil per ASTM 02573 is in excess of 750 lbs ./ft2 , the soil will generally be stable. 3. For sand if the standard penetration value , N , is above 10, the soil w ill generally be stable . 4. Special precautions are necessary when the native soil is unstable ; contact the fiberglass pipe manufacturer if pipe burial is being considered under these conditions. 3 .4 .6 Maxi mum burial depths A. When burying pipe in soil with a backfill modulus of 1000 psi, the maximum allowable depth of cover is 15 feet. When burying pipe in soil with a backfill modulus of 700 psi, the m aximum allowable cover is 7 feet. Surface loading does not generally affect the maximum burial depths . Consult the fiberglass pipe manufacturer. 3.5 Adjusting 3.5 .1 Restoring Surfaces: Restore street pavements , curbs , sidewalks and areas that may be opened in performance of work specified herein to original or better condition . 3.5.2 Reconditioning Compacted Areas : Where completed compacted areas are disturbed by subsequent construction operations or adverse weather, scarify the surface, reshape , and compact to the required density prior to further construction . 3.6 Cleaning Promptly remove and d ispose of excess materials, litter and debris , leaving areas in a clean condit ion . 3.7 Protection Protection of Graded Areas: Protect newly graded areas from traffic and erosion, and keep free of trash and debris. 3.7.1 Repair and re-establish grades in settled , eroded , and rutted areas to the specified tolerances . ) G Washington Group International Integrated Engineering, Construction, and Management Solutions Chevron • PICEANCE BASIN NATURAL GAS DEVELOPMENT PROJECT GARFIELD, COLORADO SPECIFICATION FOR CONCRETE CONSTRUCTION ) A Issued Preliminary for Review and Comments 8/10/07 REV. DESCRIPTION BY CHKD APVD cvx DATE RVWD REVISIONS CLIENT: Chevron North America Exploration and Production PROJECT: Piceance Basin Natural Gas Development Project JOB NO.: 29021-003 DOC. NO.: WGI-29021-003-13-0-001 ) G Washington Group International Chevron IS Date: 8/10/07 CONCRETE CONSTRUCTION Doc. No. WG I-29021-003-13-0-001 Rev : A PICEANCE BASIN NATURAL GAS Page : 2 of 4 1 DEVELOPMENT PROJECT TABLE OF CONTENTS SECTION PAGE 1. GENERAL ........................................................................................................................................ 3 1.1 Scope of Work .................................................................................................................................. 3 1.2 Codes and Standards ....................................................................................................................... 3 1.3 Vendor Documentation ..................................................................................................................... 7 1.4 Quality Assurance (Not Used) .......................................................................................................... 9 1.5 Site and Utility Data .......................................................................................................................... 9 2. PRODUCTS ..................................................................................................................................... 9 2 .1 Design Criteria (Not used) ................................................................................................................ 9 2 .2 Materials and Fabrication ................................................................................................................. 9 2 .3 Testing and Inspection (Not Used) ................................................................................................. 14 2.4 Cleaning and Pa intin g (Not Us ed) .................................................................................................. 14 2.5 Tagging and Marking (Not Used) ................................................................................................... 14 2.6 Packaging and Shipp i ng ................................................................................................................. 14 3. EXECUTION ................................................................................................................................... 14 3.1 De sign of Concrete Mix and Concrete Supply ............................................................................... 14 3.2 In stallation ...................................................................................................................................... 19 3.3 Tes ting and Inspection ................................................................................................................... 37 CONCRETE QUALITY ASSURANCE CHECKLIST ................................................................................... 38 G Washington Group International Chevron g Date: 8/10/07 CONCRETE CONSTRUCTION Doc. No. WGI-29021 -003·13·0·001 Rev : A PICEANCE BASIN NATURAL GAS Page: 3 of 41 DEVELOPMENT PROJECT 1. GENERAL 1.1 Scope of Work 1 .1 .1 The Vendor shall supply all materials, equipment, labor, tools and facilities to construct the concrete work in accordance w ith the scope of the Contract and the contract Drawings for Chevron's Piceance Basin Natural Gas Development Proj ect. This part of the specification covers the technical requirements for the concrete materials and mix design , forming materials , reinforcing , embedded items , and curing materials as well as the technical requirements for m ixing , transporting, forming , placement, curing and finishing of concrete and the technical requirements for the installation of reinforcing steel and embedded items. The Vendor shall be responsible for making all arrangements for and furnishing, his own concrete, and shall be responsible for the concrete meeting the necessary requirements , including but not limited to: strength ; durability; water-cement ratio; workability; pumpability (where required); cement type and quality; aggregate size , gradation and quality; slump; admixtures; and entrained air content. 1.2 Codes and Standards The issues in effect as of August 1 0,2007 of the following Codes , Specifications, Standards, and Publications, with applicable supplements and revision s thereto, form a part of this Specification by reference as if published in full content. 1.2 .1 American Society for Testing Materials (ASTM) A36 A 82 A 108 A 123 A 153 A 185 A 307 A 385 A449 Standard Specification for Carbon Structural Steel. Standard Specification for Steel Wire, Plain, for Concrete Reinforcement. Standard Specification for Steel Bars, Carbon, Cold-Finished, Standard Quality. Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products. Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware. Standard Specification for Steel Welded Wire Re inforcement, Plain , for Concrete. Standard Specification for Carbon Steel Bolts and Studs, 60,000 PSI Tensile Strength. Standard Practice for Providing High-Quality Zinc Coatings (Hot-Dip). Standard Specification for Quenched and Tempered Steel Bolts and Studs. G Washington Group International Chevron u Date: Rev : 8/10/07 CONCRETE CONSTRUCTION Doc. No. WGI-29021·003·13-0-001 A PICEANCE BASIN NATURAL GAS Page: 4 of 41 DEVELOPMENT PROJECT A 525 Standard Specification for General Requirements for Steel Sheet , Zinc-Coated (Galvanized) by the Hot-Dip Process. A 563 Standard Specification for Carbon and Alloy Steel Nuts . A 572 Standard Specification for High-Strength, Low-Alloy Columbium-Vanadium Structural Steel. A 615 Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement. A 706 Standard Specification for Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement. A 775 Standa rd Specification for Epoxy-Coated Reinforcing Steel Ba rs. A 992 Standard Specification for Steel for Structural Shapes for use in Building Framing. B 695 Standard Specification for Coatings of Zinc Mechanically Deposited on Iron and Steel. C 31 Standard Practice for Making and Curing Concrete Test Specimens in the Field . C 33 Standard Specification for Concrete Aggregates . C 39 Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens . C 42 Standard Test Method of Obtaining and Testing Drilled Co res and Sawed Beams of Concrete. C 94 Standard Specific ation for Ready-Mixed Concrete. C 138 Standard Test Method for Unit Weight, Yield and A ir Content (Gravimetric) of Concrete. C 143 Standard T es t Method for Slump of Hydraulic-Cement Concrete. C 150 Standard Specification for Portland Cement. C 171 Standard Specif ic ation for Sheet Materials for Curing Concrete . C 172 Standard Practice for Sampling Freshly Mixed Concrete. Q Washington Group International Chevron • Date: 8/10/07 Rev: A c 192 c 231 c 260 c 309 c 311 C494 c 618 c 685 c 920 c 1017 c 1116 c 1218 c 1330 0 1190 01751 01752 05249 CONCRETE CONSTRUCTION Doc. No. WGI-29021-003-13-0-001 PICEANCE BASIN NATURAL GAS Page: 5 of41 DEVELOPMENT PROJECT Standard Practice for Making and Curing Concrete Test Specimens in the Laboratory. Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method. Standard Specification for Air-Entraining Admixtures for Concrete. Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete. Standard Test Methods for Sampling and Testing Fly Ash or Natural Pozzolans for Use as a Mineral Admixture in Portland-Cement Concrete. Standard Specification for Chemical Admixtures for Concrete. Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Concrete . Standard Specification for Concrete Made by Volumetric Batching and Continuous Mixing . Standard Specification for Elastomeric Joint Sealants. Standard Specification for Chemical Admixtures for Use in Producing Flowing Concrete. Standard Specification for Fiber-Reinforced Concrete and Shotcrete . Standard Test Method for Water-Soluble Chloride in Mortar and Concrete. Standard Specification for Cylindrical Sealant Backing for Use with Cold Liquid- Applied Sealants . Standard Specification for Concrete Joint Sealer, Hot-Applied Elastic Type. Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Non-extruding and Resilient Bituminous Types). Standard Specification for Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction . Standard Specification for Backer Material for Use with Cold-and Hot-Applied Joint Sealants in Portland-Cement Concrete and Asphalt Joints. G Washington Group International Chev ron lf1 Date: 8/10/07 CONCRETE CONSTRUCTION Doc. No. WG 1-29021-003 ·13·0·00 1 Rev: A PICEANCE BASIN NATURAL GAS Page: 6 of 41 DEVELOPMENT PROJECT F 436 Standard Specification for Hardened Steel Washe rs . F 1554 Standard Specification for Anchor Rod s, Steel, 36, 55 and 1 05-ksi Yield Strength. 1.2.2 American Concrete Institute (ACI) 117 Standard Specifications for Tolerances for Concrete Construction and Mater ials . 301 Specifications for Structural Concrete . 305R Hot Weather Concreting. 306R Cold Weather Concreting. 308 Standard Practice for Curing Concrete 315 Details and Detailing of Concrete Reinforcement. 318 Building Code Requirements for Structural Concrete and Commentary. SP-66 ACI Detailing Manual. 1.2.3 American Institute of Steel Construction (AISC) Specification for Structural Steel Bui ldings. Code of Standard Practice for Steel Buildings and Bridges . 1.2.4 Concrete Reinforcing Steel Institute (CRSI) Manual of Standard Practice for Reinforced Concrete Construction 1.2 .5 American Welding Society (AWS) D1 .1 Structural Welding Code -Steel D1 .4 Structural Welding Code -Reinforcing Steel 1.2.6 Occupational Safety and Health Administration (OSHA), Department of Labor Title 29, Part 1910-Occupational Safety and Health Standards . Title 29 , Part 1926-Safety and Health Regulations for Construction. 1.2.7 SSPC : The Society for Protective Coatings G Washington Group International Ch evron • Date: 8/10/07 CONCRETE CONSTRUCTION Doc. No. WGI-29021·003·13·0·001 Rev: A PICEANCE BASIN NATURAL GAS Page: 7 of 41 DEVELOPMENT PROJECT Steel Structures Paint ing Manual -Vol. 2 Systems and Specifications 1.2.8 Guides and Standards The issues in effect as of August 10, 2007 of the follow ing are recommended as guides to meet the requiremen ts of this Specification . Mandatory requirements of these publications are as stated in this Specification . 1.2.9 American Concrete Institute (ACI) 211 .1 Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass Concrete. 302 Guide for Concrete Floor and Slab Construction. 304 Guide for Measuring, Mixing , Transporting and Placing Concrete. 308 Standard Practice for Curing Concrete. 309 Guide for Consolidation of Concrete . 311 ACI Manual of Concrete Inspection . 347 Guide to Formwork for Concrete. 355.2 Evaluating the Performance of Post-Installed Mechanical Anchors in Concrete and Commentary. 1 .2.1 0 Supplements A. Concrete Quality Assurance Checklist. (60-128-PC). B. Specification for Sampling , Testing, and Construction Control of Concrete , Earthwork, and Structural Steel. C. Specification for Grouting Equipment and Structural Support s. 1 .3 Vendor Documentation 1.3.1 Concrete Quality Assurance Checklist The Concrete Quality Assu ran ce Chec klist (60-128-PC) form (attached) will be provided by the Purchaser. Th is form must be completed and submitted to the Purchaser prior to concrete placem ent. G Washington Group International Chevron IS Date : 8/10/07 CONCRETE CONSTRUCTION Doc. No. W GI -2902 1-003-13-0-001 Rev: A PICEANCE BASIN NATURAL GAS Page: 8 of 41 DEVELOPMENT PROJECT 1.3.2 Material Specifications A. The Vendor shall provide the Purchaser with a copy of the manufacturer's specifications for all materials purchased by the Vendor and used in the work , such as but not limited to; form ties, expansion joint material, waterstops, sealants , curing compounds , concrete additives , embedded items, concrete protective coat ings, and any manufacture d items used in the work . B. The Vendor shall provide confirmation specifications or mill reports for steel reinforcement, fibrous reinforc ement, and fabricated embedded items. 1.3.3 Concrete M ix Design A. Si x weeks prior to placing concrete , the Vendor shall submit to the Purchaser th e concrete materials and the concrete mix designs proposed for use with a w ritte n request for acceptance. This submittal shall include the results of all testing p erform e d to qualify the materials and to establish the mix designs in accordance with ACI 301 , Se ction 4. The data submitted shall also include ce rtification that all material proposed for use in the concrete meets the specified requirements and all test results , or manufacturer's certification and/or analyses which are the basis of this certification. No concrete shall be placed in the w ork until the Vendor has received such acceptance in writing . B. Th e Ve ndor s ha ll submit printed recommendations from the manufacturer of fibrous c oncrete reinforcemen t. The recommendations shall state the length of fibe r w hic h sha ll be used and the quantity of fiber to be added per cubic yard for each clas s of concrete specified herein. 1.3.4 Fabricated Item Shop Detail s A. Reinforcing Steel Prior to fabricat ion or shipment of re inforcing and accessories , the Vendor shall submit, and receive approval of, shop drawings. Shop d rawings shall indicate bending dia grams, assembly diagram s, splicing a nd lapping of rods , shapes, dimensions and details of bar reinforcing and accessories. Drawings shall sho w all openings and penetrations that pass through concrete construction . The approval of drawings will be for conformance to the design intent and will not relieve the Vendor of responsibility for errors, omissions or the accuracy of his own dimensions . Drawings and details shall conform to ACI 315 and ACI 318. B. Embedded Items Prior to fabrication or shipment of embedded items, the Vendor shall submit, and receive approval of, shop drawings . The drawings will show all material specifications, cuts , anchorage devices , welds and fin ish in accordance w ith the eng ineering Drawings and the American Institute of Steel Construction Code of Standard Practice. The approval of drawings will be for conformance to the design intent and will not relieve the Vendor of responsibility for errors, omissions, or the accuracy of dimensions. G Washington Group International Chevron li1 Date: 8/10/07 CONCRETE CONSTRUCTION Doc. No. WGI ·2902 1-003-13-0-00 1 Rev: A PICEANCE BASIN NATURAL GAS Page: 9of 41 DEVELOPMENT PROJECT 1 .4 Quality Assurance (Not Used) 1.5 Site and Utility Data 1.5 .1 The site of the work is located in Garfield County, Colorado; 2003 International Building Code (IBC); Occupancy Category Ill, Seismic Use Group II , Importance Factor 1 .25. 1.5 .2 The nom inal s ite elevations above mean seal level for the various sites are : Central Production Facility (Tom Creek) 6012 feet Quadrant 2 Water Management Pond 6005 feet Fresh Water Pond 6000 feet Water Treatment Facil ity 6000 feet 1.5.3 The minimum and maximum temperature extremes for design purposes are from ambient -20 °F to ambient +110°F. 1.5.4 The basic wind speed of 90 MPH (miles-per-hour), measured at a point 33 feet above the ground, in accordance with the 2003 International Building Code (IBC). 2 . PRODUCTS 2.1 Design Criteria (Not used) 2 .2 Materials and Fabrication 2 .2 .1 Cement A. Except as otherwise specified , cement shall be Portland cement conforming to ASTM C 150 , Type II, modified for low alkali. Alkali content shall not exceed 0.60 percent as measured by the percent of sodium oxide plus 0.658 times the percent of potassium oxide . Only one brand of cement shall be used throughout the work . B. For building foundations and slabs in Area 05 , cement shall be Type V or blended Type II, sulfate resistance for concrete in contact with site soils . C. Cement shall be stored to prevent caking , partial setting , deterioration or contamination. Cement which has any deleterious characteristics shall not be used in the mix. 2.2 .2 Aggregates A. Coarse agg regate shall conform to ASTM C 33. See Section 3.1.2 for maximum size of coarse aggregate . B. Fine aggregate shall be sand, clean and sharp. Fine aggregate shall conform to ASTM C 33 . G Washington Group International Chevron • Date : Rev: 8/10/07 CONCRETE CONSTRUCTION Doc. No. WGI-29021-003-13-0-001 A PICEANCE BASIN NATURAL GAS Page: 10 of 41 DEVELOPMENT PROJECT C. Aggregates shall be stored and handled so as to preserve the gradation and cleanliness of the material. Segregation and/or contamination are cause for rejection and the deficient material shall be removed and replaced. D. Aggregate reactivity shall be evaluated in accordance with ASTM C 33 and the results reported with the proposed mix design . 2.2 .3 Water Water used in mixing concrete shall be clear , clean and potable, with no unusual taste or odor. Chloride content of the waters shall be limited to the values shown in Table 4.4.1 of ACI 318. 2 .2.4 Reinforcement A. Materials 1. Reinforcing steel bars shall conform to the requirements of ASTM A 615 , Grade 60 except for bars that are indicated on the Drawings to be welded shall be ASTM A 706. Steel bars shall be deformed except for sizes less than 3/8-inch and specified dowels or spirals . 2 . Spiral reinforcing shall conform to the requirements of ASTM A 82 or ASTM A 615, Grade 60. 3 . Smooth dowels shall conform to the requirements of ASTM A 36 . 4. Welded wire fabric shall conform to the requirements of ASTM A 185. Unless specified otherwise , the material shall be furnished only in flat sheets. 5. Fibrous concrete reinforcement shall conform to the requirements of ASTM C 1116 , TYPE Ill, be 100% virgin polypropylene fibrillated fibers specifically manufactured for use as concrete reinforcement and containing no reprocessed olefin materials. Fibrous concrete reinforcement shall be as manufactured by Fibermesh Company or Purchaser approved equal. The length of the fibers shall be as recommended by the manufacturer of the fibrous reinforcement for each mix design . B. Detailing and Fabrication 1. Reinforcing steel shall be detailed and fabricated in accordance with , and to the tolerances of , ACI 315 unless otherwise noted on the engineering Design Drawings . 2 . Reinforcing as delivered shall be free of loose mill scale, loose rust , paint, grease, oil, dirt, mud or any other foreign material which will prevent or reduce bonding. 3 . Fabricated reinforcement shall be free of twists, kinks or unscheduled bends. Such defects shall be cause for rejection . 4 . Reinforcing shall be bent cold without indu cing fractures or cracking in the steel. 2 .2 .5 Reinforcement Accessories A. Bar supports, tie wire and accessories shall be supplied by the Vendor. G Washington Group International Chevron til Date: Rev: 8/10/07 CONCRETE CONSTRUCTION Doc. No. WGI·29021-003-13-0-001 A PICEANCE BASIN NATURAL GAS Page: 11 of 41 DEVELOPMENT PROJECT B. Bar supports of standard types and sizes shall conform to the Concrete Reinforcing Steel Institute Specifications. Class Bright Basic bar supports shall be used. Special support systems shall be designed by the Vendor and submitted to the Purchaser for review. If the reinforcement is galvanized or coated, the supports shall also be galvanized or coated. C. Tie wire shall be black annealed wire , not less than No . 16 gauge , of suitable quality for securing reinforcement in place. If reinforcement is galvanized or coated , then tie wire shall be galvanized , plastic coated or epoxy coated wire as appropriate . 2.2.6 Expansion and Control Joint Material A. Bituminous type expansion joint filler shall be preformed, non-extruding and resilient conforming to ASTM D 1751. B. Non-b ituminous type expansion joint filler shall be preformed, non-extruding and resilient conforming to ASTM D 1752. C. Hot poured joint sealing compound shall conform to ASTM D 1190. D. Cold-applied Elastomeric Joint Sealant shall conform to ASTM C 920 Type S (single part), self-leveling, Grade P (pourable), for horizontal joints or Grade NS (non-sag), gun grade for vertical or overhead joints , Class 25 . Joint sealant shall be "Sikaflex" one- component polyurethane as manufactured by SIKA Corporation, o r Purchaser approved equal. "Sikaflex-1 CSL", self-leveling, shall be used for horizontal joints and "Sikaflex-1 a", gun-grade, shall be used for vertical and overhead joints. Primer and bond breaker tape shall be as recommended by sealant manufacturer. Color shall be limestone. E. Backing rod shall be round, preformed, resilient material conforming to ASTM D 5249, TYPE I, for use with cold-and hot-applied sealants or TYPE 3, for use with cold -applied sealants . The diameter shall not be less than one and one-quarter (1-1 /4) times the width of the joint in which it is to be installed . F. Joint caps shall be 'SNAP-CAP', made of high impact PVC, as manufactured by W .R. Meadows, Inc ., or Purchaser approved equal. 2.2. 7 Void Form Void form materials used to bridge foot ing loads over underground pipes or structures or for expansive soils shall be 'WaiiVoid" or "SiabVoid" Products as manufactured by SureVoid Products , Inc., or Purchaser approved equal. 2.2.8 Form Oil Form release agent shall be a commercial product of proven performance that will prevent adhesion of the concrete to the forms and will not penetrate, stain or adversely affect concrete surfaces. The material shall not impede wetting of concrete surfaces to be damp cured nor impair subsequent surface treatments which depend upon bond or adhesion . 2.2 .9 Waterstops ) G Washington Group International Chevron y Date: Rev: 8/10/07 CONCRETE CONSTRUCTION Doc. No. WGI-29021·003·13·0·001 A PICEANCE BASIN NATURAL GAS Page: 12 of41 DEVELOPMENT PROJECT Waterstops shall be extruded polyvinyl-chloride of the size and shape specified on the Drawings. Waterstops shall be as manufactured by Greenstreak Plastic Products Co. or Purchaser approved equal. 2.2 .1 0 Curing Materials A. Waterproof paper, polyethylene sheeting , or polyethylene-coated burlap shall conform to ASTM C 171. B. Liquid membrane-forming curing compound shall conform to ASTM C 309, Type 1-D, Class B. Wax base or wax-resin base curing compounds shall not be permitted . C. Curing compounds which will stain or alter the natural concrete color shall not be permitted . 2.2.11 Forming Form materials shall be as specified under Section 3.2.7 of this Specification. 2.2.12 Embedded Items A. Anchor rods shall be as shown on the Drawings , and shall conform to the requirements of ASTM F 1554, Grade 36 with Class 2A threads. Nuts shall be ASTM A 563, Grade A , heavy hex. Washers shall conform to ASTM F 436. Plate washers shall be ASTM A 36 material. Rods , nuts and washers shall be hot-dip galvanized in accordance with ASTM A 153, Class C. B. Structural steel embedments shall be as shown on the Drawings, and shall be fabricated from ASTM A 36 , A 992, A 572 , A 53, A 500 plates, bars and shapes to the configuration shown on the Drawings and shall conform to the requirements of the American Institute of Steel Construction (AISC). Surfaces of embedments which will not come in contact with concrete and will not receive any field welding , shall be galvanized. 1. Galvanizing: Steel embedments shall be blast cleaned in accordance with SSPC-10 Near White Cleaning and shall be galvanized in accordance with ASTM A 385 for single elements and ASTM A 123 for assembli es. Equ ipment and structural bearing surfaces and surfaces in contact with concrete and surfaces that are to receive field welding shall not be painted or galvanized , but shall be protected, after cleaning with a solvent removable rust-proofing coating. C. Embedded trench and curb angles shall be provided complete with floor plate or grating when shown on the Drawings. D. Steel pipe embedments shall be standard Schedule 40 black pipe fabricated to the configuration as shown on the Drawings. Pipe embedments shall receive surface treatment as specified in Section 2.2.12B. ) G Washington Group International Chevron li1 Date : Rev: 8/10/07 CONCRETE CONSTRUCTION Doc. No. WGI-29021·003·13·0·00 1 A PICEANCE BASIN NATURAL GAS Page : 13 of 41 DEVELOPMENT PROJECT E. Weldable steel stud connectors shall be ASTM A 108 by Nelson Stud Welding Company, or Purchaser approved equal and of the automatic-end-weld type of the size and length shown on the Drawings. F . Welding electrodes for carbon steel materials shall have a 70 ,000 psi minimum tensile strength and comply with Table 3.1, AWS D1 .1. G. Miscellaneous embedded items such as Unistrut inserts , which are manufacturer's sta ndard items shall be as shown on the Drawings, or a Purchaser approved equal. Standard item s shall have a zinc coating conforming to ASTM A 123, A 153 or A 525. H. Abrasive stair nosing shall be Wooster Cast Iron , No. 101 ferrogrit , or Purchase r approved equal , 3 inches wide, with wing type concrete anchors and standard black finish. I. Cast iron floor drains shall be as sh own on the Draw ings . J. See Electrical Sp ecifications for electrical items embedded in concrete. 2.2.13 Epoxy Material Epoxy bonding agent adhesives or grout sha ll be Sikadur as manufactured by the Si ka Chemical Corporation, or Purchaser approve d equal. Type and grade shall be as shown on the Drawings for each particular application . 2.2.14 Fly Ash A. Class F or Class C fly ash may be used in the concrete to be used on this project. The fly ash shall meet the requirements of ASTM C 618, and shall be tested in accordance with ASTMC311 . B. All fly ash used on the p roject shall be from one source and its quality shall be mon it ored throughout the duration of its use . C. Fly ash shall be stored as a cementitious material per Section 2.2 .1 C. 2.2 .15 Concrete Color Pigments Synthetic red oxide coloring shall be used to color the concrete protecting electr ical duct b anks. Quantities of coloring added to concrete mix shall be as recommended by the manufacturer of the color pigment. 2.2.16 Vapor Barrier Vapor Barrier shall be polyethylene , single fi lm , 10.0 mil thickness, black in color. Lap joints shall be sealed using an adhes ive or tape of the type recommended by the vapor barrier manufacturer. ) 0 Washington Group International Chevron 'l1 Date : 8/10/07 CONCRETE CONSTRUCTION Doc. No. WGI-29021-003-13-0-001 Rev: A PICEANCE BASIN NATURAL GAS Page : 14of41 DEVELOPMENT PROJECT 2.3 Testing and Inspection (Not Used) 2.4 Cleaning and Painting (Not Used) 2.5 Tagging and Marking (Not Used) 2 .6 Packaging and Shipping 2 .6 .1 Reinforcement A. Packaging Bars shall be bundled and tagged in accordance with the Manual of Standard Practice, latest rev ision thereof , as published by the Concrete Reinforcing Steel Institute. B. Storing Reinforcing steel shall be handled and stored in a manner to avoid distortion, excessive rusting, and objectionable coatings of paint, oil, grease, dried mud, dried mortar or any other materials. Bars shall be stored so that each may be identified after bundles are broken. 2.6.2 Embedded Items All embedded items shall be tagged for identification purposes and be handled and stored in a manner to avoid distortion, excessive rusting , and objectionable coatings of paint, oil , grease, dried mud , dried mortar or any other materials. Anchor rod threads shall be protected from rusting or burring . 2.6.3 Accessories Accessories shall be stored in a manner to avoid distortion and objectionable coatings . Expansion joint material shall not be crushed or broken. Waterstop material shall not be crushed , distorted or punctured. All materials shall be stored in a manner to prevent it being lost or misplaced . 3. EXECUTION 3.1 Design of Concrete Mix and Concrete Supply 3.1.1 General A. All concrete shall be ready-mixed concrete manufactured and delivered in accordance with the requirements of ASTM C 94, Option C. The concrete Vendor shall assume the responsibility for the design of the concrete mix or mixes. Design of the concrete mixes to fulfill job requirements shall comply with ACI 301 and may be done either on the basis of previous field experience , existing trial mixtures or new trial mixtures. Proportioning of the new concrete mix shall not be done based on empirical data. The design of the concrete mi x shall be in accordance with ACI 211 .1 to attain the properties of strength , slump, entrained air, and water-cement rat io in conformance with the following requ irements. \J Washington Group International Chevron &' Date: Rev: 8/10/07 CONCRETE CONSTRUCTION Doc. No. WGI-29021-003-13-0-001 A PICEANCE BASIN NATURAL GAS Page: 15 of 41 DEVELOPMENT PROJECT B. All concrete mixes shall be designed and provided such that the water soluble chloride ion content by percent weight of cement is less than or equal to 0.30 when tested in accordance with ASTM C 1218 at an age of 28 to 42 days . 3.1.2 Maximum Size of Coarse Aggr egate Coarse aggregate shall be No. 67 (3/4 inch to No.4) for concrete classes AS, BS and CS. Coarse aggregate for concrete classes AL, BLand CL shall be No . 467 (1-1/2 inch to No. 4). 3.1.3 Proportioning of Ingredients A. The proportion of ingredients shall be selected to produce the proper pl aceability, pumpability, durability, strength and other required properties, and shall be such as to produce a mixture which will work readily into the corners and angles of the forms and around reinforcement by the methods of placing and consolidation employed on the work, but without permitting the materials to segregate or excessive free water to collect on the surface. B. The determination of the water-cement ratio to attain the required strength and/or durability shall be in accordance with AC1 301 and with ACI 211.1 . The maxi mum water- cement ratio for concrete which wi ll be subjected to special exposure conditions or exposed to sulfate-containing solutions in accordance with ACI 318 , Chapter 4 . The maximum water cement ratio for all other concrete shall be 0.50. 3.1.4 Strengths A. Concrete mixes shall be designed for the minimum compressive strengths, aggregate size and air co nten t as listed here after: Designation 28Day Maximum Size Percent of ** Strength Aggregate Entrained Air Class ASA 5000 psi 3/4" 6 .0% ± 1.5% Class ALA 5000 psi 1 1/2" 5.5% ± 1.5% Class BSA 4000 psi 3/4" 6.0 % ± 1 .5% Class BLA 4000 psi 1 1/2" 5.5% ± 1.5% Class GSA 3000 psi 3/4" 6.0% ± 1.5% Class CLA 3000 psi 1 1/2" 5.5% ± 1.5% Class D 2000 psi 3/4" ------ (lean Concrete) G Washington Group International Ch evron QJ Date: Rev: 8/10/07 CONCRETE CONSTRUCTION Doc. No. WGI -29021 ·003·1 3 ·0·001 A PICEANCE BASIN NATURAL GAS Page: 16 of 41 DEVELOPMENT PROJECT B. Special Classes 1. Pea-gravel aggregate , 3000 psi at twenty-eight (28) days, to be designated as CPG (an "A" suffix for air entrainment may be used as required). 2 . Sand-cement, 5000 psi at twenty-eight (28) days, shall be referred to on the Drawings as "S-C Grout." 3. The suffix "F" added to the concrete designation shall indicate fibrous reinforced concrete. 4. ** Only for classes marked with an "A" suffi x . The suffix "A" indicates air- entrainment required. 3.1.5 Slump Except where otherwise indicated on the Drawings , concrete mixes shall be designed for the following slumps . Slumps shall be measu red in the field at the point of discharge from the transport veh icle and shall be tested in accordance with ASTM C 143 and shall be within the follow ing limits: Slump In Inches Maximum* Minimum * Type Of Construction Reinforced Foundation Walls and Footings 4 1 Plain Footings and Substructure Walls 3 1 Drilled Piers 7 5 Beam s a nd Reinforced Walls 4 1 Building Columns 4 1 Pavem e nt Slabs 3 1 Floor Slabs 5 3 Mass or Mat Concrete 2 1 Pipe Pile Fill 7 5 *Values given are those prior to the addition of high range water reducing admixtures . 3 .1.6 Correction of Proportions Pr ior to concreting operations, the Vendor shall establish minimum standards of proportions of all the types of concrete to be used on the project. Concrete operations shall proceed with these mix designs, but if at any time the tests of job concrete indicate failure to meet the strength, slump, G Washington Group International Chevron u Date: Rev : 8/10/07 CONCRETE CONSTRUCTION Doc . No. WGI -29021·003·13·0·001 A PICEANCE BASIN NATURAL GAS Page: 17 of 41 DEVELOPMENT PROJECT and air entertainment requirements, the Vendor shall be required to change the standard proportions to meet the requirements . 3 .1. 7 Air-Entraining Agent A. All concrete shall be air entrained unless noted otherwise on the drawings. Air content by volume shall be in accordance with 3.1.4 above and shall be determined in accordance with ASTM C 231. Air content shall be based on measurements made in concrete mixt ures at points of discharge from the truck at the jobsite. B. Air entrainment shall be produced by adding an air entraining agent at the mixer. Air entraining agent shall conform to ASTM C 260. The agent and the cement proposed for use shall be selected well in advance of concrete placing , and the Vendor shall provide satisfactory facilities for ready procurement of adequate test samples . 3.1.8 Water-Reducing and Set-Controlling Admixtures A. A water-reducing admixture shall be used (ASTM C 494, Type A). At the option of the Vendor, a water-reducing admixture which retards the time of set may be used (ASTM C 494, Type D). B. Water reducing admixtures shall conform to the requirements of ASTM C 494. Admixtures shall be used in strict accordance with the manufacturer's printed recommendations. The Vendor and concrete producer shall submit a certificate from an approved laboratory attesting that the admixture equals or exceeds the physical requirements of ASTM C 494, Type A or D as applicable. Set-Controlling adm ixture shall be "Delvo® Stabilizer'', manufactured by BASF Admixtures , Inc . or Eng ineer approved equal. Admixture to be added at the batch plant. Applicat ion shall be per manufacturer's specifications . Tria l mixes should be made under approxi mate site conditions to determine the dosage required . Two batches of mixes shall be prepared six (6) weeks prior to construction date. 3.1 .9 High Range Water Reducing Admixture (Plasticizer) A. At the option of the Vendor, a high range water reducing admixture, conforming to ASTM C 494, Type F and ASTM C 1017, may be used. The concrete mix shall be specifically designed for the use of a plasticizer to maintain homogeneity of the flowing concrete. Plasticizers may only be added at the site of the pour and must be used in strict accordance with printed instructions by the manufacturer of the admixture . B . The use of h igh range water reducers shall be limited to those placements which require that concrete be pumped a long distance. Any other uses of this plasticizer must be approved by on -site Owner's Representative on a case-by-case basis . Water-Reducing admixture shall be "GLENIUM® 3030 NS", manufactured by BASF Admixtures, Inc. o r Engineer approved equal. Admixture to be added at the site . Application shall be per manufacturer's specifications. 3.1 . 1 0 Fly Ash If a fly ash admixture is to be used, the establishment of the concrete mix design shall include the use of fly ash and determine the amount of fly ash which may be used to obtain the specified 0 Washington Group International Chevron • Date: Rev: 8/10/07 CONCRETE CONSTRUCTION Doc. No. WGI-29021 -003·13·0·001 A PICEANCE BASIN NATURAL GAS Page : 18 of 41 DEVELOPMENT PROJECT concrete properties and strengths. The maximum percentage of cement to be replaced by fly ash shall be 20%. Any deleterious effects from the use of fly ash shall be reported in writing with the mix design submittal. 3.1.11 Concrete Uniformity Concrete mixers to be used in the performance of the work of this project shall be tested by the Vendor for their ability to deliver a uniform mix throughout the batch . This testing shall be in accordance with the requirements of ASTM C 94, Annex A 1, Concrete Uniformity Requirements. Mixers not meeting the requirements of ASTM C 94, Annex A 1 shall not be used until the condition causing the non -uniformity has been corrected and the mixer re-tested. 3.1 .1 2 Mixing and Delivery A . Scheduling The Vendor alone shall be responsible for scheduling the class(es) of concrete needed , slump and additives required, and the start, duration and rate of concrete deliveries necessary to meet the Vendor's con struction needs. B. Cold-Weather Conditions Concrete mixed and del ivered when the mean ambient temperature is 40°F or less, shall be m ixed and delivered in accordance with ACI 306. C. Hot-Weather Conditions Concrete mixed and delivered when the mean ambient temperature (as defined in ACI 301, Section 5.3 .2.1.c.) would be detrimental to concrete, shall be mixed and delivered in accordance with ACI 305 . D. Time Limit Between Mixing and Placement The time limit for placing concrete under normal ambient conditions shall be ninety (90) minutes. If the weather conditions prevail as defined in ACI 305 , the discharg e and placement of each load of concrete shall be complete within forty-five (45) minutes after addition of water to the mix. If the Set-Controlling admixtures are added to the concrete mix, the time limit can be extended to m ax imum of one hundred-eighty (180) minutes. E. Delivery Tickets Each load of concrete shall be accompan ied by a delivery ticket, in triplicate , showing at least the information prescribed by Paragraph 13.1 of ASTM C 94. After each load of concrete has been discharged or the truck has been released, one copy of each delivery ticket shall be grouped with other delivery tickets for that pour, for delivery to the Purchaser. F. Rejection of Concrete Deliveries of concrete wh ich has excessive slump, or has commenced its initial set before or during discharge, or is otherwise detectable as not meeting specification requ irements, shall be rejected by the Vendor and shall not be placed in the work. ) G Washington Group International Chevron 'f1 Date: 8/10/07 CONCRETE CONSTRUCTION Doc. No. WGI-29021-003-13-0-001 Rev: A PICEANCE BASIN NATURAL GAS Page: 19 of 41 DEVELOPMENT PROJECT 3.1.13 Fibrous Reinforced Concrete A. Add fibrous concrete reinforcement to concrete materials at the time concrete is batched and at the rate recommended by the manufacturer. B. Mix batched concrete in strict accordance to the fibrous concrete manufacturer's instructions and recommendations for uniform and complete dispersion . C . Provide the services of a qualified technical representative from the fibrous reinforcement manufacturer, or an authorized dealer, to instruct the concrete supplier in proper batching and mixing of materials. 3.2 Installation 3 .2.1 Subgrade A. The subgrade shall be undisturbed soil, rock or compacted structural fill free of any loose material. The soil density shall be tested by the Purchaser's testing representative for compaction in compliance with The Project Specifications or compaction specified on the Drawings . B. When concrete is placed on soil, provision will be made to eliminate moisture from the concrete being absorbed by the soil either by use of polyethylene sheeting or wetting of the soil; however, the soil shall not be muddy, or have standing water. C. Under adverse conditions, the foundation material may be over-excavated and filled with lean concrete . D. The subgrade shall be finished to smooth even contours conforming to the sections and grade elevat ions called for on the Drawings. 3 .2.2 Cold Joints A. Existing hardened concrete surfaces shall be roughened by sandblasting, water blasting or air-tooled and cleaned by air or water jet to expose a good surface of well bonded aggregate. B. Hardened concrete surfaces on which new concrete is to be placed shall be kept wet for 24 hours previous to the pour. Pools of free-standing water shall be removed and a neat cement mortar having about the same proportion of cement to sand as the new concrete shall be well brushed into the surface just prior to placing the new concrete. This mortar shall not be allowed to dry out or harden before the new concrete is placed. C. Some existing concrete surfaces may require special bonding as specified on the Drawings. Bonding agents shall be applied in accordance with Section 3.2 .24D of this Specification . G Washington Group International Chevron u Date: 8/10/07 CONCRETE CONSTRUCTION Doc. No. WGI -2 9021 -003-1 3-0-00 1 Rev: A PICEANCE BASIN NATURAL GAS Page: 20 of 41 DEVELOPMENT PROJECT 3 .2.3 Cleaning A. All debris, foreign material, ice and snow shall be cleaned from the interior of forms, trenches or excavations . Concrete shall not be placed on or against frozen soil or subgrade unless a written procedure is submitted to the Purchaser for approval. B. Forms , re inforcement and embedded items shall be free of all dirt, o il and fore ign material including hardened or dried concrete or curing compound splashed on them from previous concrete placements. 3.2.4 Inspection Prior to Placement A. The terms "shall be ", "shall have been ", "shall be checked " o r "shall be verified " will mean the work has been performed with the knowledge of and to the satisfaction of , or under d irect supervision of the Pu rchaser. B. Formwork, placement of reinforcement and embedded items shall have be en checked for coordinates, dimen sions , elevations , location and tolerances prior to pl acing concrete. C. Formwork shall have been checked for design, shoring and adequacy in accordance with Section 3.2.7 of this Specification . D. Reinforcement shall have be e n checked for proper s ize , pos itioning , tying and s upport in accordance with Sect ion 3.2.12 of thi s Sp ecification , th e Draw ings and r e inforce ment placing drawings . E. Embedded items shall have been checked for adherence to the Drawings, locations and adequate fastening to the forms or templates in accordance with Sections 3.2 .16 and 3 .2.17 of this Specificat ion . F. All equipment required fo r the plac ing of concrete in the work shall have been properly cleaned and the operation of mechanical equipment checked for reliability to perform its intended use. G. All materials used in construction of the work shall have been verified as being in accordance with the Drawings, thi s Specification and the referenced specifications. H. The compliance with all sections of this Specification shall have been inspected and approved by the Purchaser before any concrete is placed. 3.2.5 Ground W ater When flowing water is encountered , it shall be pumped or diverted away from the excavation to avoid wash ing of the fre sh concrete during placement operations . If this m ethod is not possible, then the water should be allowed to rise to a static no-flow condition and the conc rete p laced by tremie. 3.2.6 Access ) 0 Washington Group International Chevron Ill Date: Rev: 8/10/07 CONCRETE CONSTRUCTION Doc. No. WGI -29021 -003-1 3 -0-001 A PICEANCE BASIN NATURAL GAS Page: 2 1 of 41 DEVELOPMENT PROJECT The Vendor shall have provided adequate access walkways, safety barricades and facilities , and adequate access ways for concrete delivery vehicles or conveyances. Under no circumstances will concrete chutes or conveyances be supported on reinforcing steel. 3 .2.7 Formwork A. The Vendor shall be responsible for designing and providing su itable and adequate formwork to meet the safety requirements and the required quality of the finished work. The material to be used for form work shall be selected by the Vendor as being the most suitable for the specific work involved. The formwork shall conform to the shapes, lines, elevations and dimensions of concrete shown on the Drawings . The latest issue of ACI 347, "Guide to Formwork for Concrete" shall be used as a guide. B. Formwork shall be designed to resist all loads and forces which it may be subjected to, safely and without distortion. Dead loads are to be taken as the weight of formwork including shoring and bracing, reinforcement, embedded items and the weight of wet concrete to a minimum of 150 pounds per cubic foot, with due regard to admixtures and rate of placing . Live loads are to include, but not be lim ited to, the weight of workers, placing equipment, storage of materials, runways, impact and wind loads. C. The Vendor shall prepare drawings for the construction and assembly of formwork including shoring , bracing, guying , tying and reshoring as requ ired. The drawings shall show details for the work such as, but not limited to , the following : 1 . Materials, concrete placing methods and openings , rate of placing, sequence and schedule for placing, provisions for adjustment during placement, camber, anchors , ties , shores and bracing , scaffolds and runways , construction joints, foundations for formwork, and all details pertinent to forming the concrete as shown on the Drawings. 2. The formwork drawings shall indicate the time for removal of form work and shall show design and details of reshoring required for the work. D . The Vendor's design and drawings are subject to review and/or approval by the Purchaser. The review and/or approval of the design and drawings in no way relieves the Vendor of his responsibility of providing suitable and adequate formwork for the concrete work . E. The forms shall be constructed , shored , braced and tied to maintain their position and shape during and after placing concrete. They shall be sufficiently tight to prevent leakage of mortar. The forms shall have adequate st iffeners, wales and braces to prevent noticeable deflection or waviness . Forms shall be sufficiently rigid to limit deflection under the weight of wet concrete to 1/8 inch. Forms for beams, floor slabs and similar members shall be constructed with a camber in order that deflection due to the weight of forms, reinforcing, and wet concrete shall be approx imately zero after forms are removed . F. The forms shall be constructed so that exposed concrete will have smooth surfaces free from offsets , f ins or other unsightly defects. Forms which are reused shall be thoroughly cleaned of dirt, hardened concrete or undes irable adhering substances and they shall be patched, repaired and finished to a smooth surface without broken or chamfered corners. ) G Washington Group International Ch ev ron lil Date: Rev : 8/10/07 A CONCRETE CONSTRUCTION Doc. No. WGI-29021-003·13-0-001 PICEANCE BASIN NATURAL GAS Page: 22 of 41 DEVELOPMENT PROJECT Form release agent shall be applied to the form surfaces before placing reinforcement or embedments. Appl ication is to be in accordance with the manufacturer's recommendations. G . Form ties shall be factory fabricated , removable or snap-off ties , fixed or adjustable in length , and shall not have devices that will leave a hole larger than one inch in diameter in the surface of the concrete . The portion of the tie remaining in the concrete after removal of the exterior parts shall be at least one inch back from the surface of the concrete. All holes in the surface of the concrete from ties shall be filled with cement mortar. Hydraulic structures or other structures requiring water tightness sha ll have form ties furnished with water stops . All form t ies are subject to approval of the Purchaser. H. Openings or other devices shall be provided to permit depositing concrete in a manner which will prevent segregation or accumulations of hardened concrete on forms or reinforcement above the concrete level. Temporary openings shall be provided in forms at the base of columns and at the bottom of walls to facilitate cleaning and inspection . These openings shall be securely closed prior to placing concrete. I. The corners of all exposed concrete shall have a chamfer of 3/4 inc h unless otherwise noted on the Drawings . The forms shall be provided with chamfer strips, except where it ca n be troweled or at the top of piers where it can be formed in the grout. 3.2.8 Form Removal A. Forms shall be designed and constructed for removal without damage to concrete. B. Forms and shoring shall not be removed unt il the concrete has attained sufficient strength to support its own weight and any construction or storage loads to which it may be subjected. The use of criteria in this Specification or in referenced specifications shall not relieve the Vendor of responsibility for the complete safety of or damage to the structure. C. The mix design ingredients (such as type of cement, fly-ash , curing additives) and the cur ing procedures (including temperature), shall be considered in determining the strength of the concrete. The times given below do not apply to cold weather concreting and are minimum times for removal of forms only. Curing shall continue as specified in Section 3.2 .27. 1. Structures such as footings , mats, equipment piers and pile caps where form removal induces no stress in the concrete; the forms may be removed 12 hours after completion of placement. 2. Structures such as columns, walls or sides of beams for which the forms do not provide vertical support; the forms may be removed 24 hours after completion of placement, or when the concrete has attained 500 psi minimum compressive strength . G Washington Group International Chevron • Date: Rev : 8/10/07 A CONCRETE CONSTRUCTION Doc. No. WGI-29021 -003-1 3-0-0 01 PICEANCE BASIN NATURAL GAS Page: 23 of 41 DEVELOPMENT PROJECT 3. For all other form removal cases ; the strength attained, the stresses from loads the structure may be subjected to, and the complete safety of the structure shall be evaluated to determine when forms may be safely removed. D. If form removal is cr itical to the construction schedule and the safety of the structure is questionable, compressive strength control tests shall be used as evidence that concrete has attained sufficient strength to permit removal of supporting forms . Cylinders required for the control tests will be in addition to those required for standard compressive strength testing . The control test cylinders will be removed from the molds after 24 hours and stored in the structure where they will be cured in the same manner as the structure. The cylinders shall be tested as near the end of the form removal period as is practical. The forms shall not be removed until the control test strength has been calculated to be sufficient to withstand the stresses to which the structure may be subjected . E. Concrete sections shall not be loaded earl ier than twenty-eight (28) days after placement without approval of the Purchaser. Loads shall not exceed those permitted by the Purchaser at any concrete age. F. Minimum time for form removal : Minimum Time (Hours) Type of Construction Standard (ASTM C150, Type II) Cement Concrete Tank Rings , Pump Foundations and Similar Low 24 Structures Walls, Columns, and Similar Tall Structures 48 Horizontal Beams or similar components which require bottom support: Bottom 168 Side Forms 24 3 .2 .9 Shoring A. The structural support for formwork shall be designed and constructed in conformance to criteria given in the des ign and construction sections of this Specification as well as conforming to referenced specifications and publications . B. If settlement is a possibility then shoring shall be provided with adjustment devices so that allowable deflections and tolerances can be monitored and maintained during placement and curing of the concrete. C . The shoring shall not be removed until the structure can safely withstand the loads it may be subjected to. 3.2.1 0 Reshoring 0 Washington Group International Chevron lil Date: Rev : 8/10/07 CONCRETE CONSTRUCTION Doc. No. WGI-29021 -00 3-13-0-00 1 A PICEANCE BASIN NATURAL GAS Page: 24 of 41 DEVELOPMENT PROJECT A. The structure shall be reshored if the formwork is removed bef o re twenty-e ight (28) days or the concrete has not attained the full design strength and the structure is to be subjected to loading in excess of the structure's reduced strength capacity. B. Concrete which has cured for twenty-eight (28) days or has attained the full design strength and is to be subjected to storage o r construction loads in e xcess of the loads for which it was designed shall be reshore d to safely w ith stand the loading to whi ch it is to be subjected. C. Retaining walls and structures having compacted backfill placed against them shall be shored to resist the compaction and vibration loads during backfilling operations . 3.2.11 Tolerances A. Tops of pier s, pedestals and equipm ent foundations shall be ± 1/4 -i nch within specified elevation and w ith a va ri ation f rom level of 1/4-inch in any 10 f eet. B. Finished floor sla bs shall be a true plane within 3/16 (*)-inch in 10 feet, as determined by a 1 0 -foot straight edge placed anywhere on the slab in any direction unless special fini s h tolerances are noted on the Drawings. (*) May be 5/16-inch for concrete slabs on metal decking . C. More restrictive tolerances suitable to accommodate equipment and machine ry shall be as shown on the Drawings. D. All other tolerances shall be in accordance with ACI 117, "Standard Specifications for Tolerances for Concrete Construction and Materials ." 3.2.12 Re inforcing Steel A. Installation of reinforc ing steel and welded wire fabric shall be in accordance with ACI 318 and the Drawings. Reinforcing steel shall not be bent or straightened in a manner injurious to the steel. Bars with kinks or bends not indicated on the Drawings shall not be used in the work. The use of heat to bend or straighten reinforcing steel is authorized only if approved in advance by the Purchaser. Before placement, reinforcing steel shall be thoroughly cleaned of loose or flaky rust , mill scale, or coatings of any foreign substance that would reduce or destroy the bond . Reinforcing steel sections not meeting the requirements of ASTM A615 shall not be used in the work . Steel shall be placed where ind icated on the Drawings. In the event of a substantial work delay, p reviously placed reinfo rcing steel left for future bond ing shall be inspected and c leaned. Field splices, if required, shall be made with a wire-tied lap of not less than the number of bar diameters indicated in ACI Code 318 for the proper class of splice as shown on the Drawing s . As an alternate, mechanical connectors used in stri ct conformance to the manufactu rer's recommendations may be used with prior approval of the Purch a ser in lieu of the lapped and tied splices . B. The clea r distance between parallel bars , except in columns, shall be not less than the nominal diameter of the bars, 1-1 /3 times the maximum size of the coarse aggregate, or 1-inch , whichever is greater. Where reinforcement in beams or girders is placed in two (2) or more layers, the clear distance between parallel layers shall not be less than 1-inch, and the bars in th e upper layers shall be pl aced directly a bove those in the bottom layer. ) \!) Washington Group International Chevron IS Date: Rev: 8/10/07 CONCRETE CONSTRUCTION Doc. No. WGI-29021-003-13-0-001 A PICEANCE BASIN NATURAL GAS Page: 25 of 41 DEVELOPMENT PROJECT C. Reinforcing steel over "SureVoid Products" or equal forms shall be supported on rods driven into the ground beneath the Void Form, or upon slab bolsters over steel plates resting on the Void Form. Plate areas and thicknesses shall be such that the Void Form is not crushed under the combined weight of wet concrete and reinforcing steel. D. Welding shall not be performed on reinforcing steel unless shown on the Drawings. E. Prior to placing any re inforcing in thick mats (i.e., over 2 '-0" thick), the Vendor shall design an adequate reinforcing steel support system to hold reinforcing for these mats to proper position as shown on the Drawings. The Purchaser will inspect and/or review Vendor's support system prior to placing the reinforcing steel. 3.2.13 Concrete Covering over Steel Reinforcement The thickness of the concrete covering over steel reinforcement shall not be less than the diameter of the round bars and in the following specific instances, not less than specified below: Footings and other principal structural members in which concrete is 3 inches between deposited against the earth or void forms. earth or void forms Mats on lean concrete mud slabs 2inches Structures where surfaces are in contact with water plus freezing and 3inches thawing. Concrete surfaces which, after removal of forms , are exposed to earth 3inches or weather: For bars No. 6 and larger 2inches For bars No. 5 and smaller 1-1 /2 inche s Where surfaces are not directly exposed to earth or weather: For slabs and walls for No. 11 and smaller 3/4 inches For beams , girders and tied columns 1-1/2 inches 3.2.14 Supports A. Reinforcement shall be securely held in position by spacers, chairs, or other approved supports. The type , number and spacing shall conform to ACI 315. They shal l be plastic tipped where the finished concrete will be exposed. ) G Washington Group International Ch evron u Date: Rev: 8/10/07 CONCRETE CONSTRUCTION Doc. No. WGI·29021·003·13-0 ·001 A PICEANCE BASIN NATURAL GAS Page: 26 of 41 DEVELOPMENT PROJECT B. Reinforcement shall be securely tied at intersections and splices , as required by the CRSI's "Manual of Standard Practice for Reinforced Concrete Construction ", to maintain their position during work by other trades and during concrete placement. Tying shall be done using black annealed wire, with wire tie ends pointing away from the form . Tack welding of reinforcing or of reinforcing steel assemblies shall not be permitted. C . When mats and footings are cast on mud slabs , the reinforc ing may be supported on spacers or chairs ; however, when slabs , mats or foot ings are cast on grade the reinforcing shall be supported on precast concrete blocks or other approved device . Such supports shall be spaced at intervals required by the reinforcing size to maintain the specified minimum concrete cover over the steel bars. 3.2.15 Splicing of Welded Wire Fabric A. End laps shall be avoided in mid-span and support areas of structural slabs ; end cross- wires shall be ove rlapped by at least two (2) cross-wires plus two (2) inches, but not less than six (6) inches . B . In non-structural slabs, and in structural slabs at points laying between 1/10 and 1/4 of the span from a support, end cross-wires shall be overlapped at least two (2) inches, unless noted otherwise on the Drawings. C. Side laps shall be 1/2 spacing of longitudinal wires . 3.2 .16 Embedded Items A. Prior to placement of concrete and during form work operations , the Vendor shall properly locate and set all items to be placed in the forms or set into the concrete ; such as but not limited to anchor rods , conduit, pipe sleeves , floor drains, drain piping, curb angles, weld p lates and inserts . The Vendor shall be responsible for securely fastening and supporting all embedded items shown on the Drawings and to the dimensions as shown thereon . B. Prior to setting embedded items into the formwork , all rust-proof protective coatings which will come in contact with the concrete shall be removed by solvent cleaning . C. Weld plates, inserts , and pipe sleeves shall be located within 1/4-inch of the location shown on the Drawings . D. Cast iron floo r drains shall be installed in floor slabs at the location and elevation shown on the Drawings . 3.2.17 Anchor Rods A. Anchor Rods and anchor rod groups shall be supported and set using templates attached to the forms , and embedded ends securely tied to prevent displacement during placing of concrete . Tolerances from dimensions shown on the Drawings shall not exceed the following : 1. Rod projection-plus 1/4-inch , minus 0-inch . ) G Washington Group International Chevron If' Date: Rev: 8/10/07 A CONCRETE CONSTRUCTION Doc. No. WGI-29021 -0 03-13-0-001 PICEANCE BASIN NATURAL GAS Page : 27 of 41 DEVELOPMENT PROJECT 2. 1/8-inch center to center of any two (2) rods within an anchor rod group , where an anchor rod group is defined as the set of anchor rods which receive a single fabricated steel shipping piece or equipment base. 3. 1/4-inch center to center of adjacent anchor rod groups . 4. Maximum accumulation of 1/4-inch per hundred feet along the established column or plant control line of multiple anchor rod groups , but not to exceed a total of 1-inch , where the established column line is the actual field line most representative of the centers of the as-built anchor rod groups along a line of columns. 5. 1/4-inch from the center of any column or equipment anchor rod group to the established column or plant control lines through that group. 6. The tolerances of paragraph s a., c., and d. apply to offset dimensions shown on the plans, measured parallel and pe rpendicular to the nearest established column line for individual columns shown on the plans to be offset from establ is hed column lines. B. Equipment manufacturers , whose anchor rod tolerance requirements vary from those listed in Section 3.2.17 A, shall be used and shown/noted on the Drawings . C. Unless shown otherwise , anchor rods shall be set perpendicular to the theoretical bearing surface. D. Welding to anchor rods will not be permitted except where specifically shown on the Drawings . E. Anchor rod sleeves shall be plugged , capped, or otherwise securely closed to prevent entry of concrete, dirt, debris or water during subsequent construction . Packing or water shall not be permitted to freeze in anchor rod sleeves. The use of anti-freeze in anchor rod sleeves is prohibited. F. Exposed anchor rod threads shall be given a coat of grease and protected from corrosion or other damage to the threads. 3 .2.18 Depositing Concrete A. Concrete shall be conveyed and placed as rapidly as practical, either by manual or mechanical means that will prevent the segregation or loss of ingred ie nts. No aluminum material shall be used to convey or place concrete. Concrete shall be deposited continuously in horizontal layers, in a manner to prevent displacing reinforcement and the accumulation of concrete on the forms or the reinforcement above the level of fresh concrete . Concrete that has attained its initial set or otherwise becomes unsuitable for placement, as established by the Purchaser in accordance with ASTM C 94, shall not be placed in the work. B. Chuting of concrete shall be permitted only upon approval by the Purchaser. Chutes shall be of rounded cross-section to avoid accumulation of concrete in corners . The slopes of chutes shall be steep enough to permit flow without requiring a slump greater than that specified or required for placement (slope usually 1 vertical to 2 or 2-1/2 horizontal). In intermittent operations, when free movement of concrete in the chute is not possible, ) \J Washington Group International Chevron 'll Date: Rev: 8/10/07 A CONCRETE CONSTRUCTION Doc. No. WGI -2 902 1-003-13-0 -001 PICEANCE BASIN NATURAL GAS Page: 28 of 41 DEVELOPMENT PROJECT discharge the material from the chute into approved hoppers. Thoroughly clean all chutes and hoppers before and after each run. Wash water and debris shall be di scharged outside of forms. C. Where concrete is conveyed and placed by mechanically applied pressure , the equipment shall be suitable in kind and adequate in capacity for the work. The operation of the pump shall be such that a continuous stream of concrete without air pockets is produced. When pumping is completed, the concrete re m aining in the pipe line shall be ejected in such a manner that there will be no contamination of the concrete or separation of the ingredients . After th is operation , the ent ire equipment shall be thoroughly cleaned . D. Concrete shall be placed in the forms in uniform layers as nearly as practicable in final position . It shall not be allowed to fall freely more than five (5) feet in unexposed work nor more than three (3) feet in e xposed work. Drop chutes shall be available in sufficient number so the concrete placement can be made in horizontal layers wit h little lateral concrete movement in the forms . E. Concrete layers shall not e xceed two (2) feet in thickness and shall be thoroughly consolidated before the succeeding layer is placed . Timing of placement shall be such that each succeeding layer is placed before the preceding layer has reached it s initial set. F. Concrete placement sh all be in accordance with the recommendat ions per ACI 306R w hen the ambient temperatu re drops be low 40 °F and ACI 305R when the a mbien t temperature exceeds 90°F. G. Concrete poured against earth shall have the soil wetted or sealed w ith vapor ba r rier to prevent ex ces si ve loss of moistu re from the fresh concrete. 3.2 .19 Consolidation A. During and immediately after placing , concrete shall be vibrated and worked to provide thorough consolidation around reinforcement, embedded items , and into corners of forms. It shall be consolidated with immersion -type vibrators having frequencie s in the range of 3,600 to 13,000 vibrations per minute . External vibrators mounted on or held against the forms will not be permitted. B. After a level surface has been attained by inserting the vibrator into centers of high concrete points left during depos it ing, the vibrator should be inserted vert ically at uniform spacing of about twelve (12) to twenty-four (24) inches such that the area v isibly affected overlap previously vibrated material by a few inches. C. The vibrator should penetrate rapidly th rough the full depth of each new concrete layer and about s ix (6) inches into any preceding fresh layer. The vibrator should be held in such position until conso lidation is considered adequate (5 to 15 sec). The vibrator should then be withdrawn slowly at a rate of about three (3) inches per second. Concrete should move back into the space vacated by the vibrator. To prevent seg regation of m ix , vibration shall be continued only long enough to accomplish thorough consolidation and complete embedment of the reinforcement and fixtures. 0 Washington Group International Chevron u Date: Rev: 8/10/07 CONCRETE CONSTRUCTION Doc. No. WGI-29021-003-1 3-0-001 A PICEANCE BASIN NATURAL GAS Page: 29 of 41 DEVELOPMENT PROJECT D. Vibrators shall not be used as a means of moving concrete to a desired placement area. This action shall be accomplished by correct initial placement augmented by the use of hand shovels. The Vendor shall provide a sufficient number of vibrators so that consolidation can be accomplished immediately after the concrete has been deposited in the forms. Vibrators should not come in contact with forms , reinforcing or embedded items . 3.2.20 Retempering Water shall not be added to mixed batches of concrete to increase the slump without specific approval of the Purchaser. When batches delivered to the job show an unduly low slump (as might occur during hot weather) consideration shall be given to the use of retarders. 3.2.21 Construction Joints A. The plans will show normal requirements for construct ion joints . Therefore, field work shall be planned so that a minimum number of field located construction joints are needed. The type, number, and location for such field established construction joints shall be reviewed by the Purchaser. B. Unless otherwise directed by the Purchaser or shown on the Drawings, construction joints shall be located as follows: 1. In floor slabs on grade, construction joints shall be located on interior co lumn lines or at the center of slab panels. 2. In concrete framed floors and roofs, construction joints shall be placed at the center of span in s labs , beams and girders, except where intersecting members occur at such points . In these cases, offset the construction joint a distance approximately equal to twice the width of the intersecting member and provide supplementary reinforc ing as directed by the Purchaser. 3. In steel framed floors and roofs, construct ion joints shall be placed at the centerlines of supporting members. 4. In columns, construction joints shall be placed at underside of floor or roof members and undersides of co lumn capitals, haunches, or brackets . 5. Horizontal joints below grade and in one-story walls above grade shall be avoided. If joints are necessary, they shall be located at well defined horizontal lines such as window sills or heads, or other well defined architectural trim lines . 6. When vertical joints are deemed necessary in flat wall surfaces, special care shall be exercised to prevent offsetting of adjacent wall faces. C. The joint surfaces shall be perpendicular to the concrete surfaces in which they occur, whether the concrete is a wall, slab, mat, beam , or otherwise . Shearing forces across the joint may be carried by shear keys, web steel or friction. Unless otherwise shown on the Drawings , reinforcing steel shall be continuous across the joints . D. For joint preparation see Section 3.2.2, Cold Joints in this Specification. ) Q Washington Group International Chevron '9 Date: 8/10/07 CONCRETE CONSTRUCTION Doc. No. WGI-29021-003-13-0 -001 Rev: A PICEANCE BASIN NATURAL GAS Page : 30 of 41 DEVELOPMENT PROJECT 3.2.22 Expansion and Control Joints A. Expansion and Control joints shall be provided as located and detailed on the Drawings. Field changes as to either location or type shall be approved by the Purchaser. The Vendor shall supply and install all material as specified in Section 2.2, Materials and Fabrication, of this Specification. All expansion and control joints shall be sealed. The maximum horizontal d imensions of concrete wall or floor slab sections placed at one time shall be forty (40) feet unless otherwise noted on the Drawings . B. Expansion joints shall have keys or other mechanical devices to keep adjacent surfaces in alignment, and in accordance with details provided on the Drawings. C. Control joints may be either formed and tooled or sawed . Care shall be taken in formed joints to not damage the form during placing of concrete or to not damage the concrete surfaces during removal of form . Saw cut joints shall be sawed within twelve (12) hours after placing concrete. Joints shall be a minimum of one quarter (1/4) the depth of wall or slab. 3.2.23 Waterstops A. Waterstops shall be provided in all cold joints for hydraulic structures and joints below grade where water is present. Joints where waterstops are provided shall have keys or other mechanical devices designed to prevent differential movem ent across the joints. B. Waterstops shall be installed to produce a continuous diaphragm in each joint indicated on the Drawings or in field-located construction joints in slabs and walls as approved by the Purchaser. Splices shall be made in accordance with the manufacturer's recommendations. Waterstops shall be accurately secured in position and shall be protected from damage and displacement during concrete placement. Punctured or poorly spliced waterstops shall be repaired or replaced by and at the expense of the Vendor. 3.2.24 Bonding A. Concrete on which other concrete is placed sha ll be either still plastic or thoroughly hardened, but not in a semi-hardened state that may be disrupted and weakened by the added load and the jarring due to placement of additional concrete. B. To provide bond between successive lifts of concrete , the exposed surface of the hardened concrete shall be cleaned and roughened, w ithout loosening the embedded aggregate. Brooms or air-water jets shall be used after the start of initial setting of the concrete. Sand-blasting or air-tooling shall be employed after the concrete has hardened. In all cases, the surface film and laitance or diluted paste shall be removed and a reasonably high percentage of aggregate exposed. Immediate ly before the new concrete is placed , the old surface shall be clean , damp and free from stand ing pools of water. C. Batches of neat cement or of mortar having about the same proportion of cement to sand as used in the concrete, or as otherwise specified herein , shall be deposited and well brushed in, just ahead of the new concrete . 0 Washington Group International Chevron If! Date: Rev: 8/10/07 CONCRETE CONSTRUCTION Doc. No. WGI-2902 1·003·1 3·0-001 A PICEANCE BASIN NATURAL GAS Page: 31 of 41 DEVELOPMENT PROJECT D. Where a more positive bond is required and where indicated on the Drawings , a two-part epoxy bonding compound shall be used to bond new concrete work to hardened or aged concrete surfaces. The surface preparation and application of the epoxy bonding compound shall be in accordance with the Manufacturer's recommendations and specifications . 3.2.25 Concrete Finishes A. "Float Finish " shall be accomplished by wood , cork , or metal floats or by a finishing machine . After the concrete has been properly placed, vibrated , and roughly leveled, it shall be screeded off to the proper elevation . Coarse aggregate shall be tamped below the surface. After screeding and tamping of coarse aggregate, the surface shall be made uniform by means of a bull float. After floating , the surface shall be tested fo r uniformity by use of a straightedge. Variations from desired finished elevations shall not exceed 1/4- inch in ten (1 0) feet. Use of neat cement to absorb excessive surface water is prohibited. B. "Single Steel Troweled Finish" shall consist of a float finish followed by steel troweling. Steel troweling shall be performed after the surface moisture has disappeared . Concrete surfaces shall be steel troweled to a smooth, even finish, free from trowel marks. C. "Double Steel Troweled Finish" shall consist of a single steel troweled finish with additional troweling to produce a smoother and harder or denser finish . Time shall be allowed to elapse between trowelings so that the concrete will set further. Final troweling shall result in a burnished appearance. D. "Broomed Finish" shall be performed after the "Float F in ish " by drawing a natural bristle broom across the surface to produce corrugations of regular appearance not over 1 /16· inch deep . The fibers shall be kept clean by frequent washings and cake on the fibers shall not be allowed to score the surface. E. Finishes on Formed and Flat Concrete Surfaces 1. Formed concrete surfaces against which backfill will be placed, and which will therefore be concealed in the finished work , shall have a rough-form finish with all fins and burrs exceeding Y2-inch in height removed, all tie rod holes packed, and all defects repaired . No other finishing will be required. Rough-form finish shall be in accordance with ACI 301, Section 5. 2. Unformed surfaces of foundations which will be backfilled and not exposed to view in the finished work shall be screeded to proper elevation followed by a darby or bull float. Surface cracking occurring prior to set of the concrete shall be closed by hand float. 3. Formed concrete surfaces which will be exposed in the fin ished work shall have a smooth-form finish with all fins and burrs exceeding 1/8-inch in height removed and ground smooth , all the tie rod holes packed and all defects repaired . Patches shall match the color of the surrounding surface and shall be smooth and level. Smooth-form finish shall be in accordance with ACI 301 , Section 5. 4 . Interior floor surfaces which will remain exposed to view in the finished work shall be given a "Double Steel Troweled Finish ," unless noted otherwise on the Drawings. G Washington Group International Chevr on l:i1 Date: 8/10/07 Rev: A CONCRETE CONSTRUCTION Doc. No. WGI -2902 1-003-13-0-001 PICEANCE BASIN NATURAL GAS Page: 32 of 41 DEVELOPMENT PROJECT 5 . Roof slab surfaces, and floor slab surfaces to receive tile or other overlayment, shall be given a "Single Steel Troweled Finish." 6. Surfaces which will subsequently be grouted for support of column base plates, equipment, etc., shall be given a "Float Finish ." 7. Unformed concrete surfaces other than slabs or floors, which remain exposed to view in the finish work shall be given a "Single Steel Troweled Finish ." 8 . Exterior slabs for paving, stoops, ramps and sidewalks shall be given a "Broomed Finish ," unless otherwise noted on the Drawings. 9. Concrete floors, truck door slabs , man door slabs , shall be treated with a sealer- hardener agent as noted on the drawings. Sealer-Hardener agent shall be Liqui- Hard, manufactured by W . R. Meadows or Engineer-approved equal. Sealer- Hardener shall be compatible with the concrete curing compound. 3.2 .2 6 Repairing and Patching Formed Surfaces A. Concrete surfaces shall be repaired immediately after form removal. Cavities produced by form ties, honeycomb, rockpockets, spalling or other similar defects shall be thoroughly cleaned and kept saturated with water for a period of at least one (1) hour prior to repair. Before placing dry-pack or mortar, a grout of cement and water mixed to a consistency of paint shall be brushed into the surfaces to which the dry-pack or mortar is to be bonded . Repair of defective areas shall be in accordance with ACI 301 , Section 5 . 1 . Holes left by tie rods shall be hammer-packed with stiff, dry-pack mortar of the same materials as that in the concrete. 2 . Honeycombed areas shall be removed to a depth at which sound concrete is exposed. Cut-out areas shall be straight at right angles to the surface, and filled with concrete matching that of the structure. 3 . Spalled and pitted areas resulting from concrete sticking to the forms shall be chipped back to obtain a good mechanical bond, undercut at the edges, and repaired with mortar matching that of the concrete. 4. On concrete which will be exposed in finished work, approximately 20 percent white cement shall be mixed with the gray patching cement to offset the tendency of patches to show up darker than the surrounding concrete. 5. While defects are being repaired, the surface shall not be allowed to become dry, nor shall the underlying concrete be damaged. Patched areas shall be damp cured for seven (7) days. B. Finished repairs shall be subject to the approval of the Purchaser. Unsatisfactory repairs shall be redone by and at the expense of the Vendor. 3.2 .2 7 Protection and Curing A. Protection and curing shall be accomplished by preventing loss of moisture, rapid temperature change, mechanical injury, or damage from rain, frost or flowing water. Curing shall be started after placing and finishing as soon as the surface conditions are suitable. Curing of formed surfaces shall be accomplished by moist curing with forms in place for the full curing period, or, if forms are removed prior to the end of the curing period , by one of the following methods, or combinations thereof . G Washington Group International Ch evron • Date: 8/10/0 7 Rev: A CONCRETE CONSTRUCTION Doc. No. WGI-29021 ·003·13·0·001 PICEANCE BASIN NATURAL GAS Page: 33 of 41 DEVELOPMENT PROJECT The minimum curing periods for concrete placed hereunder, except as noted in ACI 306 , shall be : Curing Temperature Curing Period 50°F -70°F 7 days 70°F-100°F 5 days 1. Protective Wet Curing The protective medium for wet curing shall consist of saturated cotton mats or a double layer of burlap , of su fficient size to cover the entire concrete surface and side forms. The mats or burlap shall be kept continuously wet during use. After finishing operations and prior to start of protective wet curing, the concrete surface shall be kept wet with adequate fog spraying equipment. During any change in curing medium, the concrete shall remain exposed for not more than one (1) hour. 2 . Moist Curing Unformed surfaces shall be covered with burlap, cotton or other approved fabric mats kept in contact w ith the surface, or with sand , and shall be kept continually wet. Where formed surfaces are cured in the forms, the forms shall be kept continually wet. If the forms are removed before the end of the curing period, curing shall be continued as on unformed surfaces, using suitable materials. Burlap shall be in two (2) layers . 3. Waterproof-Paper Curing Surfaces shall be covered with waterproof paper with four (4) inches of overlap at s ides and ends and sealed w ith mastic or pressure -sensitive tape not less than 1-1 /2 inches in width . The paper shall be weighted to prevent displacement , and tears or holes appearing during the curing period shall be immediately repaired by patching . 4. Membrane Curing Pressure spray tinted curing compounds shall be of the type previously specified. The compound shall be applied according to the manufacturer's directions immediately after finishing operations are completed and forms removed. The quantity applied shall be sufficient to ensure the formation of a continuous unbroken film . The curing compound shall cover the entire area of the exposed surface , and shall be applied in two (2) separate applications , each of which shall be an even sweeping motion of the nozzle with sufficient overlap to ensure uniform and complete coverage . The second application shall follow five (5) to thirty (30} m inutes after the first and shall be so directed as to cross and recross the sweep of the first application. Cur ing compound shall not be used or permitted on surfaces where future bonding, concrete hardener, or painting is indicated . Such surfaces shall be cured by the moist process as specified previously. ) G Washington Group International Chevron Ill Date: Rev: 8/10/07 A CONCRETE CONSTRUCTION Doc. No . WGI·29021-00 3·13·0·001 PICEANCE BASIN NATURAL GAS Page: 34 of 41 DEVELOPMENT PROJECT After final application of the compound , surfaces shall be protected from traffic and other damage to the membrane for a period of curing as specified herein. The use of any membrane material that will impart a slippery surface to the concrete or alter its natural color shall not be permitted . The compound, however, shall contain a dye of color strength sufficient to render the film distinctly visible on the concrete surface for a period of at least four hours after application and shall be of such character that it will harden within thirty (30) minutes . If concrete surfaces that are to receive curing compound are expected to be exposed to freezing temperatures within five (5) days, the membrane curing compound shall not be used. 5. Polyethylene Sheeting and Polyethylene-Coated Waterproof Paper and Burlap Curing Surfaces s hall be completely covered . Where a si ngle sheet does not cover the entire surface, additional sheets shall be used. The ends and sides shall be lapped not less than four (4) inches and sealed with pressure-sensitive tape not less than 1-1/2 inches in width. B . Protection The Vendor shall be fully respons ible for protecting finished concrete work from damage , marring of f inish, discoloration or other detrimental conditions during curing and subsequent construction operat ions . After the curing periods specified , concrete shall not be allowed to heat or cool faster than at a rate of 5°F per hour, or 20°F per twenty-four (24) hour period, until outside temperatures are achieved . Either dry or steam heat will be an acceptable means of maintaining temperature control. 3.2 .28 Cold Weather Requirem e nts A. Concrete shall not be placed during cold weather unless special precautions are taken. Cold weather is defined as any period when , for more than three (3) successive days, the mean daily temperature is, or is forecast to be, below 40°F or when any unformed concrete surface less than forty-eight (48) hours in age is , or is forecast to be, exposed to temperatures less than 32°F. If it is necessary to place concrete under conditions of low temperature , placement and protection methods shall be in accordance with this Section and ACI 306. Concrete damaged by freezing shall be removed and replaced by and at the expense of the Vendor. ) G Washington Group International Ch evron IS Date: Rev: 8/10/07 CONCRETE CONSTRUCTION Doc. No. WGI-29021-003-1 3-0-001 A PICEANCE BASIN NATURAL GAS Page: 35 of 41 DEVELOPMENT PROJECT B. Concrete temperatures and curing periods shall conform to the following charts : 1. Minimum Concrete temperature(*) as delivered: Minimum Placement Dimension Ambient Temperature Less Than 36"-Larger 12" 12"-36" 72" than 72" Above 30°F 60 °F 55 °F 50 °F 45 °F ooF to 30°F 65°F 60°F 55 °F 50 °F Below ooF 70 °F 65°F 60°F 55 °F (*)Concrete temperature as delivered shall not exceed the above minimum concrete temperatures by more than 15°F. 2. Concrete temperatures as placed and maintained for curing period : Minimum Placement Dimension Less 12"-36" 36"-72 " Larger Than 12" Than 72" Min . Concrete Temp 55°F 50°F 45 °F 40 °F Min . Curing Period 7 7 6 5 (Days) Max. Temp. of 80 °F 75°F 70 °F 65 °F Concrete Surface or Form During Curing Period 3. Temperatures of forms, reinforcing , embedments or earth to be in contact with fresh concrete shall be at least 35 °F but shall not exceed 60 °F. 4. Enclosures shall be windproof, weatherproof and provide for the circulation of air in contact with concrete surfaces or forms . 5. Heating units shall be located so as not to heat or dry the concrete locally. Heaters shall be vented , if necessary, so that the conc rete is not exposed to carbon dioxide. Open type or oil pot salamanders shall not be used . " Washington Group International Chevron • Date: 8/10/07 Rev: A CONCRETE CONSTRUCTION Doc. No. WGI·29021 -003-13-0-001 PICEANCE BASIN NATURAL GAS Page: 36 of 41 DEVELOPMENT PROJECT 6. Blanket or batt insulation shall be p rotected by a tough moisture proof cove r from wind , rain or snow which will impair its insulating properties. Such insulation shall be lapped and kept in close contact with the concrete or formed surfaces . 7. Records of outside temperatures , weather conditions and concrete or form temperatures shall be maintained for the placements . Temperatures should be secured at several locations within enclosures, on the concrete or formed surfaces, and at corners and edges of forms or concrete to indicate the range of temperatures. Temperature data shall be submitted to the Purchaser. 3.2 .29 Normal and Hot Weather Requirements When the requirements for cold weather concreting are not applicable, normal and hot weather concreting shall be subject to the following. A. Concrete temperatures as delivered shall be within the limits below . Minimum Placement Dimension Less Than 48" 48" or Larger Max imum Concrete Temp. 80°F 70 °F Minimum Concrete Temp. 60°F 50 °F B. When air temperatures are expected to exceed 90°F during placing, finishing and the first twenty-four (24) hours after finishing or when the rate of evaporation as determined by Figure 2.1.5 (ACI 305) is expected to exceed 0.2 lbs/fe/hr. during placing and finishing , precautionary measures shall be put into effect by the Vendor to prevent damage to concrete due to hot weather. Every effort shall be made to minimize the time of delivery, placing , consolidation and finishing . When the air temperature is expected to exceed 90 °F within forty-eight (48) hours after placement, all surfaces shall be protected from direct sunlight for a minimum period of forty-eight (48) hours. If it is necessary to place concrete during hot weather conditions , placement and protection methods shall be in accordance with this Section and ACI 305 . 3.2.30 Attachment of Rods or Dowels to Hardened Concrete A. Holes drilled in hardened concrete for epoxy adhesive of anchor rods , reinforcing bars and dowels shall be drilled with a rotary impact drill to a diameter 1/8-inch greater than the item to be installed in the hole . The hole shall be cleaned with water to remove concrete dust and then dried . Do not use compressed air to dry the hole unless it is oil- free air. The hole shall be clean and dry prior to introduction of the epoxy adhes ive . B. Reinforcing bars, dowels and anchors rods, which are to be epoxy grouted, shall be sandblasted to white metal and shall be clean , dry and at temperatures specified by the epoxy manufacturer. C. Additional requirements for epoxy adhesives shall be in accordance with the Specification for Grouting Equipment and Structural Supports. " Washington Group International Chevron Ill Date: 8/10/07 CONCRETE CONSTRUCTION Doc. No. WGI·2 902 1·003 ·1 3·0·001 Rev: A PICEANCE BASIN NATURAL GAS Page: 37 of 41 DEVELOPMENT PROJECT 3 .2.3 1 Clean-Up Following completion of the work covered by the contract and this specification for any structure or portion thereof , the Vendor is required to clean -up the area for subsequent construction or equipment installation . The clean-up work shall consist of , but not be limited to , removal of construction equipment and materials used in the work , form s, unused materials, and spilled concrete. The clean-up work and disposal of trash and debri s shall be as directed and approved by Purchaser. 3.3 Testing and Inspection 3.3 .1 Subgrade Density The subgrade dens ity of undisturbed soil or the compaction of fill material will be tested by others retained by the Purchaser using an approved method as directed by the Purchaser. 3.3.2 Concrete Strength Testing During the course of construction, tests shall be made by others retained by the Purchaser to determine whether the concrete , as being produced and delivered , complies with the standards of quality specified. The sampling and testing of concrete shall be in accordance with Specification for Sampling, Testing and Construction Control of Concrete, Earthwork and Structural Steel. The Vendor is not relieved of the responsibility of proper placing and cur ing even though test reports indicate adequate strengths . A. The Vendor shall p rovide such access and assistance as these personnel may require in obtaining their samples , and shall not place any concrete rejected by them for any reason. B. For concre te containing fly ash , the fly ash shall be tested every thirty (30) days m inimum or as specified in ASTM C 311 . 3.3 .3 Enforcement of Strength Requirements Definition of Failure A. Cast Specimens The test specimens cast in the fie ld will be considered to have failed the strength requirements when , for any class of concrete , the average of any set of three (3) consecutive strength test results are not equal to the specified strength or any ind ividual test result falls below the specified strength by more than 500 psi. B. Cored Specimens The concrete represented by cored specimens w i ll be considered to have failed the strength requirements when the average strength of the cores falls below 85 percent of the specified strength or the strength of any single core specimen falls below 75 percent of the specified strength . C. Failure of Test Spec imens ) Q Washington Group International Ch evron • Date: 8/10/07 Rev: A CONCRETE CONSTRUCTION Doc. No. WGI-29021 -0 03 -1 3-0 -001 PICEANCE BASIN NATURAL GAS Page : 38 of 41 DEVELOPMENT PROJECT When test specimens, made, cured , and tested fail as above defined, the Purchaser may request one or more of the following actions be taken: 1. Additional Wet Curing The Vendor shall wet cure the structure in accordance with a plan approved by the Purchaser. 2 . Testing of Cored Specimens The Purchaser will specify the location where each core specimen shall be secured . At least three (3) cores shall be taken from each portion of the structure for which cast test specimens have failed. Specimens will be secured, prepared and tested in accordance with ASTM C 42 and ACI 301 . Cored specimens shall be tested no later than 60 days after the concrete was placed unless otherwise authorized by the Purchaser. Where cored specimens fail as defined in Section 3.3 .3. the Vendor shall strengthen or replace the structure in accordance with a plan approved by the Purchaser. 3. Reinforcing the Structure The Vendor shall strengthen the deficient portions of the structure in accordance with a plan approved by the Purchaser. 4 . Replacement The Vendor shall replace the deficient portions of the structure in accordance with a plan approved by the Purchaser. 5. Test Loading The Vendor shall conduct a test loading of the structure according to Chapter 20, ACI 318 in an area, or areas, designated by the Purchaser. 3.3.4 Slump Tests A. Slump tests will be made in accordance with ASTM C 143. Slump tests will be made from samples taken in accordance with ASTM C 172. B . Tests for Entrained Air The entrained air content of fresh concrete shall be determined in accordance with ASTM c 231. 3.3.5 Inspection A. The Vendor shall allow the Purchaser a minimum of eight (8) working hours notice prior to anticipated start of placement of concrete for inspection . The work to be performed in the presence of, with the knowledge of, or inspected by the Purchaser or person delegated by the Purchaser to approve the work , consists of , but is not limited to the following: Subgrade conditions ; formwork location , dimensions , adequacy and support; reinforcement sizes , location , tieing , support, splicing and cleanliness; embedded items location, dimensions and support; the condition and adequacy of all placement equipment including pumps, chutes, vibrators , and provision of cold or hot weather ) G Washington Group International Chevron IN Date: Rev : 8/10/07 A CONCRETE CONSTRUCTION Doc. No. WG 1·29021·003·13·0·00 1 PICEANCE BASIN NATURAL GAS Page: 39 of 41 DEVELOPMENT PROJECT equipment or materials required; and the provisions for work platforms, barr icades and safety provisions . B. Materials supplied and work performed under this Specification may, at the Purchaser's option, be inspected in the shop and , or batch plant and will be inspected in the field . The Vendor shall provide facilities for shop or batch plant inspection , if reques ted by the Purchaser, at no additional cost to the Purchaser. Inspection of material does not in any way relieve the Vendor of responsib i lity for the quality and accuracy of the material. C. Material or work not meeting the requirements specified herein will be rejected and shall be replaced at the Vendor's expense. D. The Vendor sha ll be responsible for a ll errors in detailing and fabricat ion. END OF SECTION G Washington Group International Chevron IS Date: 8/10/07 CONCRETE CONSTRUCTION Doc. No. WGI ·2902 1-003-13-0-001 Rev: A PICEANCE BASIN NATURAL GAS Page: 40 of 41 DEVELOPMENT PROJECT CONCRETE QUALITY ASSURANCE CHECKLIST (60-128-Pc) PROJECT NAME: Picean ce Tight Gas Pha se 1 DRAWING NO./REV.: CONTRACT NO .: DESCRIPTION: POUR NO.: LOCATION: DATE: MIX DESIGN: PRE-PLACEMENT INSPECTIONS INITIALS ITEM ATTRIBUTE &DATE COMMENTS 1 Verify subgrade compaction. 2 Verify formwork for: location, elevations , orientation, tolerances , and chamfers . 3 Verify forms are properly tied and braced . 4 Ve rify quantity, location, size, and proj ection of structural embeds. 5 Verify rebar: size, grade, support, position , coverage, and cleanliness . 6 Verify construction joint preparation : cleanlines s of keyways and waterstops . 7 Verify quantity, location, and size of: A. Piping embeds B. Plumbing embeds C . Electrical embeds 8 Verify alignment check and elevations of anchor bolts and other critical embeds. 9 Verify placement area cleanliness , wetness, and final preparation . 10 Verify Key material correct size & location for installation . 11 Verify availability of adequate placing equipment and staging area. 12 Verify provisions for hoVcold weather. Weather concreting per ACI 305 and 306 . Chief Construction Engineer Approval of Placement Date: PLACEMENT/POST PLACEMENT INSPECTIONS INITIALS COMMENTS &DATE 13 Verify independent laboratory performs required tests - adequate samples taken , and that fresh concrete test results meet req'mts . 14 Verify batch t ickets have required information . 15 Record water added/authorization. 16 Verify placement within time limits. 17 Verify consolidation , free fall , and lateral movement. 18 Verify any additional embeds are properly located . 19 Verify proper f inish . 20 Verify implementation of hoVcold weather practices . 21 Verify proper curinq practices . 22 Verify formwork, shoring, and reshoring removal time . 23 Verify control joint locations . Chief Construction Eng ineer Approval of PlacemenVPost Placement and Date: 24 Concrete strenqth test resu lts acce~table. QA to verify) QA Coordinator Verification/Date: Client Acceptance/Date (if required): C:\Oocuments and Se«ings\vadej001\My Oocuments\CHEVAON\1-TEMP OFFICE SITE\Specifications\13·0·001 Concrete Construction.doc G Washington Group International Chevron IS ) Date: 8/10/07 CONCRETE CONSTRUCTION Doc . No. WGI -29021 -003·13 ·0·001 Rev: A PICEANCE BASIN NATURAL GAS Page : 4 1 of 41 DEVELOPMENT PROJECT C:\Oocu ments and Settings\vadej001\My Documen ts\CHEVRONI 1·TEM P OFF IC E SITE\Specifications\ 13·0-00 1 Concre te Construction .doc Division of Registrations Colorado The Official Slate Web Division of Registrations Electrical and Plumbing Permits Online View Inspection for Permit 633867 • Indicates Required Field Inspection Permit #: 633867 Inspected 1112312007 Date: Permit Holder: SPECIALIZED AUTOMATION SERVICES LLC Site Address: Section 9 & 10 Township 6 South City: Debeque State: CO Zip: Inspection Final ,, Type: Status/Action: Accepted "" Aeinspection Fee Paid$: Comments: I installed sticker on service please make all necessary repairs Corrections: 1} Disc:onnects required to be labeled Page I of I 2) Install #6 insulatad wire from Grounded conductor in disconnect to CT Meter Inspector's Cyrus Tuchscher Name: Phone: 970-625·5085 • Questions? Check out the D~flniti_ot]s_ P~ge or Fre_quently Ash_d Que§fi00!3 {fAQ). • Please take our S!.lfV~Y to tell us about your experience with the online permits site. Generated: 1 !12612007 09:25a.m. Privacy Sta!emQnt ! Dlsclaime:.r "(ec;_hrl~Ca! ~~t11~; E-m,[lil lntormalloo Te_t:_hnQiogy S~ Fed:l!t"'I..Ho~ f'agQ II State Home Page II Department Home Page T!W Qf Pall!> ~·Mad lh# pjvia:lo_n. of _fi_Qg_i_~tr~t.tons J5F.O Brca:::lway SuHr:-l.'iDn 0('<1V('t CQ 80202 https://www .doru.statc.co.us/pls/rcai/EP _WEB _Inspection_ G UI.Show _Pagc?p _user_ type... 11/26/2007 Inspection Report COLORADO STATE ELECTRICAL BOARD INSPECTION REPORT I CORRECTION NOTICE Date Received: 23·NOV·07 Permit Number: 633867 Page I of I Contractor/HomeOwner: SPECIALIZED AUTOMATION SERVICES LLC Address: Type of Inspection: Action: Section 9 & 10 Township 6 South Final Accepted Comments or Corrections: I installed sticker on service please make all necessary repairs 1) Disconnects required to be labeled 2) Install #6 insulated wire from Grounded conductor in disconnect to CT Meter Inspectors Name: Cyrus Tuchscher Phone Number: 970·625·5085 Date: 23-NOV-07 COLORADO STATE ELECTRICAL BOARD DEPARTMENT OF REGULATORY AGENCIES 1580 Logan St. Suite 550 Denver, Colorado 80203·1941 Phone: (303) 894·2985 https://www.dora.state.co.us/pls/reai/Ep _Web _Inspection_ GUI.Process_Page 11/26/2007 TEMPORARY OFFICE FACIUTIES SITE PLAN PROPOSED 6AR8£ll \\IRE FENCE PROPOSED TRAll£RS TRAILER SiZE 12'X60' (TYP) CHEVRON U.S.A. INC. PROPOSED TRANSFORMER PROPOSED Sl!RI£0 ELECTRIC TRACT 44 PROPOSED POWER POLE PROPOSED t2'X12' TEMP GENERATOR PAD IITIII 1 llll X '!! (±1.85 ACRES)! ~~~ _L_. X·--X--X __l -- SHEIJ. FRONTIER OIL & GAS INC. PROPOSED OvERHEAD ELECTRIC -r--._\ 2137-321-00-008 CHEVRON U.S.A. INC. LEGAL DESCRIPTION: ~\ ~\ OC CHEVRON U.S.A. INC. ?:\ z 8\ THAT PORITON OF TRACT 44 SITUATE IN THE IN THE SE 1/4 SE 1/4 OF SECTION 9 AND IN THE SW 1/4 SW 1/4 OF SECTION 10, TOWNSHIP 6 SOUTH, RANGE 98 WEST OF THE 6TH PRINCIPAL MERIDIAN, COUNTY OF GARFIELD, STATE OF' COLORADO, BEING MORE PARTICULARLY DESCRIBED FOR AREA AS FOLLOWS: BEGINNING AT A FOUND 1924 GLO BRASS CAP IN PLACE FOR AP NO. 2, TRACT 72 AND AP N0.3, TRACT 45; THENCE N89'21'21"W A DISTANCE OF 250.00 FEET; THENCE N00"02'00"W A DISTANCE OF 310.90 FEET; THENCE N85,8'04"E A DISTANCE OF 250.83 FEET TO A POINT ON THE EAST UNE OF SAID TRACT 44; THENCE S00"02'0D"E ALONG SAID EAST LINE A DISTANCE OF 334.26 TO THE POINT OF BEGINNING, CONTAINING 1.85 ACRES MORE OR LESS. NOTES: 1) THE SITE PLAN AS SHOWN AND DESCRIBED ABOVE IS NOT A BOUNDARY SURVEY AND NO MONUMENTS WERE SET, THE PURPOSE OF THE ABOVE LEGAL DESCRIPTION WAS TO DESCRIBE THE PERIMETER AND AREA WITHIN CHEVRON PROPERTY FOR THE PROPOSED TEMPORARY OFFICE AND FACILITIES SITE. SURVEYOR'S CERTIFICATE I, Steven R. Pace: a Professional LonMrveyor in the State of Colorado do hereby certify that $11~~ ~~~ mode under my direct supervision, ond that thl~ 1t1 • ·~ts sold Survey. :.§ ~ ••• • •• , ~L:,'~ §~.·~.-\~~ R. p;·.;,u • .4"' 7..n ........... ~· .,;._.... ..~. "' • --..~ 't .. 0 -! 22580 :g;~ • • >--~· t:-C:.,-o( :....,=:: ~ tt •• ~~ COLORADO P.LS. 2258QViJ>,i•• ··~~§ %,-iiC:>~ ~ ....... ~ "' it"Ca=O f=OR: C+-4Evr;cON U.6A. INC. CON&TRUCTION eiJR'ISY&, INC. <Z~<Z~12 euNRree eJ..ve>. DATE:o7-os-o7 &II-T, CO 816&2 r---=o-=R-:-A WN:-:-::-:--::s::-Y:-: -=s-=R=-P ---.-0-WG-: CH_EVR__.;ON:.:/..:.:CH.=..:Ev:.:.--OFA..:.::..c...:E=.:...J ('1<ZI)8,6•&,&~ SCALE: 1" = 100' SHEET: 1 OF 1 \ I I ..... 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OA I OC APPROY(O rg: ;tH~YA~C~~~--t----1~S~I~~T~~~Al~--t----4-+----~------------------------------------------t-4--4 C~TR~TI 0 7 "4101 NN JY of: OftAWNo DATt o TDD OS/01101 CltECKEOt 04TE I 141 '(/ S(:AJ.(I , •• 40. 11 N I oU4.t05 .U [ 2o20l olll.54'- PAOPOS£0 P.W INC 124 SPACES 12'x 20' I TRAILER AND PARKING LAYOUT iii Mld Contlnent/A ioeko SBU cnevron North An"""or ·c::o E1oCp l o rotlo n ond fCtroduc tlo n 0 Waa hln~on Group I nternational UDD [. UniO'I Avo . • OtMtro CO 10231 • I lOll 143·2000 ~ tiiOi fOU IGII .r l l iJ'AIK-'HD-HAWt .UilNI IONt AAEA I OU fl tl01 CO: GAllfiElO Sl: CO. PROPERlY UHIOUEt PAOP(RlY C01olo011 PICEANCE BASIN DEVELOPMENT EPS TEMPORARY OFFICE SITE ROUGH GRADING PLAN OIIG . NO . 018-12 -11 -111 -001 R£V Q D c 8 A r .· FI NISH SCHEDULE INTERIOR REMARKS FLOOR I . I f & V.C.I.{RDWNDDQ COLOR! "'""""" """"' 2 . ~~~~f:N.. COVE UN O~f!J_U_ w A~ 5" (PER CODE) ONLY) BA SE 1. 1 1/4 PREflN IS HED WOODGAAJ~-olll) WALLS 1. 1/4 WOODGRAI N PAN EUNG \111!<1~-<~UI} COLO R: IA CkENZI E SAN DSTON E BIRCH 2. ~~-~B~~sP~L~DE i'ril nij. TRI M 1. PRE-"NI)I1W !YUUUUKAIN l RJt.(lltiiU-ou!J CEI LING 1. ~!!~.. CEIUtj_~. 0 7 -1 D .!':-.~·[-ARMSTRONG CO RTEGA 7611A (OR EQUAL) cor'OR: 'iYHiff ' CONS TRU CTI ON NOTES IASSI_S_ FLO OR I AllKIUK WALLS I T' li OR WA LLS • ,.~ ...... , I'Mtl. I ~ N~Al~ ~ Cl.l ~R SPAN A~ ~~~~utm.~ ( )Sf'I JP IIlli' IF....... IU W ll. ut '"""" • ~. 0!' ~~: WIR£ SP RK _R SYSTEM -r= n:: ., '"''"'I AP IANC[S = <IRT ING ~ DOOR SCHEDU LE DOOR JAMB SYM SIZE THK . MArL TYPE MArL TYPE JAMB FIN HRD QTY RO UGH REMARKS GRP GRP OPENING ® 3068 1 3/4" 249o. H.t.l. ALUlA ACT1VE 4 1/4 ® 3068 1 3/8. WOOD H. C. WOOD I f'REH1}I,l (0 3058 1 3/8• WOOD H.C. WOOD I'Rfli iJNI HAR DWARE GROU P NOTE DOOR HANDLES TO BE HANDICAP .O.CCESSIBLE. I. PASSAGE LV(GRNDE 2) SGL. C'l\.. DEAOfiOLT CLOSURE. DRIP w;'/2) STD. (1) NRP HINGE, WEATHERSTRIPPI NG, 'niRtsHOUO, DOOR SWEEP. !NCLIJ DE tA'!CH G!.J!~~S iO eE ~·~STAU.£0 Ot: AU. RLC DOORS. 2. PASSAGE, HINGES, Wl\ll UNT'O DOOR STOP 3. PFIJVI>J:f, HINGES, WAL.l. MNT'D DOOR STOP DOO RS KEYED AU KE: YES 4" ... I 1 2 37 1/2" X 81 1/4 RLC -1 DOOR 2 2 3 38" X 82" 2 3 1 Jll" X 82" FINISH GROUP I . VINYL LAU INATE INTERJOR COLOR : Hwmi. C1!0U11D (SW 1130) EXTERIOR COLOR : Nwm!. GIIOCHI (SW 1130) JAMB COLOR : BIIONZE 2. PREn NI SHEO WOODGRAI N w/ IMTC HI NG CASING WIND OW SCHEDULE SYM CD SIZE WINDOW TYPE 24 x 53 5/16 VER'TlCAJ. SUOEF r---,-!HEADER HEIGH T 1/4 " A.F.F . 8 1 FRAME GLASS QTY ROUGH OPENI NG REMAR KS BRONZE SING6tJkLAZ 7 2~ 1/2" x 53 13/15" PHIUJPS MISCELLANEOU S 1. HORIZONTAL ALUMINU M MINI BUN DS ( 24Sl ) ( 7 ) COLOR: FAWN 2. 110'. WINDOW G~DS w/ ~_HE WAY SECURllY SCREWS COLO R: BLACK !SEE DET~Ll GENERAL NOTES -ARIZ ONA- 1. CODES: 2003 I.B.C. 1894 U.P.C. 2003 I.M.C. 2002 N.E.C. HANDICAP: NJA 2. OCCU PANCV GROUP : ___.II_ 3. CONSTR UCllON TYP E: --l/::L.. 4. BUILDING SQ. FT. ----l1ll. OCCUPANT IA'.D: _]__ S. DESIGN LO.l.DS: ROOF lNE LlW>: -20.--PSr ROOF SNOW I..OAD~ PSF ftOOR lNE I..OAD: ~PS r (100 PSF EXIIWAYS) WIND ~....lllL.UPH, EXPOSUi!( C SEISII IC: S. • 1, S l • O.J (Sdo • 0 .73, Sdl • 0 .35) liTE CV.SS D sm;.r.o USE CROUP I SDSIIIO O£SION CIIT£IIOff1 D 5. STANDARD STRUCTURAL APPRrNAL I F-ES-15 7. BUllDWG SfW.l. BE l..OC'J.'JD) A lolltiiWUU Of 10 fEET TO KNOWN 011 ASSUMED PROPERlY UNES AS PER lDCAI.. BUIUDING DEPAFmiEIO' REQU IRD.IOOS. a. IF AN ADEQIJiilt: NUIIBER OF PLUMBING FIXTVRES AAE NOT PRO'vlDED WJTHIN lHIS BUILDING, AOOJl'IOIW. PUUUBING f'IXTURES WUST BE PROVIDED IN AN ADJACOO BUI LDIN G ON THE SAU E JOB SITE AS PER lDCAI.. BUILDING DEPAR!l.lfNT REQUIREMENTS. 8. THIS PLAN W.Y BE REVERSED AND/OR IIIRROIIED. 10. HANDICAP RAMPS WILl. BE REQUIRED FOR BUILD ING ACCESS. 11. sa; STRUCTURAL P.O.CKAOE FOR ALL STR\Jc:r\JRAL STAN!W!DS AN D DETAILS. A SEE S24 STRUCTURAl. ~\ PACKAGE ft)R DESCRIP110H ~ (SHEAAWAL.l. TAC TYP.) SEE 524 OF STRUCTURAL PACKAGE ft)R DESCRIPTlON (HOLD DOWN TAC TYP.) STATE REQU IR ED INFORMATION ON USE AND 'LOCATI ON OF FACTO RY-BU ILT BUILDI NG I . r:...~ ~~ AND/011 -'-------- 2. EXPIJW.llON OF BUlDING USE. N: I<H'f IIUII.DINO FVNOED 8'1' PUIIUC loiONEYS (IE: STillE, 0: COUKlY, CIIY, PUBLIC SCHOOlS._ £TC.l ~~~ BE T: ACCESSIBLE lO THE HANO!Cm'w INdl.iJSM Of BUT E: UloiTED lO RESTROOIIS AND EHIRIES. PlANS l.tUST BE STIIMPED 8'1' 1\ STATE Of AA!ZONA UCDISED ARCHITECT OR ENG INEER. GE NERA L NO TES -UTAH- GENE RAL NOTES COLORADO S. ~Will O llm'l' CUI.IATE: L.OCA110U: ~ 7. IIUIUllliO SHAU. BE L.OCATED A lo41NIIIV W Of 10 fm TO KNOWN Of! ASSUMID PROPER'TY UNES ~S PER u:x:.<L BI.OUliHO D£PAimiEI(f RE.QUIRDIOIIS. &. F »> AD£DW.n: NUM BER Of PUIII!m llXIURES AilE HOt PfiCMD£1) wm!IH TlllS IIUIU>INO, ~ PWUIIINO mmJIID MUST BE PR<MOED IN »> N>JACDIT 8I.JII..DO<C ON THE lAUE JOtl Sin: ~ PO! I.OC.IL 8Ul.OI!IC IIO'.II!IIEIIT REQUIIIDIOIIS. t . 1!115 1'\AN W.Y BE R.E'IUtSED »10/o« MltftORED. 10. IWIDICAP AAYPS WIU. BE RDlUIRED f'OR IUIU>IHO ola:ESS. II. SO: 01RIJCTUAAi. P/ol:IWJE to;! .W. rntUC'I\IIW. STIJY.WU>S »10 D£1/JI.S. I \rz '" \1Stz s -kl St.k + Rf.N'oJ~ cl \ APPROVED SUBJECT TO NOTED EXCEYI'IONS & INSPECTIONS GARFIELD COUNTY BUILDING DEPARTMENT nate g-'f.-c/] By IV lr., FIELD CO NO INSPECTION WITHOUT TBE8E PLANS ON SITE of ELECT RIC AL SC HEDU LE SYMBOL DESCRIPTION CLR I OTY _REMARK S ~' 12! NIJ' I PHASE 120/240 W/ 12.5 II'HD. NAP IIAJM. 35" A.F.F; J0 TO!> OF H/A I PANEl/EXT. SURrACE (N.B .S.) ~ 2x4-4 TUBE n.LIORESCDIT FIXIURE, ~ =~j DIFJ\JSm, (NO BRAND N/A I H/A 2 •bJ'r&TOCEU. HOO C DOH t~/t. 1 RED 1 .ti-c IODCfll F.AN /UGHT COioiBO 'V BRAND: BRCo\!1 69B N/A 1 t.IIOTE·. 1. AU. llfASUIDjO/IS f'CII J)£'/ICfS 1lltCI1 II£QUII[ A HDCIIT -TO !liE 1'' COITOI UNl: Of DEVoe% -NOTm II!HEIIWI5t 2. AU. £X1tMllt ~ D£\IC£S TO liE W!:ATHEIII'IIOOF. :1. FIRE ~ S'IS1DI I'RCMOED N1D llnAWD ON SITE rtf OIHEIIS. (WIR)I .wucAIIL) HVAC SCH EDU LE SYM DESCRIPTION r=="' 3 TON AC W/ ID kw HEAT STRIP (FAD.) ~ 1o100a 1 (WAJ&-A1ol ~ U "x l • ON.V. SI.£EVE 12" LOtlG QTY .. 0 -I 0--2] (2) 24'><24" REIURII AIR CIIIUS w/ 10' COUNt, 10' Fl.!X. z : 8 2 ::E ti iil I STATE OF COLORADO D:'/I S!ON OF HOUSING r~r=Tr--.~------------------------~~ gg~ 0 ' . J':"~'~"· w ,~.. tO I ~~ ~ )Iff, l I ti 1 2:.£0'7 PLANS APPR~ ~:.JBJ EC 7 TO FIEL;j !1'-lSPECT IO.~ G ~ ~; 0 1. 4 I ': P LUMBH~G SCHEDULE 1 , AY w ~~iuU 1 hs=YM""'B=oL,......._----=oEsC=R=IPT=riiO..,.,>N,.-------.-,., Q)'T~rY O .. ~ ~ ~ I ~R I.INT'O ELO IIG.l.lED BOWL rOR THE IWIDICAPPED W/ I,~ ~ I t-....;:1:1::__-il* (NCNO;;.ANOAR7,BRAN~0'-;;DT;;';~p;;:~C;;:;Ifl;;;:ED::<;) ~="7':'t'-;:;;o-:-::::;;--::-"T.">"-;;;r-t-cl:-i j'~!'-0 ~ ~e ~/. _'<.01 ~~ ,....---a rc~~ETw8u~~s·~'1ur~' (1) 38" LDIIO .. (1) 48" s~ #. p' ••• :.:K·i··i".iS'~ 1-=:::--+.:::-r:-:-:=-:-::o=::;-;;;~:r;c=,...,.,==:;-;:::-:-;::::-+--:.J· • . '-' rf'' • ~ .. r;:;¥;) 0 • WALL IIUNO lAVIo.TOfr( WI 29" SPAC£ I,JNDERNEATH RIM FOil_ fi ( • ~-~ • ~ IU HANDICAPPED W/ STANDAAD FAUCETS (NO BRAND SPECiflED) 1 fl •' ~ (' •,. 0 !-~~~~~~~~~~~~~~~~--+-~· ~IA 6~. ~t ~ -S~.~!ftSS3o:SW~~ VIAltR HEATER (OR EOlW.) I ~ • WA~ ; ; ...., llll l£T PN'ER HOLDER (NO BRAND SP£Cif1ED) u •~: . : I•~ u I ~. • .' . ~·• ~~ ~-~ • •• ~'V l---+.~;;14•0::r3;o.6.;;1.1:;;;1R;;;RO;;;;R;-:0~3~;-;-, 7A.~r.F;:-. --------+--i'(i'\J · 0 '' .. 8$ ,-§" = (NO BRAND sPEC IFIED). 1 , s,0 e:~v h----''------------------L-1 ~'~IVA~~~-'~ !~OlE: I ~~-~· EN GINEER 'S SEAL SHEET NUM BER 1 \ TEMPORARY I I CHEVRON U.S.A. INC. T R A C T 4 4 i I I 1 "· z 1 "' 8 ' 0 0 I . "' <0 • o_ g • '"' 0 "' - 2137-321-00-006 CHEVRON U.S.A. INC. LEGAL DESCRIPTION: OFFICE FACILITIES SITE (±1.85 ACRES) PLAN SHELL FRONTIER OIL & GAS INC. THAT PORI TON OF TRACT 44 SITUATE IN THE IN THE SE 1 I 4 SE 1 I 4 OF SECTION 9 AND IN THE SW 1 I 4 114 OF SECTION 10. TOWNSHIP 6 SOUTH. RANGE 98 WEST OF THE 6TH PRINCIPAL MERIDIAN, COUNTY OF GARFIELD. STATE OF COLORADO. BEING MORE PARTICULARLY DESCRIBED FOR AREA AS FOLLOWS: sw BEGINNING AT A FOUND 1924 GLO BRASS CAP IN PLACE FOR AP NO. 2. TRACT 72 AND AP N0.3, TRACT 45; THENCE N89'21'21"W A DISTANCE OF 250.00 FEET; THENCE N00'02'00"W A DISTANCE OF 310.90 FEET; THENCE N85'18'04"E A DISTANCE OF 250.83 FEET TO A POINT ON THE EAST LINE OF SAID TRACT 44; THENCE S00'02'00"E ALONG SAID EAST LINE A DISTANCE OF 334.26 TO THE POINT OF BEGINNING. CONTAINING 1.85 ACRES MORE OR LESS. NOTES: 1) THE SITE PLAN AS SHOWN AND DESCRIBED ABOVE IS NOT A BOUNDARY SURVEY AND NO MONUMENTS WERE SET. THE PURPOSE OF THE ABOVE LEGAL DESCRIPTION WAS TO DESCRIBE THE PERIMETER AND AREA WITHIN CHEVRON PROPERTY FOR THE PROPOSED TEMPORARY OFFICE AND FACILITIES SITE. SURVEYOR'S CERTIFICATE ~OR: C14EVRON U.~.A. INC_ CON&T~UCTION &u~VEY&, INC. c:;,c:;,l2 &uN!OCI&E 61-VD. DATE:07-06-07 &II.. T, co 81~& 2 r---D-R_A_WN--BY_:_S-RP ____ D_W_G--. C-H-EVR_O::..:N..:./C...:H:.:..E.::..V--0-F:..:Fl:.:..C...:E ~ (~1c:;,)81~-&1&~ SCALE: 1" 100' SHEET: 1 OF 1 60'-o· 57'-~· 47'-to!" 36'-7" 36'-3" 27'-9" 2 OFFICE #1 OPEN OFFICE AREA 2 2 FLOOR PLAN SCALE: 3/16"=1' 0" 20x8 28x6 MECHANICAL PLAN 2 8 11'-toi• ~PANEL (A) OFFICE #2 2 • MODULE (A) \.~ ..v~ ...._ S.\·1nn~ ~"""-~@:,c_. tOO~. \'1_ ~ \OOi STAT E OF COLORADO nt\ii~l"'l\1 "F '-J!"'US'Nr-. .. · '~ \.:i\ v ii·V 11 \.;.i ,APPROVED ENGINEER'S SEAL 1'0 0 I 0 (£) N .- I I :::::!: :::::!: I SHEE T NUMBER 2 3'-~" 2' ~· ~ <!}~ [6 I :... I$ $ \.~~· 4 • t---.. 1"'---- ~I "j ~ v _[_ ' P\__ REFLECTIVE CEILING PLAN CHRONOMn"E SPACE SPACE SPACE GENERAL LIGHTlNG: 710 eq/fl X 3.5 X 1.25 ( 1 ) HVAC UNIT ( 10 ) RECPTS. ( 1 ) CHRONOMn"E ( 10) HEAT TAPE 3,105w = 12,720w 1,800w 3,000w 1,500w ~ j_ t-r---K~~·-"" ~ 4 • \.~~ 0 4 • -------- SPACE SPACE SPACE 22,126w ..;.. 240\1 =-92 AMPS TOTAL .... -----------IX --------~*~ -------3'-1~" -----.. [Lj\1 \.~~ 4 __! ' ' ' \ I I I I ' .............. \<:' ~ -------::~. P\__ [X \.~~· 4 • K v 22· I IL 1/ lr 1/II"XI"XI" NIGI..E IRON 3'-~" • ~ ~PANEL (A) Us VACI> MODULE (A) ~ ]] STATE OF COLORADO DIVISION OF HOUSING l~AY 1 0 2005 APPROVED INTERIOR SECURITY BAR DETAIL ENGINEER'S SEAL SHEET NUMBER 3 ..., 0 I 0 (!) N ·- b I ~ ~ _," ffi I z i' g 0 ~ ·"(!~ 8z ~~n; ;jj u:o Q '"·-!1i 88 I I I ---"'""''lii\w ''" ""' z §~ 1..1,. :E!!; .. ' """"" """" wl~r ::; ~g ~ t1W11W. !mOt/NO ~ ~ z ll" I I I ~ c: ~ • ~H~ ~ ~ ~ ~ :llh ~ ~i ll-~~""~' -. u 4" IJ'.T1tflt z ~ ~I ~ "-"' COLOR: ~L£ loltil BW£ i3 !),: !),: 1 .. lo-~ i ~ ~ DO J ~ -""' ~~~ "' ~ ~ ~ """""" H:EVIR.U. OROOHO d I ~ S2 "' '""·'"" r-,-...........t WOltLE MINI BWt ~ "~' ELEVATION 'A' ~ c· "' ,..;! "' ~ ;:J ~ ., ~ ~ 0 tn~ "l 0 "':§.t Ll :::g ~.,; -e!:l~ r-r- >< ~?;!~ r--I I I ~ vi~ .. . z lt)!I:.2: ~IL~ ~ IU ~ -._ ~ ~ -0 % :I: I -~ % ~ -~ ; -' z I') •. i 0 ELEVATION '8' :::E I I iROVIDE AND INSTALL I ~~; 0 DrALER SIGNS w co .~ N ...J ~If'; ~ ID ~~1 I ::; I ~LL P.AJNT UTILIZED ~~ 0 ::; rl. 14' 2 15/16" TOTAL SHIPPING HGT. ~~ l~f\~.DI~gW A~~E~ I ~~~ ~ I _X 13' 7 OLJS'ilBUILDING HGT. I ::; /. ~li;; [l_ • 2xB ROOF RAFTERS ~ p Re ~ ~ 0 "* f f I ~ ~ ,;_ ~I {l 150 acH -I"•, < ~ I ·~~~-s 11: •• ~ . ~· -::I HVAC -;., 1: b Z-BAR s ~ -I T-GRID I -• • FlASHING 'o "' 1 ,. ;, 30S i a: is< FLOOR DECKING I • ;.. ·~ '. ;% ll FILLE~__. STATE OF COLORf\DO \"". FLOOR JOIST I \'.~ -• c"• f!!j 2" SKIRTING POCK !-tll\liSION OF HOUSING ·~--,• ' ...... "' .... -~ . !-" l'SION!'-\.. ~-'<? . -., 0 200'" ·1:~~'\-:--.:-. - . Z-BAR DETAIL 1'-f!A! l. ~ ~ ENGII-IEER'S SEAL 5/8' FLOOR DECK iJ;G I APPROVED SHEET NUMBER ELEVATION 'c' 'o ELEVATION 'D' 4 I N REFER TO FLOOR PLAN 'CONSTRUCTION NOTES' FOR ACTUAL MEMBER SIZE, GRADE, AND SPACING. r--su""''"'" CEILING --DOJiLE TOP PLATE: S£!. FLOil!. PLAN II~D S!-EAAVALL TAlllt F'DR F'ASTENJNG (lfllllllcl KiX IIAILS AT 6' o.c. EM£Naii2'DGflll.J) INTERRR fiNISfl (HJN. ZOO f1..Aio£ SPIIUtD ~ATJNiil 14m l/4' TKJCI( 2'1':6' [R 2"1<8' Kr.tl AT 1£.' o.c. FLDDR """'--;. ROOF DECKING ROOF'ING LED!i[R TD RArTER NAILS IDol NAILS SEE BELO'J TA!LE FOR tl.IMI!ER ---10d NAILS--....__ INTO RIDGE BEAM ........... 3' DEEP CEE CHANNEL CROSSMEMBER SEE SCHEDULE fOR SPACING 2'l< BIITTDH <!0 PSf 30 PSf ROOf L.L ROOF' L.L. /POST UPLIFT STRAP / SEE HOLDO'w'N TABLE FOR SIZE AND FASTENING INFO 12' 'w'IDES ~HOd 7-!0d 4' V!DtS 5-IOd tHOd 16' VIDES l.-JOd IHOd -HI,IHBER Of" LEDGER 1D RAHtR NAILS -H.JKB<:R 01-" NAllS PER J6'o.c. -LEDGE~ 1D IlEA~ DETAIL A Mll< 2-~•4' llr.t2 11100£ BEo'.ll Sl.PPIJR:T I'OST sa rum PLAil ~ LOC~Tl~ 00 SIU THE BELOW DETAILS ARE FOR REFERENCE ONLY OF A TEMPORARY INSTALLATION SYSTEM. ACTUAL INSTALLATION FOUNDATION DETAILS SHOULD BE DESIGNED BY A LICENSED ENGINEER AND APPROVED BY THE LOCAL ENFORCEMENT AGENCY. SINGLE PIER ON SINGLE PAD 4725 LBS. RATED STRAP oiHD ANCHIR-----.. mill' 111 IE KTNJ.£]1 ' ~T e I£GI£I: ...a.t JCiilllJII(+ .. -5..., COMMERCIAL COACH """ ... , HASm MAIN RAlL £-..... ,___UliMI SIW ~ 1o1 rat nw rm: 1111 WAFIII:IIIER UD'bl IIW'I IUIT IE lUI -.ut'RI..,._Imllill NO PIERS SHlliJN fOR CLARITY fTAIIUZIJII'Ult lln'ltRI:GUlRD 'o'lQ G10.Q M.m1 II 1111 DISIIU.D AT WE IIIIU .IS TD:M1 fTW STATE 0~" COLO ADO DIV" ,,, .. OF 00 SING Gil: AS lii£QWD lf IWU'~ IIISTIUATIOIH'Tilt'TIJ!S) SIDE'w' ALL TIEDD'w'NS FRONT AND REAR CROSSMEMBERS TO BE EITHER 12' I-BEAM OR 12' x 13 Gn. CEE CHANNEL VITH 1-1/2' FLANGES FLOOR JOISTS CHASSIS MAJNRAIL ~-RIDGE BEAM SUPPORT POST <2 -2"x4' H.F. 112 HIN. SEE FLOOR PLAN FOR NUMBER LOCATION.> UPLIF"T STRAP SEE HOLDD'w'N TABLE fOR SIZE AND FASTENING 2'x RIM JOISTS SCR£VS B MbY l U 20 5 <'!-'R VED 00\iAll C~IJSS-HE:IIOCR ; ENDwALL Til DOwNS (/) 4 zoos ENGINEER'S SEAL SHEET NUMBER S-1 • 0 ~ w GENERAL NOTES' f ~ ...J :~1 z EXT. SIDING/SHEATHING 0 !!! "'..I < !\z NAILED AS PER D ALL SHOIJN NAILS ARE ASSUMED TO BE BOX NAILS. 3~.., 2'i 11;i l!) i:i:O SHEARVALL TABLES 2'x STUDS AT 16' o.c. 2) ALL LUMBER TO BE GRADE STAMPED BY AN APPROVED >--!l 8!\ <MIN. 7d AT 6' o.c:, EDGE ~ GRADING AGENCY. z t:: "'" AND 12' o.c:. n£LD> INTERIOR f"INISH 10~~ 0 58 3) REFER TO FLOOR PLAN CONSTRUCTION NOTES FOR ALL UJ 16cl BOX NAILS ;11 1 -16D BOX NAlLS 2: !i!:i MEMBER SIZES AND GRADES. D tlf AT 16' o.c. ~DOUBLE 2'x RIM JOISTS 1:l ~E 2'~< SDTTIJ4 PLAT£ "-3~1 ffi ~ FLOOR JOISTS "'~0 EDGE NAILING y ~ ~ z ~1w1 1-1/2' X 30 li6. 0 at~ HOLDOWN STRAP OUTRIGGER ~~~ AT 4'0' o.c. 0 PI~ DO "' 6-7d EA. END SHEAR'v/ALL TYPES " 114' DIAH. x 3' LAG SCREIJS ~ EACH OUTRIGGER CHASSIS MAINRAJL <ALLDW'ABLE UNIT SHEAR VALUES) ~~ ~ z [,! SH~AAIJALL ""' 1116' LP "' TYPE FASTENING DESCRIPTION HASONITt ·~~ Pl~DDD ""' ~n DETAIL c x-w smJNG """"'"-~ & 7d IIAU AT G' o.c. EIG:, 12" o.c. nnD l3ll ~~ 148 piF 164 ~I 200 piF £ 11t IIAlU t.T ~· ~ ~ ~ .....:. rr~ 11.5 pi.F 2a pit C+Ei plf 233 piP < & 7d IIAII.t 1.1 3' 0.1:. E:!Xl, I!" o.c. nan >< "'piF 3!0 piF >< ~ I;! 0 <§ & NOT USED X ;:::.<: ><:: >< 0 0 0 _..,.. A 1Dd IWl.t AT ~· c.c. ElGE.. I!' o.c FlEUl 130 ptf' 148 pl.f 164 ~· 200 ~~ lil."' ROOF DECKING ROOFING 0 -~ L l:!'x RIM RAfTER "--.. ' & 10d HAILS AT 4' c.c. troE, I!' o.c. FlEUI 165 ptf 221 piF ... ~· 233 piF ~ .. ~ < ""-h.. 1Dd HAlLS AT 7 o.c. EDZ.. I!' o.c. f1E1ll >< 281 plf "''" >< ~~~ ,....-. ~ &. HOT utEII >< >< .>< >< >< I) A11M. YIIUD ASSLtE Px llf'.ll! nuDS At H' a.c. ""'4 .;~~ IL ElLING t) Ill. IF tl£ MINE W1U Mr. MSlii:D tD IE 1m!: MU z "'"' II SfJ6' KAIIIIII'NI1. IIEMVAI.U IM'I' IE U5tD M:SIIIINi Xofl lJifT SI£NI VIUES. .., .. INIIII'IJ£LI RmJIR£ A MlaiUI .oJfT m VD1H JAlDIIf' ts m 1. ~ ~ / oO JWaiQIIE&fT TD W'IIIIIA'FIIIF 3.5 TD L ICDL IIEMV.U WIDTH IF 2'0', ~ FASCIA-..,. I S> ltaf II£M YM.LIS MY IE lllllllD WIEII I!EA'MMS IS lUCCI 01 llllH SDU 0 . . ' . . ' . . -If' mms: NoiD Ft.r!DD ll£ $AI£. 7! 1T' ·'-2 -1Dd AT l2'o.c. (8"-FIR SDG.E \IUD) ::t OPTIONAL OVERHANG ·'-3 -IOdiNTD EACH STUD SOFFIT FASTENING SCHEDULE ~ SIMPSON H2.S ' INTERmR FINISH TIEDO\IN \/HEN / ,· CONNECTION TYPE NUMBER NAIL OVERHANG IS USED NAIL TYPE REQUIRED SPACING 2'x STUDS EXT. SIDING RAFTER TO RIM RAFTER 12a 3 -- -liVER RlH RAF'TER VID DVERHo\NGS RAO"'T<O TO LEDGER 12a 3 -TD II'PDt TIP !'UTE VI EM1tW1i DETAIL D RIM RAFTER TO TIIP PLATE 1oa --T.N. 16' o.c. TOP PLATE TD TOP PLATE 1oa --8' o,c. TOP PLATE TO STUD !Ocl 2 -- BOTTOM PLATE TO STUD !Ocl 3 -- BOTTOM PLATE TO FLOOR lOcl 16' o.c. 0 FLDOR .KI!ST TO RIM JOIST lOcl 3 0 319" IJI: V2' RATED SI£ATJ.IDii' ~ROOFING ROOf l£CKING TU RAfTERS 6a --~':.~ < I~ RDor DECKING f'l~ t£CKDI!i TU JOISTS Ba --~':.~ a:: J·R!ll. EXT, SIDING m STUDS 7cl ·~ ... t11 ~ 2UU5 0 < .. ~- D HJ. HM1 NAILl ME JJX 1MD.$. ..J 1- 2'x RAFTERS !) 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SIDING ~ (1) 111\!•&~oJI'fii.V,JJIW' 2490# SiONI-\. ~ Ji-K Q ftlf'LU EAQI Dill UOI i1W ·' O(Jii.1o'IIT6'=tli£ -~INTERIOR fiNISH '11\"J 1 () 2005 ~ 1l' e.G fE.ll) ® Dll.t ;o "" x r """· mw 3320# I I •· lfU::C EAQI De tiOI rtiW -AIL DE E @ 1m1•"'•""""·nw 49801 ENGINEER'S SEAL 14 •li Iii. rfiii.Dli!DIDII UD1111111 "'DPROvcr, D il' llWI Mil~ E AniOD fJl 1t1U rna SHEET NUMBER D I' fiWS ll.ln IE lrTIDD TD IDliU tT\1$. ,""\! . , ~ -"1-.=-' ~ IIICEJIIF ftiiUIIIIMI IIIU tTIN' lAID. IUIH-llliD IF S'TI!'UI ""'' II: IG'IIUD 'lltll.OI1U' lAin s-2 4:1 H.TDiolhTt TM'IDOII l"MIIII/IR'JWIMN.t --~ -z -< ro "' 0 "' N 0 z ro o; z 0 r 0 )> ro C? X ~ -< "' a <!" "' a , "' r , N a z I~ "' o; z 0 r a I )> C? ~ "' _, , r , UJ Ul :J: ~ "' z "' 0 I -< z ~ ~ z ~ c .; .:: ~ lN ID ~ > "" r "' Jld -!>~ ~ '0VOl ONIM 3NOZ ~01~31)(3 GO'~ t» ~~ ~ :f.::: 6~~ . "' (I); rn ~ z~~i.P -f: Q l!-~--~ !')<t - . ~l '?J • •• i1 ~ .. =-t--G: ........... ~!'COLORADO . ~I:Efll "'" -o -o :::0 0 < m Cl 60' SIDEWALL LOAD: 400 PLF CHASSIS MAINRAIL LOAD: 480 PLF CHASSIS MAINRAIL LOAD: 480 PLF SIDEWALL LOAD: 400 PLF -"ld lO ~ :avol ONIM 3NOZ ~Oiti31NI PHOENIX MODULAR 1635 S. 43rtl Ave. #300 o"~~~.E~~~o~ ~;~~~QR !(..., LMIF ~ ( FOUNDATION LOADS DETAILS =:J ·--. II ): --l ~ fTl '-I :::0 )> ' ;::<;: lJ Ul Ul fTl - Ul ;;:: -0 ' 0 )> 0 CONIFIDENTIAL 1HIS DOCUMENT Nm 11£ INFURWUION COH1i\I€D HEREIN ARE lHE PROPERlY OF PHOENIX MCIDU.AR. UI'WJIHORIZED COPIIHG. DISClOSURE OR artiER UtWIIHORIZED USES ARE Pf«<HIEifiED. THESE F't.AHS ARE REQUIRED TO BE STAioiPED ElY SJRUCTURAL EMGINEER, R. WoRK SJm.E. P.E. CUSTOMER SIGN OFF AREA 0 APPROVED WITHOUT MODIFlCATION 0 APROVED WITH MODIFICATION SIGNATURE: DATE: Sheet No. 1 ============;.===========================:.:.====================== BEN J. KRAKOWSKI, P. E. CONSULTING STRUCTURAL ENGINEER 13413 N. 101st Wey Scottsdale, Az. 85260 Phone: (480) 451-0587 ============::=======================·=================::======== STD. 12' x 60' MODULAR OFFICE UNIT STATE OF COLORADO PREPARED FOR : MOBILE MINI, INC., MARICOPA, 1\Z. 2003 ·International Building Code Roof Uve Load = Roof Dead Load = Floor Uve Load = Floor Dead Load = Wall Dead Load = Wind Load: 40 pst (snow) 10 psf 50 psf 10 psf 7 psf Ba31c Wiiid Speed, V3s = 100 mph, lw = 1.0 Height & Exp;osure Coeff. {0-15', Exp. C) = 1.21 MWFRS Load = 15.9 pst (roof slope: 0-5 deg.) p = {15.9 psf)(1.21)(1.0) = 19.2 psf (horiz.) Seismic Load: site class o, Design Category o Ss <= 0.25, Fa = 1.6, le = 1.0, R = 6.5 S ms = Fa Ss = (1.6)(0.25) = 0.40 S ds = 2/3 S ms = (2/3)(0.40) = 0.267 V (simplified) = 1.2 S ds WI R = 0.092 W Allowable Soil Bearing Pressure = 1 ,000 psf MA.I~B!.AL SPE;CIFICA l]QN.§ : 1. Foundation Pads -3" thick precast concrete or min. 3/4" thick pressure-treated plywood* (marked PS 1). See Foundation Plan for pad sizes. 2. Support Piers -Adjustable steel jack stands, min. 4,000 ibs. capacity. 3. Tie-Down Anchors -Minute Man Mode! 4430-DH 3/4 MMA-6 {or equal} auger-type anchors, min. holding power = 4,725 lbs. Install per manufacturer's recommendations. ------------·-------------·--·--·-··--·-·----------···---~·----------------------- * P-T Plywood pads: min. 3/4" thick for 16" x 16''; min. 1 1/8" thick for 24" x 24". 12' x 60' UNIT: Sheet No. ,_ ============:===================================:=====-:....::===== FOUNDATION PADS ======::::;::=====:=================================;============= QESIGN ~Q8J8~ Roof LL + DL -50 psf Floor LL + DL -60 psf Exterior Wall DL = 7 psf Allow. Bearing Pressure = 1 ,000 psf PAD~ ... ALONG . CHASSIS BEAM SUPPORTS : Spacing of Pads = Total LL + DL = Pad Area Req'd. = Area Provided = 2.50 ft. o.c. 1,767 lbs. 1.77 sq. ft. 1.78 sq. ft ...... OK Roof Trib. Width = Floor Trib. Width = Ext Wall Height = Type of Pad: Pad Width = Pad Length = 5.9167 ft. 5.9167 ft. 8.00 ft. See Sheet No. 1 16.00 in. 16.00 in. Therefore, Use: 16" x 16" Foundation Pads @ 2'-s:' o.c. ~~IJeeLNo.Jt .8'?1.9w ... Mi~ti:!RI'? $!'?1?1 .... .J~ §I,IJ;>P.Q[l:s. !,A TEAAL FOf1QE ANCHQBAGE ; Wind Load = 19.2 pst Seismic Load = 0.092 W Max. Wind Load= 3,091 lbs. <--Governs Max. Seism. Load = 449 lbs. Anchor Type: MMA-6 Auger-Type Anchor Capacity > Max. Load .... OK Root + Floor DL = Building Width = Building Height = Anchor Spacing = Anchor Capacity = 20 pst 11.83 ft. 11.50 ft. 14.00 ft. o.c. 3,340 lbs.* Therefore, Use : Minute Man ~pge! -~-=PI-I ~~~--~MA=~ ~:-:IYI?!l Anchors (Or Equal) @L.M-'-0" o.c., §_=!;~_~ide Clf .. !JJ'lit, *Anchor capacity @ 45 deg. angle = (4,725 lbs.)(0.707) = 3,340 lbs. 12.~2L29: UNIT: 60' I 14'-0' 14'-0" 14'-0" 14'-0" 2'.:_0 11 ? .),_1.938~-. I 11'-10" 7.958' ''(95.5"f" 1-----H-. -------- ~ dJ I I ~ I I !40 C.L steel 1 chassis beam < i . ~ . ooa' -1'1. ;, 1 I ' I 4 I J I 16" x 16" Foundation pads with adjustable steel support pier, typ. See Sht. No. 1 for specifications IE:--Unit outline r-+--Auger-type tie-down earth anchors (10), see Sheet No. 1 for specifications. ~ ~-+-·-------------+--+--~ ' j m j ' 0 I FOUNDATION PLAN • -(N.T.S.) I 2'-6" o.c. • STANDARD FACTORY-BUILT MOOULAR BUILDINGS SIU:L. ®:SS!S B.EA:t-t =:J ~:r . .STE.&-L ?\Ql. 'l fovrJl>A\\<::>.V MD St.E. P lA1J ' (D 1\P. foviVI:>ATtorJ ?A"D ~ ?\£\(:.. lM,.$€M&:tJT Ffi"if1f.) ~1\<.l'c\" w/LLAM?, !l'lSTI\L.L-Pf.\~;.. Mf!<}S. !NS"T\l--VGTt OAJS _ ___,, ~~~-~::.oJ-J,J f-A nn AtJc.tto~) ':;; f-E !>LA:J ------;-~-~:L ® rw. 'TIE.-t>oWtJ A.rJL{-1oj2. (j~.lr; $ r: H fiN! F ll ,AJ1 t) • TYPICAL FOUNDATION & TIE-DOWN DETAILS Scale: 3W = 1'-0'' S-1