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BP-2387 CO-6801.pdf
Certificate of Occupancy Building & Planning Department Garfield County, Colorado No change in the character of occupancy of a building shall be made without a Certificate of Occupancy-(Chapter 1 IRC, IBC) This certificate is issued pursuantto the requirements of Chapter 1 olthe IRC or Chapter 1 of the IBC certifying that at the time of Issuance, this structure was in compliance with the various codes adopted by the County regulating building construction or use for the following. CO Number: CO-6801 Group S-1 Owner Clough Sheep Company, LLC Building 22539 HWY 6 and 24 Address RIFLE, CO 81650 Contractor Williams Field Services Com pany, Ll ER, Chief Building Official Permit No. BLCO-3-12-2387 Type of Construction VB Owner PO Box 686 Address Rifle, CO 81650 Locality: 217521100022 Contractor One Williams Center Address Tulsa, OK 74172 Date of Final Inspection 07/13/2012 Work Description: Installation of a Gas Chromatograph Building with a CDOH insignia affixed. Issuance Gt.a...Ceftificate of Occupancy shall not be construed as an approval of a violation of the provisions of this code or of other resolutions or zoning codes of the jurisdiction. Certificates presuming to give authority to violate or cancel the provisions of this code or of this code or of other resolutions of the jurisdiction shall not be valid. (Chapter 1 IRC, IBC). Garfield County Building & Planning Department 108 8th Street Suite 401 Glenwood Springs, CO 81601-Phone: (970)945-8212 Fax: (970)384-3470 Project Address 22539 HWY 6 and 24 RIFLE, CO 81650-Owner Information Clough Sheep Company, LLC Parcel No. 217521100022 Address PO Box 686 Rifle CO 81650 PO Box 686 Rifle CO 81650 i Perm/I NO .. BLG0.i3.;12.:.2387·· . P"nnit Type:Coin!#.fCiIiIBo llaing . '. . . Wc>ff<CI{lssificatil1nfN,W ' ... ,.. Permlf SlaluslActi"e .' Issue Date: 311312012 Expires: 0910912012 Subdivision Section Township Range Phone Cell 970·618·7631 Contractor!sl Phone Primary Contractor Required Inspections: Williams Field Services Company. LLC (303)629·8417 Ves Proposed Construction I Details Gas Chromatograph building. FEES DUE Fee Commercial Building Fee Manufacture Fee Plan Check Fee Total: Tuesday, March 13. 2012 Amount $44.85 $400.00 $29.15 $474.00 Valuation: $ 1,152.00 Total Sq Feet: 128 FEES PAID Inv Total Paytype Amt Paid Amt Due Inv # BLCQ·3·12·21717 $ 474.00 Credit Card Credit Card $45.01 $428.99 $ 0.00 Fo, In.p"lIon. ,,", 1 (888)868-5306 Inspection IVR See Perm it Record Building Department Copy 2 108 gil Street. Suite ./01, Glenwood Springs. CO 81601 PII:970-9./5-8212 Fx:970-38./-3././0 IIISPeclioll Lille:888-868-5306 www.garfie ld·cou nty.com BlllIll ~ lNG l'm~IIT .-\PPLIC cH ION GARt-H:'L ..J '-vv. I. -, ~ I I>arce l No: (II//.\ II!/ill"lll(lllllll i.\ (/Iw/uhfe al ,/t<' w .\<.'s,\'ur.\' '!Ifi<y.' 9-1).945.9134) I Lol No: Block N o: SubdJ E,~"\ (>gol.\\I~~tbli!J~jj~TY 2175-211-00-022 nUll rW,Ir oJ A~I.~II"" 2 Job Address: (((all w ldr"."" hll.\" 110/h"!'IIIIHI}!,lIo.'d. ple(t.\(' prOl'ld(' (R. NUT II/" Slre!'1 NUIIII! If-( '/1.1') or and legal description ..... " -' SE 114 of Section 16 & NE 1/4 of Section 21, T6S, R94W of the 6th P.M. Rifle CO 81650 3 Ownc r: (pm/)('n.\" /III"J/a) Mailing Address: Ph: A tt Ph: Clough Sheep Company, LLC P.O. Box 686 Rifie, CO 81650 970-618-7631 4 Contrac tor: Mai l ing Address: Ph: A lt Ph: Williams Field Services Company, LLC One Williams Center Tulsa, OK 74172 Attn. Eric Miller (303) 629-8417 5 Manufactured home ins taller: Mai ling Address: Ph: Lic #: NA 6 A rchilect : Mai l ing Address: Ph: A ll Ph: NA 7 Enginee r: Mailing Address: Ph: A lt Ph: Boris Vilner P.E. 8450 E. Crescent Parkway Greenwood Village, CO 801 11 303-714-4840 8 Sq. Ft. of Buildi ng: Sq. Ft. o r Acres of Lot: Height: No. of F loors: 128 s.t. 3,182 acres +/. Sfeel 1 9 Use o f B uil d ing: I C la ss of Work : []Residential 0lComme rc ial O Oth e r rvJNew [J4.lte ration DAddilion DRc pair DDe mo DMo\'c 10 Desc ribe Work: Ins taJlation of a Gas C hro matograph Building with a CDOH insignia affixed. Please call Phil Vaughan 970·625·5350 when p e rmit is ready II Garage: I Septic: Type afHeat: DAttached DDetached []ISDS D Co111111unity DNat. Gas D Propa nc 0 E Jec tric D Other 12 Driveway Permit: Owners va lu ation ofWark: Existing a ccess from County Road 246 $148.000.00 NOTICE Aut hority. This :lpplicm ioll for a Building Pcnnit must be signed by the Owner of the property. desc ri bed above. or un authorized agent. If the signature belO\\ is not thai or the OWlln, a separate Icncr of authority. signed by the 01\ ner, must be prOI ided \\ ilh th is Application. Lega l A('c('~~, A Building Penn i! cannot be issued without proof oflega! and adequate access to the property for purposes of inspec tions by the Building Dep3nmr nl. Other Ptrllliis. /. [uit iple stparnte pennits may he required : ( I) State Electrical Ptnllil. (2) ('ount)' ISDS Pennit, (3) another penllit req uired for use on the propen)' identi fi ed abo\ e. e.g. Sl:1te or County High":I)"I Road Access or a State Waste" mer Discharlle Pennit. \ 'oid Permit. A Building Pennit becomes null lind loid if the work authorized is nOt cOtlllnenced II ithin 180days of the dare of issuance and if\lork is suspended or abandoned for a perioo of 180 days after commencement . ( ERTII' ICAnON I hereby eeni l) Ihm I have read this "\ l>Jll ieat ion and th at the infonnation contained abOl e is tRle and correct. I understand that lilt Bui lding Oep.1"lllelll accepts Ihe Appliemion. along \\ idl the plans and speciliemions Bnd other data submitttd by me or on m)" behalf(subllliUals ). based upon my cen jlicBlion as 10 acc uracy. Assuming completeness of lhe submittals and apprOl'al of Ihis Application. a Building Pennit II ill be issued ~'T3 nt ing pennission to me. as 01\ ner, to cOllstRlctthe stntcture{s) and facilit ies detailed on the submittals re\ iewed by the Build ing Depanment In consideration or the issuanc ... of Ihe Build ing Penni!. I agree Ihat I and my agents \\ ill COml)l)" II ith prolisions o r any federa l, state or localla\\ regulating the \\ork and the Garlield County Building Cooe, ISOS regulations and applicable land use regulat ions (County Regulation{ s)). I ackno\\ ledge that the Building Pennil tIIa), be suspended or reloked . upon nOtice fi-om Ihe Coullly. if the localion, constRIc tion or use of the stt\lClure( sl and facilit)1 ies l. described abo\"e, are not in compliance 1\ ith ("'ounty Regulat ion(s) or any other applicable 13\\ . I hereby gram pennission to the Building Oepal1menlto enter the prope rly, described abc,. e. to insptttthe \\ork . I further ackno\\ ledge Ihat the issuance o rthe Building Pennit does nO( pfel'elll the Building Official from: ( I I requiring Ihe cOITection of errors in the submil1als, if any. discol ered aft er issuance: or (1 ) stopping constnlCtion or use of the Slntetu re{ s) or facility{ ies) ir such is in \iolation of County Regu lat ion{sl or any olher applicable 13" . ReI ie\\ of this ,'\'pplic:nion . including submittals. and inspections of the wOt"k by the l3uild ing Depat1ment do not constitute an acceptance of responsibi lity or liability by the County of elTors.. omissions or discrepancies. As the 0\\ nero I ackno" ledge that re sponsibi lity for compliance with rederal. slate and local la\\ s and C'oullly Regulations rest with me and my authorized agell1s. in cluding \\ ithout limitation my archi tect designer. en1,!ineer and! or builder. I HEREBI AC'NO~E1 HAT I HAVE RE,'D " 0 UNDERSHND THE '01iCt. & tERTIFleATID' ,BaVE OIl'NERSSIGNA1~ ~ \J"",,'1l}" . "-3/2/12 I)ATE ~g~~~~3i STAFF USE ONLY Specia l C o nd itions: Adjusted Yaluation : I'lan Check Fcc: Permit Fee: j\lanu home Fcc: ~ I isr Fees: //,5;:' . e:Q. 29 /5 9Y. ~f" ~G?O . ~ -Total Fees: Fecs Paid: Balance Due: DP No & Iss ur Dalr: ISI)S No & Issued Date: 7t 7~ tJO L..{S.o \ Y' 2 8 . 99 I fflO~?.eo1-Setbacks:, OCC Group: Const Typc: Zoning: I , F IOO, RIOO 5 I JJ: f3 IfGL I Slot> ~£!:P~ 5/ziz ~. ~~~ .~/;0~z A I' I'ROV AL DATE APP ROVAL --.. -DA'rE 7 Building Plan Review Description of Work: Gas Chromatograph building. Bln-#: Location Address: 22539 HWY 6 and 24 RIFLE, CO 81650 Case Manager: David Bartholomew Plan Ca.e Number: BLDG·3·12·7165 Parcel: 217521100022 Application Date: OY0212012 Building __ ...:/___ Engineered Foundation /___ --,,..-Driveway Permit /_____ Surveyed Site Plan __N. ..I:--:';~1 ...:sePtic Permit and Setbacks /_____ GradeJTopography 30% _ -,f-I}(-..:'-A,-_Attach Residential Plan Review List __ -+ _ Minimum Application Questionnare __ + __ .Subdivision Plat Notes __ -,-__ Fire Department Review __. /:. ..___v aluation Determination/Fees /-----lRed Line Plans/Stamps/Sticker /__ --,--,_,Attach Conditions /____ --'Application Signed _....:./. .___P lan Reviewer To Sign Application __/_ __P arcellschedule No. __/---:;----.:40# Snowload Letter· Manu. Homes _"":"/'___S OilS Report Tuesday, March 13, 2012 Contacts Owner: Clough Sheep Company, LLC Applicant: Clough Sheep Company, LLC Applicant Phone: 970-616-7631 Email: Planning/Zoning /Property Line Setbacks /30ft Stream Setbacks /Flood Plain /Building height /Zoning Sign-off r-I(!1 Road Impact Fees /'{A HOAlDRC Approval /GradeJTopography 40% /I . Planning Issues ------$Subdivision Plat General Comments: 01 k..1'h~ I; 1.52 C!P (c'(#t»I>/,.ffj /p.I"H"'/lie. tr''I'.8Sj?evN(.d(:--e 2 7'· C,--~~;:.;;.e !loa. 00 ~/4Z--'" 0/' 7Y 00 ~/# -_Y.5:0 I .J/Ue: L/ZB.ctt; Receipt Garfield County 108 8th Street Suite 401 Glenwood Springs, CO 81601-Phone: (970)945-8212 Fax: (970)384-3470 ~eturn to: Garfield County 108 8th Street Suite 401 Glenwood Springs, CO 81601-lowner's Information I Clough Sheep Company, LLC Clough Sheep Company, LLC PO Box 686 Rifle, CO 81650 Date Fee Name 03/05/2012 03/13/2012 03/05/2012 Commercial Building Fee Manufacture Fee Plan Check Fee Payments Date 03/05/2012 03/13/2012 Pay Type Credit Card Credit Card Invoice Number: BLCO-3-12-21717 Invoice Date: March 05, 2012 Permit Number: BLC0-3-12-2387 Bond Number: Icomments: Fee Type Adjustable Calculated Percenlage Total Fees Due: Check Number Amount Paid Total Paid: $45.01 $428.99 Fee Amount $44.85 $400.00 $29.15 $474.00 Change $0.00 $0.00 $474.00 Total Due: $0.00 I Tuesday, March 13, 2012 CONDITIONS OF PERMIT BLCO-3-12-2387 Clough Sheep CO/Bargath-Williams Chromatograph Building Clough Compressor Station Rifle, Colorado 1) ALL WORK SHALL COMPLY WITH THE 2009 IBC, AND MANUFACTURERS SPECIFICATIONS. 2) ALL WORK SHALL COMPLY WITH THE CONDITIONS OF THE CURRENT LAND USE PERMIT. 3) ALL WORK SHALL COMPLY WITH STATE AND FEDERAL REGULATIONS. 4) ENGINEER SHALL FIELD VERIFY STRUCTURAL FILL AND PRECAST FOUNDATION PLACEMENT. PROVIDE APPROVAL REPORT AT CO/FINAL INSPECTION. 5) ELECTRICAL FINAL APPROVAL IS REQUIRED FOR CO/FINAL INSPECTION. 6) FIELD VERIFY CD.O.H. INSIGNIA IS AFFIXED AT CO/FINAL INSPECTION. 7) ROOMS WITH STORAGE BATIERY SYSTEMS HAVING A LIQUID ELECTROLYTE CAPACITY OVER 50 GALLONS, OR A LITHIUM-ION CAPACITY OF 1000 POUNDS USED FOR STAND BY POWER REQUIRES ONE (1) HOUR SEPARATION PER IBC, TABLE 508.2.5. 8) LOCKS, LATCHES AND LANDINGS PER 2009 IBC, SECTION 1008. 9) LIGHT AND VENTILATION PER 2009 IBC, CHAPTER 12. GARFIELD COUNTY Building & Planning Department 108 8th Street, Suite 401 Glenwood Springs, Colorado 81601 Telephone: 970.945.8212 Facsimile: 970.384.3470 www.garfield-county.com COMMERCIAL OR MULTI-FAMILY BUILDING PERMIT NOTE: In order to understand the scope of work intended and to expedite the issuance of a permit, it is important that complete information be provided. Please review this document to determine if you have adequate information to design your project and to facilitate a plan review. COMMERCIAL OR MULTI-FAMILY BUILDING PERMIT APPLICATION CHECKLIST This checklist is to be used with all commercial or multi-family construction. APPLICATION FORM: Please make sure the following information is provided on the application. o Parcel number obtained from the County Assessor's Office. o Job address (assigned physical address). o Legal Description: lot, block, filing , subdivision or tract, section, township and range. o Owners name, mailing address, phone, fax, or cell. o Contactors name, mailing address, phone, fax, or cell. o Architect/Engineer's name, mailing address, phone, fax or cell. o Building size, height, number of stories, lot size. o Use of building (commercial) o Class of Work (new, addition, alteration, repair, demo, move, other) o Description of work. o Type of heating (natural gas, propane, electric, other) o Sewer system (Community or 1505), also see other items below. o Garage (attached or detached) o Driveway permit (please see other items below) o Valuation (labor and materials) OTHER ITEMS: o If you anticipate obtaining a water-tap from the City of Rifle, please provide a letter indicating that the City will provide water service. (Required to submit building permit application). o ISDS requires a septic permit application to be submitted with the building permit application. o A separate electrical permit must be obtained from the State of Colorado Electrical Board. o Prior to submittal of a building permit, you are required to show proof of legal and adequate access to the site. This may include proof of right to use a private easement, County Road & Bridge permit, or Colorado Department of Highway permit, including a Notice to Proceed . The County Road & Bridge Department can be reached at 970-625-8601 . o If you anticipate excavating or grading prior to issuance of a building permit, you will be required to obtain a separate grading permit. o If you belong to a Homeowners Association (HOA), it is your responsibility to obtain written approval, if required. o Provide copies of any Resolutions and/or Land Use Permits associated with this property. o Projects with more than ten (10) occupants require plans sealed by a Colorado Licensed Design Professional. Occupant load shall be calculated by IBC Table 1004.1.1. o A Colorado State Licensed Electrician and Plumber must perform installation and hook-ups. BUILDING PLANS: Two (2) sets of plans must be submitted. Plans must be 18"x24" minimum size, complete, identical, legible, and to scale. Certain projects may also require a third copy of the plans be submitted to the local Fire District for review prior to permit issuance. All plans will be checked at the counter for completeness. If any of the required information is missing, the building permit application cannot be accepted. SITE PLAN: Please make sure the following information is provided on the site plan. o Property address/legal description. o North Arrow and Scale on each page. o Show all property lines, building envelopes, flood plain, and easements. o Provide setback distances from boundaries, buildings, septic, well, and waterways. o Location and direction of the county or private road and driveway accessing the property. o Proposed and existing structures include sheds, barns, decks, patios, and any other buildings. o Existing and proposed grade, positive drainage around structure (to be contained on site). o Streams, rivers, creeks, springs, ponds and ditches. o Existing and proposed wells, septic tanks, leach fields, and other systems. (if applicable) o Retaining walls (engineer stamped detail required for walls over four (4) ft, measured from bottom of footing to top of wall). NOTE: Any site plan depicting the placement of any portion of the structure within fifty (50) feet of a property line or not within an established building envelope shall be prepared, stamped, and signed by a licensed surveyor. For structures to be built within a building envelope, provide a copy of the recorded subdivision final plat with the proposed structure located in the building envelope. COVER SHEET: o Project identification. o Project address and/or legal description. o Design specifications to include building use and occupancy classification, type of construction, building height and area calculations, occupant load, and fire sprinkler systems. ARCHITECTURAL PLANS: Please provide the following information on the architectural plans. o Per C.R.S. 12-4-112; Structures designed with an occupant load exceeding ten (10) require Colorado State Licensed Design Professional stamped plans. o Minimum four (4) elevations (N,S,E,W) o Floor plans for each level including dimensions and scale noted. o Clearly label each room or space (office, storage, mechanical, elevator, etc). o Wall types; clearly labeled and referenced. Identify all fire resistive wall construction. o Construction details for all fire resistive elements referenced on floor plans and cross sections. Include wall, floor/ceiling, roof/ceiling, shaft wall assemblies, and structural frame. Provide the fire resistive listing number referenced on each assembly detail. (ex. UL P123) o Window & door sizes, types, and operation and direction of swing noted on the floor plan. o Specify roof slope/pitch, roof covering, and siding materials. o Energy design specifications/details for R-values, U-factors, and SHGC's per IECC. o Stair and guard details specifying rise, run, height and spacing. o Accessibility; show compliance with accessibility requirements for all elements of the building per IBC, Chapter 11 and ICC/ANSI A 117.1, ADA, FHA, and UFAS. STRUCTURAL PLANS: Please provide the following information on the structural plans. • Per C.R.S. 12-4-112; Structures designed with an occupant load exceeding ten (10) require Colorado State Licensed Engineer stamped plans. • Engineered foundation design per soils report. Geotechnical report referenced. • Design specifications to include roof and deck snow load, wind and seismic design, frost depth. • Foundation plan showing complete footing and foundation dimensions. • Footing and foundation details specifying reinforcement referenced on plans. • Framing plans for each floor level and roof. All beams, columns, joists, rafters, trusses and all live/dead loads specified. • Framing /connection details referenced on plans. • Pre-manufactured structures require an engineers stamp, Signature, and date. MECHANICAL PLANS: Please provide the following information on the mechanical plans. • Per C.R.S. 12-4-112; Structures designed with an occupant load exceeding ten (10) require Colorado State Licensed Engineer stamped plans. • Energy design calculations and details verifying compliance with the 2009 IECC. • Floor plans for each level showing size, location and materials of all ductwork, plenums, return and outside air intake registers. • Size and location of all combustion air ductwork and openings. • Size, type and termination of all gas appliance flues and vents. • Location of all fire and combination smoke/fire dampers. • Equipment schedule for all mechanical equipment (boiler, furnace, exhaust fans, etc). • Commercial kitchen hood location, hood and duct sizes, CFM calculations. PLUMBING PLANS: Please provide the following information on the plumbing plans. • Per C.R.S. 12-4-112; Structures designed with an occupant load exceeding ten (10) require Colorado State Licensed Engineer stamped plans. • Floor plans for each level showing DVVV layout and sizing, materials, slope and sewer location. • Water piping materials, length and size of pipe, water meter location, fixture unit demands, location and type of backflow prevention devices. • Gas piping materials, length and size of pipe, gas meter location, and BTU/hour demands. • Additional piping plans for roof/deck drains, condensate, medical gas, etc. • Plumbing fixture schedule for all plumbing eqUipment. • Commercial kitchen plumbing fixtures, food preparation equipment, grease interceptors, etc. ELECTRICAL PLANS: Please provide the following information on the electrical plans. • Per C.R.S. 12-4-112; Structures designed with an occupant load exceeding ten (10) require Colorado State Licensed Engineer stamped plans. • Floor plans for each level showing location of lighting fixtures, switches, receptacles, emergency exit signs and lighting, and panel location. • Diagram showing service entrance, conduit/wire size, main disconnect size, grounding electrode/conductor size, feeder conduit/wire size, transformers and generators. • Panel schedule showing bus/breaker sizes, circuit description, voltage, phase, amperage, etc. NOTE: If any required information is missing, delays in issuing the permit are to be expected. If determined by the Building Official that additional information is necessary to review the application and/or plans for compliance, the application may be placed on hold until the required information is provided. Work may not proceed without the issuance of a permit. The building department will collect a Plan Review fee at time of application submittal. The Permit Fee, as well as any Septic or Road Impact fees will be collected when the permit is issued. The permit application must be signed by the owner or by a person having written authority from the owner to act as their representative. I hereby acknowledge I have read, understand, and will abide with the requirements of this checklist. Si90:~"~ \l~ 3/2/12 Date Garfield County Building & Planning 108 8th Street, Suite 401 Glenwood Springs, CO 81601 Phone: 970-945-8212 Fax: 970-384-3470 www.garfield-county.com GARFIELD COUNTY BUILDING REQUIREMENTS Codes: 2009 IRC, IBC, IFGC, IMC, IPC, 2009IECC. Setbacks: Check subdivisions and zone district for setback requirements. Snow load (measured at the roof! Not ground): 40PSF up to 7000ft. elevation. 50PSF 700 I ft to 8000ft. 75PSF 800 I ft to 9000ft. I OOPSF 900 I to 10000ft. !!! ALL SNOWLOADS ARE MEASURED HORIZONTALLY AT THE ROOF NOT THE GROUND!!! Seismic design category: B Weathering probability for concrete: Severe. Termite infestation probability: None to slight. Wind speed: 90mph. Decay probability: None to slight Wind Exposure: B arC (see section R301.2.1.4) Frost Depth: 36in. to 800Oft. elevation. 42in. 800 I and above. Winter Design Temperature: Minus 2 to 7000ft.; minus 160ver 7000ft. elevation. Air Freezing Index: 2500deg F -days to 7000ft.; over 7000ft. to be determined by Building official Ice shield under-Iayment required. Mean Annual temp: Variable SEE 20091ECC FOR INSULATION AND ENERGY REQUIREMENTS. 8 497803 B-990 P-365 08/1.9/96 11:38A PG 1 OF 5 IlF.C !XX: HI UJRED AU;OOlU' GARFI F.t.D 00JmY ~'LEflK AND Rl'XXlIlDF.n 26. 00 COMPRESSOR S1'ATION/I'LA.'1T LEASE AND AGREnr.IENT (stJRVA;CE)' Stale: COlmly: Lessor: Lessor'. Addr.m Lessee: Lessee'. Address: Date Excculed; Effecllve Date: Colorado Garfield William F. Clough Barrett Resources Corporation ISIS Arapaho. Slreo •• Towed, Suite 1000 Denver. Colorado 80202 May I, 1996 In oons1J\eration of lite rental provided belOW, 10 be paid by leIS .. to Lellor, eacllllllmed above. Lwor glan", lea ... and leIS to Wlee tho tract of land (the 'Lands") located in the CO"Dry lind stllte named .bovo, and described .s follow" (Seo ExhIbit' A" au.ehed herelO and made a pan hereot) ThIs Loa,. ,bAll be for A primary tenu of ten (10) years ("Primary Term') flom the llffeetive Dale 'illted, willt opdQ'" oC renewAl for ten (10) penO<l$ of one year each, with tile totalfonn of thIJ Lease and all of II.! ,onoWAl! not to 0=<1 twelll}' (20) yuts. Tho-optlon-lo·l'¢IlelY·tbe·lerm-of. tblt Le ... for tIIo tlm ndditlolUl· annual· period. ,hall-be . .. ercluble by Le, ... delivering notic. in writing 10 Lessor at the .ddrcu ,el out above (01' any sublC<j~nl AddreS! liunlshtd Lemo by !.e.Isor) not I.." lbau thirty (30) day. beforo the expindoD of the Primary Tenn. The opdon 10 renew tho tenn of dlls Leas. for •• eh .ddJdooi\! lIInIIai perlO<l .hAlI be mrclsable by Leme deUwtlng notice ill writing to Las,or, at iTS addreas set Ollt above (or any subsequent address furnished Lessee by Lessor), nol I ... rhan Ihlny (30) d.ya beCore the oxplrntlon of tho ."ended annual ""nod. Each noOe. of renewal ,ball be accompanied by tho P"'Pftid .onusl rental for lite ensuing year for which the option i.! exercised. Le .... agree. 10 t\Il1ilih Lessor a recordable RoI.." of tho rights granted UDder lit. lCl1llS of thl. Lease .t lbe termination of lhis Lease. With lb. execullon of \hi. Agrwmru, Less .. has paid to Lessor the sum of $1,000.00, .. rental compensation for the full Primary Term of this Lem, and sban pay Lessor lUllllJally, In advance, for each .ddltlonol annu.l portod, the rum of SIOO,OO. 497803 B-990 P-366 US/29/98 11,38A PG 2 OF 5 Compres,or S~"ion Planr Loa,. and A"greemon' Page Two AI pan ot tho coDSi~tion for this Lease, Lessee a~e.! '0 hold l4s.<or h4rm1es. from .ny And all clalnu, <h!nage., suits or obligations, c1alnwd or Msmed agalnsl Lessor by realon ot Lessee's npl!l1ltion or business on tluIlAnd, md agairut any and .11 parties as,erring suclt clalm., and 10 defend Lessor In any and all suits brought against Le •• or by reAson of Les,,,,,', operation. on Ihe Lend., all at Lessee's expense. Les..., COVell8Dl' and agr ••• '0 pay any IJ\X., which may be levied upon or me"ed agalnol SltUctUtes, fixlurtS Or other equlpmeDl which may bIl buUt or fnst4Ue~ on lbe Lands by I.e!!.". 'fhlg I •• surface lea.e only and ,hall nol b. construed to limit Lessor', right as the OWllOr of minerals in and WIder lbe land •. Without restricting or l1m1tlng we genarat. and exahuive rIghts, privileges, powers, pur!'o.tS md uses gnmred to Les~, by the enumeration of the matte ... set out billow, it" speclilcallyagreed lhat the Lends leased pl11'SlJaDt to thls agreement may be used, occupied and enjoyed by Le""" for the follOWing pUlpo,es: Construct1ng, erecting, Inslaliing, operating, maiptainlng, inspecting, wing, replacing, "'pairlng, movlng on and removing from the lands a compressor sration and/or gasOline pJam and/or gas plUlfylng, dehydrating, treating and cleaning plant and all bulldings, warehou.es, garages, £[ora8ll facilides and slllIerute! of WhAleVer kind, together with any machinery, engines, pumps, equipmtlll, appliance" mollities, nw.crs, pipe •• regulators, fitting., gate valvel. blow off valves, sa", boxe.!, boUers, still •• heaters, drip., cooling rowell, plpe1lnes, telephone Una', el_Ie tranSmlsslon line., and any other _crule as may bIl necemry, convenlenl, or desirable to Lessee In its operations In .. rryIng on lIS business In which It is now engaged or may hereaft¢r be engaged. Lessor'. grant ro Leu." lnoludtS the right to dig andlor drill a walor well or well' on the lands and use water produced fiom .ueb wells in Le"",,' s operations, Lessee is granted the right to lay, repair and remOVe lines of pipe for walor, gas, or oil OVer adJ ••• nt land. of Lessor. and erect and "",lmain lelepbone lines and electrlo transmissIon lines, at a roasonablo consldel1ltion or compensation to b. paid (0 LelSor, with the right of Inart'. and .gress for ,ueb "'. ond purpose, at .u time •• Lessee shall have lhe right to do and perfoml any act on Le.sor's adJacenl lands II.! may hecOllUl necessary to protect Lessee's propeny in case of nood or fire, and to prevent the spread and 1o," or oil and other liquids. In the event II becomes tl<cO$sary to drill Q water well or wells on we Lands, Lessee agrees 10 IMVO cuing In sueb well or wolls for USe by Lessor when this Less. terminates and the Lmls are vacated by Le$l~'. 107803 0-990 P-367 06/29/96 11:3BA PO 3 OP 5 Compl'I!Ssor Stalion Planl Lease and Agreemem Page Three Lesso)/J, Iii ,uccc.ssoI'$ and alligns, may ,"",OYO aU Illachinery, building., 1AIll<.o, pipe, and t1x1llre. on Ille p~rnI'e$, at MY time, and .ucn removal, if entirely, shall conSlltule • "'nnmadon of lhis Lease, and any ~nlal, IIlld p.ymen" provided In IhiI Lea .. , payablolo Lessor, shaU no longer be due. Leuee warranl$ ..,d agrees tllat il will comply with .ny and aU lows, ordinances, orders, niles, «guladons, standard! RIId lirensing requirements of any lIace, federal, muniCipal or local autborlty or 'geoey, noW In foreo and effect Or which Play be passed, enacted, Issued, romod, required Or late: promulgaled, Incld.nt 10 or arllinS' out of or In any way cOrme.lh!d witb Le",.', utlliul.ion of Ii10 Lando or any acti.11)' conducted under, pursuanl to or by vh1Ue of Ihls Leas.. Lelsee agree! Ill.t II will not discharge, dump, bury or Slore for purpo!O' of dI'posal, pollutants of 3lly kind on tbe Lands or inlO or on any waler on, adJ.ceot to 01' in the ar •• of the Lands, Includillg, but nol limited to, jl<lUUIM1S such a. oil, chemical., tOxic SllbsW1COS or materiall, hazardous wasle.! or hazardous sub.tances, including polluwu.\ as tho "",. may be defined In 81ly Federal, SIaIC Or municipal law., rules, reguiadoDS or ordinances. Le" .. specifically a81~ to fully Indemnify 3lld hold Leasor bAnnleu from and agalott aU claims, demand!, losses, cO.!I9 removal andlor clean up of pollutants, Judgrocnl., causes of actioD.!, flne~, I"'n8.hl"" oolts, Including, bUt not limlred to, attorn¢Ys' fn' and CO". of court, arising Ollt of or connected with 1.esJ<ee', noncompliance with the temu of Ihls Leas •• L¢ssee bas the riebr, upon the expiration of this u:ase, and any lIOOeruions hereof, within .ix (6) montb. after that date to romove anY and all buildings, fixture., sttucrotes I.l,d eqUipment wWeh it may MV. placed on the l..ruxL!, proVided nJl tCIlrall have been paid, Lessee ag~.s that UpOD the rennlnarion of thls Leaso for 81ly rcuon, it will, If reque.1ed by Lellor, remO'. any or aU struCl\Ue, and levo1 tho surface of lb. Lands at Lesle. 's sole coS! and expense. No~vjtharAJIding anythltlg herein eontaJned to tho oontrary, the riibt.l grarued to Lessee herein shall be non .. xclwlve, lAIIOt· shoU have tho cominulog right to ace"" the lands and to UUI the property fOr any means which do not interfere wlm Lenee', opel'lltlons ou the Lands. The rem1l, covenanlS .lId provlslolll of Ihls Agreentent and Lease shallexlend to AJld be binding upon Lessor and LeIl04 and their r"pe<ltive asslill' and successor. in interest, LESSOR 4070Q3 13-9110 1'··300 09/29/06 11: 30A PG 4 OF 5 Compressor St.tion P1unt I.e"e and Agreement Page Four STATEOF t%rodo ) COUNTY OF GarftdcL ~ ss, LIlSSEE BARRE'lT RESOURCIlS CORPORATION ~r~e:4~~ Before me, a NOtary Public, in and for said Co t)' ad SIllr. 0 this A of -.llJ'hL, IP95, beCo,,, rue personslly .p~ ~~. lli'UiU~lJJ'JJlJ~" personaJf,7kiiOwn to be thoidenrical person described In and who executed foregoinG inruumeat. ~U'\~ • , My Conuulssion Expires: 7-I'd -9'6 _'LA ~M.n!)' otlllY Pub' -0 STATE OF COLORADO COUNTY OFG r';r~i~l UIe ) ) 55. 1 .-.'.' ' .. I, f/D~ d h1 c.. P .ft(16L , • Notary Publlo In and fat the Counly and Stat. aforesaid, dhereby certify that f.! ,1 do m,,<,s whose name is sub.orlbc<l to d\e foregoing instrumont as fLtL& ii,dlUl~J of'Darrett Ro.ources Corporation, appeored beforc me lhls day in person and •• knewl,daed dlat h. exeouted ,ald instrument II.! W. ftc. I\r1d voluntary set and deed os the free and voluDIal)' act PDQ deed of said cO<pOrRlion for the uses ""d PltlPosO$ th.lrein set folth. Olven under my hIIlld and Notarial Se.1 thi.:?!l!!:. day of /1,,'1(,,';-.1996. i My COnunis,ion Expires: WS,b~ ". . .' , "'>: ' ..... '.: .. " •. 1 • o I BARRETT RESOURCES CORP, CLOUGH COMPRESSOR SI'l'E EkSEMENT' 0,09 ACRES:!: CONMRUGTION ~RVI!"'!>, INO. ""'" ~I&~ !leVO, ele T, co 816Pl (~'CI ,'tl'~,~'&l TWI/I) OfiIOIlUl STOJ.:l "j AO(J( lAOWO 1I,t. (OAHeA stefl!)'! 13 NeS'OJ'56"E 282,6n' ~, ~ 01: ...,.; ~ ,,; ~ .,. ~, .",; .'r. .; t~; ~~ \, ,," ::! '" qUBsTAn PIPELINE COMPANY ~~ , " ~ i:' " fvj . ~ , 6Af;:!f;:!IOTT ~E!~FECI!& COMF'IO!I!E>E>OIO! elTE !ASIlMSNT WI/'~IAM p, C~OIJGI-l F'~O"'Er:!T'I" E>!lOTION 13, T-E>-6, 1'<1 -~4-W bth F'M, SCAlE: DAT£: -,PRll 25, 1996 Garfield County BUILDING & PLANNING DEPARTMENT November 23, 2011 Phil Vaughan, President Phil Vaughan Construction Management, Inc. 1038 County Road 323 Rifle, CO 81650 RE: Bargath, LLC anticipated installations of booster pumps, Gas Chromatograph, ESD Skids to existing locations already improved with natural gas compression facilities. Dear Phil, Thank you for meeting with me on October 20, 2011 to discuss plans that Bargath, LLC has to install booster pumps, natural gas chromatographs, and ESD Skids on existing locations already improved with natural gas compression facilities as outlined in the set of materials you provided staff. I have discussed these facility installations with the Garfield County Planning Staff and we conclude that they can be characterized as accessory structures to the primary use /facility and therefore do not require land use change permits for their installation. An Accessory Use /Building /Structure is defined in the Garfield County Unified land Use Resolution of 2008, as amended as: A use which is customarily supportive, secondary and subordinate to a principal use on the same parcel. Except as provided in this Code, an Accessory Use must comply with all regulations applicable to the principal use. Further, an Accessory Use /Building /Structure is a use-by-right in all zone districts in Garfield County. In support of this decision, the structures proposed by Bargath, LLC are either 1) not housed in a structure, 2) housed in a structure only to protect controls /equipment from inclement weather and not typically occupied by individuals, and 3) result in a very small footprint on an already disturbed site and are commonly supportive of and subordinate to the primary compression facility on the property. There 108 Eighth Street, Suite 401' Glenwood Springs, CO 81601 (970) 945-8212' (970) 285-7972' Fax: (970) 384-3470 may be building permit requirements for some of these structures so I ask you to please check with Andy Schwaller, Garfield County Building Official, to determine if building permits are necessary. Do not hesitate to contact me if you have any questions or comments. Very truly yours, Fred A. Jarman, AICP Director, Building & Planning Director Cc Andy Schwaller, Garfield County Building Official Dave Bartholemew, Garfield County Plans Reviewer u/'!II·~ rr/.. lams. ~ December 20,2010 PHIL VAUGHAN CONSTRUCTION MGMT INC 1038 County Ro~(1 323 IlIfle, CO 81650 RE: Notice of Change from Corporation to Limited Liability Company; Merger of Two Companies On September 3D, 2010, lJargath Inc .. conve rted to Ilargath LLC, a Delaware limited liaiJi lity company ("lJargatll"). A (Opy of the Delaware Certificate of Conversion is <ltt ilched for your information. Only the fo rm of e,ltity and name h ~ve cl,anged, ali oll,er details, including the Tax 10, remain thl! same for Barfl~th . On October 31, 2010, Wilgath llC, a Delaware lLC merged with Oargath, will, Bargath heing the sllrviving entity. A copy of the Oelaware Certificate of Merger Is attached for your information. Pleilse ildjllst your records ~nd ~ccou nt inforrn~tion accordingly. If yOll have any queslions, please do not hesitate to ca li the following: Dargalh llC Penny Alderton Sourcing Specialist Senior (303) 260·4509 Sincerely, Ann Lane, Senior Counsel Bargath lLC f})e [awa re PAGE 1 '11le !first State I, JEFFREY W. BULLOCK, SECRETJlRY OF STATE OF THE STIITE OF DELAh'JIRB DO HEREBy CERTIFY TRlIT THE ATTACHED IS A TRUE AND CO.RRECT COPY OF 2'HE CERTIFICATE OF CONVERSION OF A COLORJlDO CORPORATION UNDER THE NAME OF "BJlRGATH INC." TO A DELAWARE LIMITED LIABILITY COMPANY, CHANGING ITS NAME FROM "BJlRGATII INC." TO "BARGATH LLC", FILED IN THIS OFFICE ON THE TWENTY-EIGHTH DJlY OF SEPTEMBER, II.D. 2010, AT 12:51 O'CLOCK P.M. 4877148 8100V 100947669 YQU .. , vwrlry th~. certjttc~t. onlinG at corp.d.bllfdH. goV/dVtbVU'.lfht.l!l AU'1'HEN DATE: 09-28-10 STATI.! OF DELAWARE CERTIFICATE OF CONVERSION S~to of Do14wArO S<!<:ro~ry of S~to DlvJ&lon OECOrpordtion4 Dolivorod J2:~7 PH 09/28/2010 rILCD 12:51 PH 09/28/2010 SRV 100941669 -4877748 FIlE FROM A rOREIGN CORPORATION TO A LIMITED LIABILITY COMPANY PURSUANT TO SECTION 18-214 or THE LIMITED LIABILITY ACT I.) Th~ jurisdictioB where the Corporation first rormc4 is Colorado 2.) The jurisdiction immediately prior to filing this Certificate is COlorado. 3.) The date th~ corporation lir:it rermed is lurn: )0, IQK6. '1.) The ,,'me of the Corporation immediately prior to !iling this Certificate i~ lhrgalh Inc. 5.) The name of tile Limited Liability Compal\Y as sct forth in Ihe Certil1eatc of FOrm.'ltion is llargath LLC. 6,) lllc effective date orlhi~ conversion shall be September 30, 2010. IN WITNESS WHEREOF, the undcrsisnetl have c~ccuted Ihis CenifiC!lte on the 27tl, (lay of September A.D. 2010, '~~~;;;;--"';.t--. By: _.-' .• .. _~. ~ A uthoriud Person Name: La Fleur C. Browne Print or Type f})e [awa re PAGE 2 rrfr.e :First State I, JEFFREY IV. BULLOCK, SECRETARY OF STATE OF THE STATE OF DELAWARE DO HEREBY CERTIFY THAT THE ATTACHED IS A TRUE AND COllRECT COpy OF CERTIFICATE OF FOJI.MIITION OF "llARGATH LLC" FILED IN THIS OFFICE ON TilE TWENTY-EIGIITH DAY OF SEPTEMBER, A.D. 2010, AT 12:5l O'CLOCK P.M. 4877748 8100V I 100947669 DATE: 09-28-10 rov ~f v.rJfy thJ. certJtJc.t. onJJh. lit corp. dd4l1lf ...... goV/.uthvor . .. ht1l CERTIFICATE OF FORMATION OF BARGATH LLC St4t.o of Dol .. """" So<:co t.uy of St4 to Dlvj310n Orcorpor .. t1on$ Doll,'OZ'Od 12:~7 PH 09/26/2010 FILED 12:51 PM 09/28/2010 SRV 100947669 -4877748 rnE ,. Thn name of tile limited li~bllily company is Bargath LLC. 2. The address of its registered office in the Stato of Oolmvare is: Corpora lion Trust Centor, 1209 Orange Street, in Ule City of Wilmington, Delaware 19801. The name of its registered agent at such address Is The Corporaliol1 Trust Company. 3. This Cerlilicale of Formation shall be eHective on September 30,2010. IN WITNESS WHEREOF, IIle undorsigned have executed this Certificate of Formation of Bargath lLC this 27th day 01 September, 2010. ~L--.c2... ~ La Fleur C. Browne, Secretary t])e[aware PAGE 1 7ft.e Jirst State I, JEFFREY W. BULLOCK, SECRETARY OF STATE OF THE STATE OF DELAWARE, DO HEREBY CERTIFY THE ATTACHED IS A TRUE AND CORRECT COPY OF THE CERTIFICATE OF MERGER, WIlICH MERGES: "WILGATH LLC", A DELAWARE LIMITED LIABILITY COMPANY, WITH AND INTO "BARGATJI LLC" UNDER THE NAME OF "BARGATH LLC", A LIMITED LIABILITY COMPANY ORGANIZED AND EXISTING ONDER THE LAWS OF THE STATE OF DELAWARE, AS RECEIVED AND FILED IN THIS OFFICE THE TWENTY-SEVENTH DAY OF OCTOBER, A.D. 2010, AT 12:46 O'CLOCK P.M. AND I DO HEREBY FURTHER CERTIFY TIUIT THE EFFECTIVE DATE OF THE AFORESAID CERTIFICATE OF MERGER IS TilE THIRTY-FIRST DAY OF OCTOBER, A.D. 2010. 4877748 8100M 101032369 rou .. y wwrlty th1. c.rtlfJc.t. online .t corp. 6fJ.v.r., gol"/.utlJ.,..r .• htal AUTHEN DATE: 10-28-10 Stow ot Do14l<4l"o Soccot.uy ot Stoto Dtvl#ion O£Corpor4tions Dolivurod 12:!l8 PM 10/27/2010 FILED 12:46 PM 10/27/2010 SIN 101032369 -4877748 FIU: STATE OF DELAWARE CERTIFICATE OF MERGER OF DOMESTIC LIMITED LIABILITY CO;VIPANIES Pursunn! to Title 6, Section 18·209 of the Dela"u]. Limited L iobiJit)' A,t, the undcn;igncd limited liability ,"rnpany executed the following Cenllirmc of \J.:rgcr FIRST: nlC nome of the survi\'ing limited liability comp""y " ".' nc:;&I""t·:;;'t.:..;d:;.;.t:;;.C'--__ . •. _--_.-_...... . .. _' IlIld the !Il1me of the limited Iiahility company being nmgo<j into this sun'ivmg limited liability emnp,,")' is _W_i,",I~_"_h l.l_.c _________ SECOSD: n,e Agreement of ~lcrscr has been applOvcd, adopted, ~ertdicd, c\L'Cutcd and IICknowlC<lccd hy each of Ihe conslilucnllimited It"hili'), romp.III"'; TIIIRD: The name orllte ~uT\'ivin& iimilC<lliubility wmpnn)' is n"'E.1h I.I.C BFTII: TIle Agreemenl of Merger is on file at On,_~~.'..~" CCnlcr, S~I!' ~1()(J Tuh" OK 741 n Iile' placcoCbusincss orthe ~uT\lving limilcdilabilil), company. SI}''TH: A copy of the Agreement of Mergel will be furnished b)' the sun'iving limitC<l liabililY complln)' 011 r~qucs\. without cost, to any member of ~,C ~"nstitucnl limited liability compllIlics, IN WI'l'N~:SS W/iER~:Ot·, said sun';"ing limited liabilily compM), hns caused this certificate to be signed by IlIl outhoritC<l pcrsoll, Ihc__._~_~.__ day of Oc'obcr ,A.D., 2010 ~ 13)': .. _ . '-=::.-:---e AUlhorized Person Name: J.-\ neut t Uro .. qirC Print or Type Phil Vaughan From: Sent: To: Cc: Subject: Hi Phil, Andy Schwaller <aschwaller@garfield-county.com> Wednesday, December 21 , 2011 1 :38 PM Philip Vaughan David Bartholomew RE: Bargath LLC-Gas Chromatograph Buildings-Pre-cast foundation question I believe as long as there is an engineer on site to visually inspect dimensions and general condition of the precast units prior to instillation, we should be O.K. Said engineer could also inspect the structural fill requirements and instillation of the precast foundations. I anticipate the county to do a f ina l inspection of tie down, grade, egress requirements and verification of the Division of Housing labeling. Our fina l would follow any electrical final inspections and submittal of the engineers inspection of the sub grade and foundation . We might be able to have an office copy template to use when issuing permits if there are multiple identical bui ldings. This would require only one set of plans to be submitted with application and site plan. If you think this would be of benefit to your client, we can discuss further. Thanks, Andy From: Philip Vaughan [mailto:phi l@pvcmi.comJ Sent: Wednesday, December 21, 201112:51 PM To: Andy Schwaller; phil@pvcmi.com Subject: Fw: Bargath LLC-Gas Chromatograph Buildings-Pre-cast foundation question Andy, Please find below and attached a reply regarding you question. Sincerely, Phil Vaughan 970 379 0428 Connected by DROID on Verizon Wireless -----Original message-----From: "Herrin , Sam" <Sam.Herrin@Wiliiams.com> To: Philip Vaughan <phil@pvcmi.com> Sent: Tue, Dec 20, 2011 22:53:45 GMT +00:00 Subject: RE: Bargath LLC-Gas Chromatograph Buildings-Pre-cast foundation question Phil, Attached are the stamped drawings we supplied to epe for fabrication. epc has an on staff PE named Kim Fentress who approves the plans before they go into production then they are inspected by the QC group there at epe (the QC forms I've previously sent). Thanks, Sam From: Philip Vaughan [mailto:phil@pvcmi.comJ Sent: Tuesday, December 20,2011 3:11 PM To: Herrin, Sam; phil@pvcmi.com Subject: Fw: Bargath LLC-Gas Chromatograph Buildings-Pre-cast foundation question Sam, May I ask you to check with Colorado precast regarding Andy's question? Phil Connected by OROIO on Verizon Wireless -----Original message-----From: Andy Schwaller <aschwaller@garfield-c ounty.com> To: Phil Vaughan <phil@pvcmi.com> Sent: Tue, Dec 20 , 2011 20:58:57 GMT +00:00 Subject: RE: Bargath LLC-Gas Chromatograph Buildings-Pre-cast foundation question Hi Phil, Does Colorado Precast have approval by any other jurisd ictions as per Sec 1704.2 .2 of the IBe? Is there a design professional or engineer of record involved with both the design and inspection of th e precast un its as per sec 1704? did not see a seal on the structural drawings. I assume a sea led copy is available? Thanks, Andy From: Phil Vaughan [mailto:phil@pvcmi.comJ Sent: Tuesday, December 20, 2011 10:36 AM To: Andy Schwaller Cc: Philip Vaughan Subject: Bargath LLC-Gas Chromatograph Buildings-Pre-cast foundation question Andy, Thanks for taking time to speak yesterday. As discussed, please find the following documents for your review and comment. 1. Colorado Precast ACI Certifications 2. Colorado Precast Quality Control Sheets. Approximately 60 of these units have been poured to date and, as discussed, do not have an identification or serial number attached to each. 3. Drawing SC-100 Chromatograph foundation plan noting the pre-ca st concrete footings and stemwalls. As discussed, the buildings are 8'x16' or 8' x20' and will have CDOH insignias attached to them. Please let me know if the ACI certifications and the quality control sheets are acceptable to you from a documentation standpoint in reference to Chapter 17-Special Inspections of the International Building Code of 2009. Thanks for your assistance and please contact me with questions. 2 Sincerely, Phil Vaughan Phil Vaughan Construction Management, Inc. 1038 County Road 323 Rifle, CO 81650 970-625-5350 3 Account Account: R019007 Location Parcel Number 2175-2 11-00-022 Situs Address 022539 6 & 24 HWY City Rifle ZipCode 8 1650 Tax Area 0 19 -2HB-RF -019 Legal Summary Section: 21 Township: 6 Range: 94 NE, S 1/2NW, SW {I 23.39AC), SE(86045AC) N OF 1-70 SECION I/2SE,SEC II SI/2NW, NII2SW, SESW, SEC 14 LOTS I (40.29AC), 2(40048AC), 3(39.44AC), 4 (39.63AC), 5(39.94AC), 6(39.76AC), 7 (40.53AC), 8(40.34AC), 9(40.08AC), 10 (40.06AC), I I (39.34AC), 12(39.39AC), 13(39.7 IAC), 14(39.66), PT. OF S II2SE N OF 1-70(46.3 lAC), SEC 15 LOTS I (40.95AC), 2(40.86AC), 3(40.09AC), 4 (40.0 IAC), 5(39.97AC), 6(40.05AC), 7 (40.9 IAC), 8(40.99AC), 9(40.96AC), 10 (40.25AC), 11 (39.36AC), 12(39.05AC), 13(39045AC) 14(39.7SAC), 15 (40J IAC), 16(40.6 IAC), SEC 16 LOTS 1(40.82AC), 2(40.82AC), 3(40.73AC), 6 (40.63AC 7(40.90AC), 8(40.90AC), 9 (39.50AC), 10(39.60AC) 15(39. 17 AC), 16(39.09AC), SEC. 20 SI/2NE, WI /2NW, S I/2(319.60AC), SEC 22 NII2N I/2, SI/2NW, & PT OF SW (18.84A) & S II2NE(37.4 IA) N OF 1-70, SEC. 23 PT OF N 1/2NW & NWNE (34.28AC) N OF 1-70, SEC 29 PT OF NII2NE, NENW(35.22A)LYING N OF 1-70 EXCEPT 2 TR OF LAND IN SEC 14 CONTo4.5A, EXCEPT TR IN SEC 21 CONT. 2.5AC, EXCEPTTR IN SEC 21 CONT. 2.5AC EXCEPTING OUT A TR. OF LAND CONT. 32.088 AC AS DESC. IN WD 805992. Transfers Sale Price Tax Histort Tax Year 20 11 2010 Taxes $233.00 $664.12 Owner Information Owner Name CLOUGH SHEEP COMPANY, LLC Owner Address PO BOX 686 RIFLE, CO SI650 Sale Date 11116/2010 10/25/2010 10lOS/200S 11/1212008 Images • Map • illS. Page I of2 Assessment History Actua l (20 11 ) $17,670 Primary Taxable $5, 130 Tax Area: 019 Mill Levy: 4504190 Type Actual Assessed Acres SQFT Units Land $17,670 $5,1303 182.632 0.0000.000 Doc Type ill 454 EAS EAS Book Page Focusing On: 0225396& 24 HIVY RIFLE 81650 Map data ©2012 Google -https:llact.garfield-county .com! assessor/taxwebl account.j s p ?accountN um= RO I 9007 3/5/2012 Project Information Project # 223·11 Title Bargath LLC Transmittat Transmittal # Date 7 March 2, 2012 Address Ctough Compressor Station· SE 1/4 01 Section 16 & NE 1/401 Section 21, T6S, R94W 01 the 6th P.M. Rifle CO 81650 Due Date Sender City, State, Zip Subject Country From Contact Company Address City, State, Zip Country Phone Fax Remarks Parachute, CO 81635 USA Philip Vaughan Phil Vaughan Construction Management, Inc. 1038 County Road 323 Rifle, CO 81650·8607 United States 01 America (970) 625·5350 (970) 625·4522 To Contact Company Address City, State, Zip Country Phone Fax David Bartholomew Hand Clough Comp Station Gas Chromatograph Bldg. Permit Application Gartield County Building Dept. 1088" Street, Suite 401 Glenwood Springs, CO 81601 USA 970·945·8212 Dave, please find our building permit application and support materials attached. Thanks and please contact me with questions. Sincerely, Phil Vaughan 4 i . 13 Station· Drawing CL·SC·OO1· Rev. P.E. 14 i' 3/1/12 Page 101 ~' I I GEOTECHNICAL ENGINEERING GROUP A lrerrCJcon COMPANY Geotechnical Engineering Report GC Building and Metering Skid Addition Clough Compressor Station SW % of SE % of Section 16, Township 6 South Range 94 West, 6th Principal Meridian Garfield County, Colorado December 12, 2011 Terracon Project No. AD115021 Prepared for: Williams Midstream 1515 Arapahoe Street Denver, Colorado 80202 Attention: Mr. Sam Herrin Prepared by: Terracon Consultants, Inc. Grand Junction, Colorado December 12, 2011 Williams Midstream 1515 Arapahoe Street Denver, Colorado 80202 Attn: Mr. Sam Herrin Email: Sam.herrin@williams.com Cell: (303) 589-2743 Re: Geotechnical Engineering Report GC Building and Metering Skid Addition Clough Compressor Station Garfield County, Colorado Terracon Project Number: AD115021 Dear Mr. Herrin: ~'I I GEOTECHNICAL E N GINEERING GROUP A lrerracon COMPANY Terracon Consultants, Inc. (Terracon) has completed the geotechnical engineering services for the above referenced project. This study was performed in general accordance with the master service agreement between Williams Midstream ServiceslDiscovery Producers Service, LLC and Terracon. This report presents the findings of the subsurface exploration and provides geotechnical recommendations concerning earthwork and the design and construction of foundations for the proposed structures. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further service, please contact us. Sincerely, Terracon Consultants, Inc. Norman W. Johnston, P.E. Senior Engineer Enclosures cc: 1 -sam.herrin@wiliiams.com (electronic·PDF) 1 -hghaffari@samuelengineering.com (electronic·PDF) 1 -bvilner@samuelengineering .com (electronic-PDF) 1 -File Senior Engineer Ge<xecll"caI Eng " eeflng GrouP . A l etrae on Company 2308 Interstale A""n'Je Gr.nd J'JnWon. CO 8t SOS P 197 0j 24S 4078 F 1970] 24S 71 1; geotecll"ulgroup com leI/aeon com Geotechnical • Environmontal • Construction Materials • Facilities TABLE OF CONTENTS Page EXECUTIVE SUMMARY ............................................................................................................... i 1.0 INTRODUCTION ........................... .................................................................................... 1 2.0 PROJECT INFORMATION ........................................................................................ ....... 1 2.1 Project Description ................................................................................................ 1 2.2 Site Location and Description ................................ ................................................ 2 3.0 SUBSURFACE CONDITIONS .......................................................................................... 2 3.1 Typical Profile ........................................................................................................ 2 3.3 Groundwater .................................................................... ...................................... 3 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ....................................... 3 4.1 Geotechnical Considerations .................................... ............................................. 3 4.1.1 Existing Utilities .......................................................................................... 4 4.1.2 Settlement and/or Swell Potential .............................................................. 4 4.1.3 General ................................................................................................. .... 4 4.2 Earthwork ............................................................................................................. 5 4.2.1 Site Preparation ........................................... .............................................. 5 4.2.2 Material Requirements ............................................................................... 5 4.2.3 Compaction Requirements ........................................................................ 6 4.2.4 Utility Trench Backfill ................................................................................. 6 4.2.5 Grading and Drainage ............................................................................... 7 4.2.6 Construction Considerations ...................................................... ................ 7 4.3 Foundations ........................................................................................................... 9 4.3.2 Footing Foundation ............................. ....................................................... 9 4.3.3 Footing Foundation Design Recommendations ......................................... 9 4.3.4 Footing Foundation Construction Considerations .................................... 10 4.4 Seismic Considerations ....................................................................................... 11 4.5 Floor Slab ............................................................................................................ 11 4.6 Lateral Earth Pressures ...................................................... ................................. 12 4.7 Concrete Considerations ......................................................................... 12 5.0 GENERAL COMMENTS .................................... ............................................................. 12 APPENDIX A -FIELD EXPLORATION Figure A-1 Figure A-2 Figure A-3 Figures A-4 to A-6 Site Location Map Boring Location Diagram Field Exploration Description Test Boring Logs Reliable _ Responsive _ Convenient _ Innovative TABLE OF CONTENTS (CONTINUED) APPENDIX B -LABORATORY TESTING Figure B-1 Table B-1 Laboratory Testing Summary of Laboratory Test Results Figures B-2 and B-3 Consolidation Test Reports Figure B-4 Direct Shear Strength Test Results APPENDIX C -SUPPORTING DOCUMENTS Exhibit C-1 Exhibit C-2 Exhibit C-3 General Notes Unified Soil Classification System General Notes -Rock Properties Reliable" Responsive" Convenient" Innovative Geotechnical Engineering Report Clough Metering Station . Garfield County, Colorado December 12, 2011 . Terracon Project No. AD115021 EXECUTIVE SUMMARY ~' I I GEOTECHNICAL ENGINEERING GROUP A lrerrilcon COMPANY A geotechnical investigation has been performed for the proposed GC (gas chromatograph) building and metering skid to be located in the SW Y. of SE Y. of Section 16, Township 6 South, Range 94 West, 6th Principal Meridian, Garfield County, Colorado. Two (2) exploratory test borings, designated TH-1 and TH-2, were performed to a depth of approximately 20 feet below the existing ground. Foundation support and other geotechnical conditions were evaluated using the information obtained from the referenced subsurface exploration. The following geotechnical considerations were identified: • We believe spread footing foundations may be used to support the structure where foundation movement is acceptable. The structures can be supported on shallow spread footing foundations bearing on new engineered, well compacted fill extending at least 12-inches below the new footing bearing elevations or below the maximum depth of existing fill, if any, whichever is deeper. Additional depth of engineered fill supporting the foundations may be included to help reduce and I or help mask the post construction movement. A discussion, including detailed design and construction criteria are included in the text of the report. • Surface drainage should be designed for rapid runoff of surface water away from the proposed structures. • On-site soils may be suitable for use as well compacted structural fill with a maximum particle size of 2 inches. • The 2009 International Building Code (IBC), Table 1613.5.2 seismic site classification for this site is D. • Close monitoring of the construction operations discussed herein will be critical in achieving the design subgrade support. We therefore recommend that Terracon be retained to monitor this portion of the work. This summary should be used in conjunction with the entire report for design purposes. It should be recognized that details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. The section titled GENERAL COMMENTS should be read for an understanding of the report limitations. Reliable . Responsive . Convenient . Innovative GEOTECHNICAL ENGINEERING REPORT GC Building and Metering Skid Clough Garfield County, Colorado Terracon Project No. AD115021 December 12, 2011 1.0 INTRODUCTION A geotechnical engineering report has been completed for the proposed GC (gas chromatograph) building and metering skid to be located at the Clough Compressor Station in the SW Y. of the SE Y. of Section 16, Township 6 South, Range 94 West, 6th Principal Meridian, Garfield County, Colorado. Two (2) exploratory test borings, designated TH-1 and TH-2, were performed to a depth of approximately 20 feet below the existing ground surface. The subsurface and laboratory information was used in the preparation of this report. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: _ subsurface soil conditions _ groundwater conditions _ earthwork _ foundation design and construction _ seismic considerations 2.0 PROJECT INFORMATION 2.1 Project Description ITEM Site layout Structure I DESCRIPTION I See Appendix A, Figure A-2: Boring Location Diagram We understand the proposed construction will consist of two structures. A metering skid which will support control equipment and a GC building. The metering skid will be approximately 8 feet by 30 feet The GC Building will be approximately 8 feet by 12 feet The GC building will be single-story pre-fabricated. The metering skid consists of associated equipment mounted to a rigid steel frame/skid. We understand shallow footing foundations are desired by Williams Field Services. We were requested to provide engineering recommendations to facilitate the use of precast concrete footing /sill blocks which were purchased prior to our study. Reliable _ Respons ive _ Convenient _ Innovative Geotechnical Engineering Report "'IIII~ I I GEOTECHNICAL Clough Metering Station . Garfield County, Colorado ENGINEERING GROUP December 12, 2011 • Terracon Project No. AD115021 A lr[!rracon COMPANY ITEM DESCRIPTION Floor The floor of the GC building will be a structural floor integral with the pre-fabricated building and will be supported from the foundation. Maximum loads Building Dead Load: Skid Load: estimated 6 to 8 kips 2,000 psf Maximum allowable settlement Structure: 1 inch total(assumed); % inch differential (assumed) The site is an existing compressor station with fina l grade Grading established. We assume that less than 1 foot of cut and/or fill will be required to achieve final grade. Cut and fill slopes None anticipated Free standing retaining walls None anticipated Below grade areas I None anticipated 2.2 Site Location and Description ITEM Location Current ground cover DESCRIPTION This project will be located in the SW Yo of SE Yo of Section 16, Township 6 South, Range 94 West, 6th Principal Meridian, in Garfield County, Colorado. Refer to Figure A-i. Existing compressor station with open, vacant area surrounding with some nearby gas field development. Existing topography I The proposed site is relatively flat with minor topographic relief across the building site. 3.0 SUBSURFACE CONDITIONS 3.1 Typical Profile Based on the results of the previous referenced exploratory test borings. subsurface conditions on the project site can be generalized as follows: Stratum I Approximate Depth to Material Description I Consistency/Density Bottom of Stratum (feet) 1 I 20 Sand. clayey. I dense 2 I 16 (TH-2 only) Clay. sandy I Stiff to very stiff Reliable . Responsive . Convenient . Innova tive 2 Geotechnical Engineering Report Clough Metering Station _ Garfield County, Colorado December 12, 2011 _ Terracon Project No. AD115021 ~~I I GEOTECHNICAL ENGINEERING GROUP A 'r~rraCDn COMPANY The upper soil encountered in the borings generally consisted of clayey sand and sandy clay with varying amounts of cobbles of low plasticity, and had the following measured liquid limits, plastic limits, and plasticity indices: Sample Location Depth (feet) Liquid Limit ('!o) Plastic Limit ('!o) !Plasticity Index ('!o) Boring TH-1 o to 4 24 14 I 10 Conditions encountered at each boring location are indicated on the individual boring logs. Stratification boundaries on the boring logs represent the approximate location of changes in soil types; in situ, the transition between materials may be gradual. Details for each of the borings can be found on the boring logs in Appendix A of this report. At the time of the subsurface investigation the site was developed as a compressor station. The exploratory test borings represent the conditions at each test boring at the time of drilling. 3.3 Groundwater The exploratory test borings were observed while drilling and after completion for the presence and level of groundwater. Groundwater was not observed in the borings during drilling or for the short amount of time the borings were allowed to remain open following drilling completion. However, this does not necessarily mean that the borings were terminated above groundwater. Due to the low permeability of the soils encountered in the borings, a relatively long period of time may be necessary for a groundwater level to develop and stabilize in a borehole in these materials. Long term observations in piezometers or observation wells sealed from the infiuence of surface water are often required to define groundwater levels in materials of this type. Groundwater level fiuctuations occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the borings were performed. In addition, perched water can develop over low permeability soil strata. The existing site development likely has influenced surface runoff patterns and may influence groundwater as a result. Therefore, groundwater levels during construction or at other times in the life of the structure may be higher or lower than the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project. 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION 4.1 Geotechnical Considerations Special geotechnical considerations for this project include the following : _ Existing underground utilities exist on or near the structure areas. Reliable . Responsive _ Convenient _ Innovative 3 Geotechnical Engineering Report Clough Metering Station . Garfield County. Colorado December 12. 2011 • Terracon Project No. AD115021 • Possible existing undocumented fill. ~' I I GEOTECHNICAL ENGINEERING GROUP A lr~rracDn COMPANY • The presence of soil at and near the anticipated design foundation subgrade elevation that is prone to volume change with variations in moisture content and loading conditions. 4.1.1 Existing Utilities Based upon our understanding of the existing site development. we anticipate there are existing underground utilities on or near the structure locations. The resulting trenches should be backfilled properly and tested in accordance with the recommendations in this report in section 4.2 Earthwork. 4.1.2 Settlement and I or Swell Potential The soil present near the anticipated foundation level is clayey sand and sandy clay and is prone to volume change with variations in moisture content and loading conditions. For this reason we recommend a low volume change zone be constructed beneath footings for the full depth of the existing fill. The procedures for using a low volume change zone as recommended in this report may not eliminate all future subgrade volume change and resultant shallow foundation movements. However. the procedures outlined should significantly reduce the potential for subgrade volume change influences. Additional reductions in foundation movements could be achieved by using a thicker low volume change zone. Details regarding this low volume change zone are provided in section 4.3 Foundations. Any well compacted structural fill placed in the upper 12 inches beneath the building areas should meet the requirements for Low Volume Change Material which is defined in this report. section 4.2 Earthwork. This report provides recommendations to help mitigate the effects of soil shrinkage and expansion. However. even if these procedures are followed . some movement and at least minor cracking in the structure could still occur. The severity of cracking and other cosmetic damage such as uneven floor slabs on grade will probably increase if any modification of the site results in excessive wetting or drying of the site soils. Eliminating the risk of movement and cosmetic distress may not be feasible. but it may be possible to further reduce the risk of movement if significantly more expensive measures are used during construction. We would be pleased to discuss other construction alternatives with you upon request. 4.1.3 General We recommend that the exposed subgrade be thoroughly evaluated after stripping of any topsoil and creation of all cut areas. but prior to the start of any fill operations or foundation construction. We recommend that the geotechnical engineer be retained to evaluate the bearing material for the foundations subgrade soils. Subsurface conditions. as identified by the field and laboratory testing programs. have been reviewed and evaluated with respect to the proposed building plans known to us at this time. If existing fill is encountered in the bottom of Reliable . Responsive . Convenient . Innovative 4 Geotechnical Engineering Report ~'II GEOTECHNICAL Clough Metering Station . Garfield County, Colorado ENGINEERING GROUP December 12, 2011 • Terracon Project No. AD115021 A lrerracon COMPANY the foundation excavation it should be completely removed or the quality of the existing fill should be evaluated by Terracon prior to placing engineered fill or foundation concrete. 4.2 Earthwork 4.2.1 Site Preparation The site is an existing compressor station which has been graded prior to our site visit. Previous site development may have included placed fill which was not encountered in the exploratory test borings. After stripping or excavating to rough grade, and prior to placing new fill or foundations, the subgrade and all existing undocumented/uncon trolled fill, if any, in-place should be evaluated by a Terracon representative. This could include in-place field density tests, proofrolling, and test pits, as appropriate. Proof-roiling can be performed with a loaded tandem axle dump truck. Unsuitable areas observed at this time should be improved by scarification and recompaction or by undercutting and replacement with suitable compacted fill. Additional removal may need to be performed if further unstable or unsuitable material is observed. 4.2.2 Material Requirements Compacted structural fill should meet the following material property requirements: Fill Type 1 I USCS Classification I Acceptable Location for Placement Lean clay I CL (LL<40) I All locations and elevations Lean to fat clay Fat clay 2 Well graded granular Low Volume Change Material' On-site soils CLiCH (40<LL <50) CH (LL>50) GM 3 CL (LL <50 & PI<22) orGM 3 CL >12 inches below bottom of footing level and below building finished grade unless tested and meets low volume change material criteria > 12 inches below bottom of footing All locations and elevations All locations and elevations The on-site soil may be suitable for use as fill below building finished grade with a maximum particle size of 2 inches. Additional testing may be required. 1. Compacted structural fill should consist of approved materials that are free of organic matter and debris. Frozen material should not be used, and fill should not be placed on a frozen subgrade. A sample of each material type should be submitted to the Terracon for evaluation. 2. Delineation of moderate to highly plastic clays should be performed in the field by a qualified geotechnical engineer or their representative, and could require additional laboratory testing. 3. Similar to COOT Class 6 crushed stone aggregate. Material should be approved by the geotechnical engineer. 4. Low plasticity cohesive soil or granular soil having low plasticity fines. Material should be approved Reliable . Responsive . Convenient . Innovative 5 Geotechnical Engineering Report Clough Melering Station . Garfield County, Colorado December 12, 2011 • Terracon Project No. AD115021 ~'I I GEOTECHNICAL ENGINEERING GROUP A lrerr<lcon COMPANY by the geotechnical engineer. 4.2.3 Compaction Requirements ITEM I Fill Lift Thickness DESCRIPTION 9 inches or less in loose thickness when heavy, selfpropelled compaction equipment is used 4 to 6 inches in loose thickness when hand-guided equipment (Le. jumping jack or plate compactor) is used 95% of the material's maximum standard Proctor dry density (ASTM D 698) for cohesive soils such as on site Compaction Requirements 1 clayey sand and 95% of the materials maximum modified Proctor dry density (ASTM D 1557) for granular material such as CDOT Class 6 aggregate base course Within the range of optimum moisture content to 4% above Moisture Content -Cohesive Soil optimum moisture content as determined by the standard Proctor test at the time of placement and compaction Within 2 percent of the optimum moisture content as Moisture Content -Granular Material determined by the modified Proctor test at the time of placement and compaction 2 1. We recommend that compacted structural fill be tested for moisture content and compaction during placement. Should the results of the in-place density tests indicate the specified moisture or compaction limits have not been met. the area represented by the test should be reworked and retested as required until the specified moisture and compaction requirements are achieved. 2. Specifically. moisture levels should be maintained low enough to allow for satisfactory compaction to be achieved without the cohesionless fill material pumping when proofrolled. 4.2.4 Utility Trench Backfill All trench excavations should be made with sufficient working space to permit construction including backfill placement and compaction. If utility trenches are backfilled with relatively clean granular material, they should be capped with at least 18 inches of cohesive fill areas to reduce the infiltration and conveyance of surface water through the trench backfill. Utility trenches are a common source of water infiltration and migration. All utility trenches that penetrate beneath the building should be effectively sealed to restrict water intrusion and flow through the trenches that could migrate below the building. We recommend constructing an effective clay "trench plug" that extends at least 5 feet out from the face of the building exterior. The plug material should consist of clay compacted at a water content at or above the soil's optimum water content. The clay fill should be placed to completely surround the utility line and be compacted in accordance with recommendations in this report. Relia ble . Responsive . Conven ient . Innovative 6 Geotechnical Engineering Report Clough Metering Station . Garfield County, Colorado December 12, 2011 • Terracon Project No. AD115021 4,2.5 Grading and Drainage ~' I I GEOTECHNICAL ENGINEERING GROUP A lr~rrClcon COMPANY Final surrounding grades should be sloped away from the buildings on all sides to prevent ponding of water. Finished grade should slope a minimum of 1 foot in the first 10 feet away from the structures. Backfill around foundation walls should be moistened and compacted. Foundation backfill should be moisture conditioned to within 2 percent of optimum moisture and compacted to at least 90 percent of the maximum standard Proctor (ASTM 0698) dry density. Foundation backfill supporting concrete flatwork or other structural components should be moisture conditioned and compacted to at least 95 percent of the maximum standard Proctor dry density. Gutters and downspouts that drain water a minimum of 10 feet beyond the footprint of the proposed structure are recommended. This can be accomplished through the use of splashblocks, downspout extensions, and flexible pipes that are designed to attach to the end of the downspout. Flexible pipe should only be used if it is daylighted in such a manner that it gravitydrains collected water. 4.2.6 Construction Considerations The site has been previously developed for a compressor station. The site may contain existing fill which was not encountered in the exploratory test borings. If the metering station will be constructed in an area with existing fill, the existing fill compaction should be verified or removed in its entirety and replaced in a well compacter manner. Verification of fill compaction may be either by obtaining compaction reports conducted during placement or by test holes and compaction testing of the existing fill. Removal and replacement as well compacted fill should include moisture conditioning to optimum to 4 percent above optimum moisture content, placing in thin lifts and compacting to at least 95 percent of the maximum standard Proctor (ASTMO-698) dry density. It is possible that the subgrade and/or base of over-excavations will be unstable upon initial exposure. Unstable subgrade conditions could worsen during general construction operations, particularly if the soils are wet or subjected to repetitive construction traffic. The use of light construction equipment would aid in reducing subgrade disturbance. The use of remotely operated equipment, such as a backhoe, would be beneficial to perform cuts and reduce subgrade disturbance. Should unstable subgrade conditions be encountered, stabilization measures will need to be employed, and could consist of one of the methods outlined below. • Scarification and Re-compaction -It may be feasible to scarify, dry, and re-compact the exposed soils. The success of this procedure would depend primarily upon favorable weather and sufficient time to dry the soils. Stable subgrades likely would not be achievable if the thickness of the unstable soil is greater than about 1 foot, or if construction is performed during a period of wet weather when drying is difficult. • Crushed Stone -Crushed stone or crushed gravel could be used to improve subgrade stability. Typical undercut depths would be expected to range from about 1 to 3 feet below finished subgrade elevation. The use of high modulus geotextiles (i.e. , engineering fabric or Reliable . Responsive . Convenient . Innovative 7 Geotechnical Engineering Report Clough Metering Station . Garfield County, Colorado December 12, 2011 • Terracon Project No. AD115021 ~'II GEOTECHNICAL ENGINEERING GROUP A lrerracon COMPANY geogrid) could also be considered after underground work such as utility construction is completed. Prior to placing the fabric or geogrid, we recommend that all below grade construction, such as utility line installation, be completed to avoid damaging the fabric or geogrid. Equipment should not be operated above the fabric or geogrid until one full lift of crushed stone fill is placed above it The maximum particle size of granular material placed over geotextile fabric or geogrid should not exceed 1 Y, inches. Granular gradation requirements provided by the geosynthetic product manufacturer should be verified prior to material purchase and delivery to the site. Further evaluation of the need and recommendations for subgrade stabilization can be provided during construction as the geotechnical conditions are exposed on a broad scale; however we recommend that the owner budget for, and the contractor be prepared for subgrade stabilization. Upon completion of filling and grading, care should be taken to maintain the subgrade moisture content prior to construction of foundations, floor slabs, and pavement areas. Construction traffic over the completed subgrade should be avoided to the extent practical. The site should also be graded to prevent ponding of surface water on the prepared subgrades or in excavations. If the subgrade should become frozen, desiccated, saturated, or disturbed, the affected material should be removed or these materials should be scarified, moisture conditioned, and recompacted prior to foundation construction. As a minimum, all temporary excavations should be sloped or braced as required by Occupational Health and Safety Administration (OSHA) regulations to provide stability and safe working conditions. Temporary excavations will probably be required during grading operations. The grading contractor, by his contract, is usually responsible for designing and constructing stable, temporary excavations and should shore, slope or bench the sides of the excavations as required, to maintain stability of both the excavation sides and bottom. All excavations should comply with applicable local, state and federal safety regulations, including the current OSHA Excavation and Trench Safety Standards. The geotechnical engineer should be retained during the construction phase of the project to observe earthwork and to perform necessary tests and observations during subgrade preparation; proof-rolling; placement and compaction of controlled compacted fills and backfilling of excavations into the completed subgrade. Reliable . Respons ive . Conven ient . Innovative 8 Geotechnical Engineering Report Clough Metering Station _ Garfield County, Colorado December 12, 2011 _ Terracon Project No. AD115021 ~' I I GEOTECHNICAL ENGINEERING GROUP A lrerr<lcon COMPANY 4.3 Foundations 4,3.1 Drilled Shaft Pier Foundation Design Recommendations Subsurface conditions indicate that the shallow soils at or near footing depths may have a potential for moderate volume change when wetted and I or loaded. If the proposed structures have a low tolerance to post construction movement the structures should be supported by a drilled pier foundation system bearing within bedrock. Bedrock was not encountered in the exploratory test boring to a depth of 20 feet, the maximum depth explored. If the structures will be supported by drilled pier foundations additional subsurface exploration will be necessary to determine depth and design criteria for drilled piers. We should be contacted to provide additional subsurface exploration as needed for drilled piers. 4.3.2 Footing Foundation Existing fill was not encountered in the exploratory test borings. The site has had previous site grading and may contain existing fill. The quality of the existing fill, if encountered, should be verified by either review of existing compaction test results performed during fill placement or by additional compaction testing prior to foundation construction . If quality of the existing fill verification is not available the existing fill should be removed full depth and replaced with well compacted structural fill as discussed below. If the structures have a greater tolerance to post construction movement, the proposed structures can be supported using a shallow spread footing foundation system bearing on new engineered well compacted structural fill extending 1 foot below the new footing bearing elevations. Skid foundations supporting equipment will act as shallow spread footings and should be designed as such. Skid foundations may be supported on at least a 1 foot thick layer of well compacted structural fill. Thicker layer of engineered fill may be considered to help reduce the post construction settlement. The engineered fill material should consist of a non-expansive granular material with a maximum nominal size of 1'h inches. Design recommendations for shallow foundations for the proposed structures are presented in the following sections. 4.3.3 Footing Foundation Design Recommendations DESCRIPTION Net allowable bearing pressure 1 Minimum dimensions Minimum embedment below finished grade for frost protection' Estimated total settlement from foundation loads for footings supported on a 1 foot thick layer of engineered well compacted structural fill Reliable _ Responsive _ Convenient _ Innovative Isolated Square 2,000 psI 30 inches 36 inches '!. to 1 inch 3 Continuous Strip (LlB<!:2) 2,000 psI 18 inches 36 inches '!. to 1 inch 3 9 Geotechnical Engineering Report Clough Metering Station . Garfield County, Colorado December 12, 2011 • Terracon Project No. AD115021 ~' I I GEOTECHNICAL ENGINEERING GROUP DESCRIPTION Isolated Square A lrC!rrilcon COMPANY Continuous Strip (LlB~2) 1. The recommended net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation. Assumes any unsuitable fill or soft soils, if encountered, will be undercut and replaced with well compacted structural fill. Based upon a Factor of Safety of 3. 2. And to reduce the effects of seasonal moisture variations in the subgrade soils. For perimeter footing and footings beneath unheated areas. Based on Garfield County guidelines for frost penetration. Refer to local building code for details. 3. Even with the testing and observation discussed in this report, total and differential settlement of footings supported over the existing fill cannot be accurately predicted and could be larger than normal. The estimated settlement is based on the foundation and support conditions discussed in this report. If foundation or support conditions are different than discussed in this report the estimated settlement may be different than presented. 4.3.4 Footing Foundation Construction Considerations The base of all foundation excavations should be free of water and loose soil and rock prior to placing concrete. The bottom of the foundation excavation should be scarified a minimum 10 inches, moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent of the maximum standard Proctor (ASTM D 698) dry density. Concrete should be placed soon after excavating to reduce bearing soil disturbance. Should the soils at bearing level become excessively dry, disturbed or saturated, or frozen, the affected soil should be removed prior to plaCing concrete. Place a lean concrete mud-mat over the bearing soils if the excavations must remain open over night or for an extended period of time. It is recommended that the geotechnical engineer be retained to observe and test the soil foundation bearing materials. Although not encountered in the borings, some surface and/or perched groundwater may enter foundation excavations during construction. It is anticipated any water entering foundation excavations from these sources can be removed using sump pumps or gravity drainage. If unsuitable bearing soils are encountered in footing excavations, the excavation could be extended deeper to suitable soils and the footing could bear directly on these soils at the lower level. As an alternative, the footings could also bear on properly compacted structural backfill extending down to the suitable soils. Overexcavation for well compacted structural fill placement below footings should extend laterally beyond all edges of the footings at distance at least equal to the thickness of the well compacted structural fill below footing base elevation. The overexcavation should then be backfilled up to the footing base elevation with well graded granular material placed in lifts of 9 inches or less in loose thickness (6 inches or less if using hand-guided compaction equipment) and compacted to at least 95 percent of the material's modified effort maximum dry density (ASTM D 1557). The overexcavation and backfill procedure is described in the following figure. Reliable . Responsive . Conven ien t . Innovative 10 Geotechnical Engineering Report Clough Metering Station . Garfield County, Colorado December 12, 2011 • Terracon Project No. AD115021 " .' ~'I I GEOTECHNICAL ENGINEERING GROUP A 'r~rraCDn COMPANY '--j)es,ian footing level excavation level Overexcavation/Backfil1 Concept 4.4 Seismic Considerations Code Used Site Classification 2009 International Building Code (IBC) 1 D' 1. In general accordance with the 2009 International Building Code. Table 1613.5.2. 2. The 2009 International Building Code requires a site soil profile determination extending a depth of 100 feet for seismic site classification. The current scope requested does not include the required 100 foot soil profile determination. Borings for this report extended to a maximum depth of approximately 20 feet and this seismic site class assignment considers that the soils encountered in the exploratory test borings continues below the maximum depth of the subsurface exploration. Additional exploration to greater depths could be considered to confirm the conditions below the current depth of exploration, or a geophysical exploration could be utilized to attempt to justify a more favorable seismic site class. 4.5 Floor Slab As currently planned, the floor of the building will be a structural floor integral with the prefabricated building supported by the foundations. If in the future the plans are changed we should be contacted to provide design and construction recommendations for concrete slab on grade floors. Reliable . Responsive . Convenient . Innovative 11 Geotechnical Engineering Report Clough Metering Station . Garfield County, Colorado December 12, 2011 • Terracon Project No. AD11 5021 4.6 Lateral Earth Pressures ~' I I GEOTECHNICAL ENGINEERING GROUP A lrerracon COMPANY As currently planned, the proposed buildings will not include unilaterally loaded walls supporting soil loads. If in the future the plans are changed we should be contacted to provide design and construction recommendations for laterally loaded walls supporting soil. 4.7 Concrete Considerations One sample (TH-1 at a depth of 0 to 4 feet) was tested for water soluble sulfate concentrations. The test results indicate water soluble sulfate concentrations of 150 ppm. Sulfate concentrations in this amount are considered to have a negligible to moderate effect on concrete that comes into contact with the soils. We recommend fOllowing the American Concrete Institute (ACI) guidelines for sulfate resistant cement. ACI recommends a Type" (sulfate resistant) cement be used for concrete that comes into contact with soils which exhibit moderate effect on concrete. In addition, the concrete should have a water cement ratio of 0.5 maximum. 5.0 GENERAL COMMENTS Terracon should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon also should be retained to provide observation and testing services during grading, excavation, foundation construction and other earth-related construction phases of the project. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical Reliable . Responsive . Convenient . Innovative 12 Geotechnical Engineering Report Clough Metering Station . Garfield County, Colorado December 12, 2011 • Terracon Project No. AD115021 ~' I I GEOTECHNICAL ENGINEERING GROUP A lrerracon COMPANY engineering practices. No warranties, either expressed or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing. Reliable . Responsive . Convenient . Innovative 13 APPENDIX A FIELD EXPLORATION GEG JOB NO. SUBJECT SITE AD115021 VICINITY MAP CLOUGH METERING STA TlON Garfield County, Colorado SW 114, SE 114, Section 16, T6S, R94W, 6 PM DATE: 12/08/11 Fig. A-1 Note: This figure was prepared based on a drawing from Williams Production RMT Company and notes obtained during the field study and and is intended to show approximate locations of Exploratory Test Boring only. Legend b 2 • Indictes Approximate Location of Exploratory Test Borings • Indicates Approximate Location of GC Building and Metering Skid ---p------r-'-1 ----._ ._-, --------_.-----. -. I \ I I --::-:-+------" -+ --<C 1• _L. _ _ L-..:....:.. __ _ ._ • ! " \ I ~." J I r"'.'-.. _._ _____.--1. ----,----:'J'<-; i 1 GEGJOB NO. l ' , , 1 l 1 ·--1 1--_ .-j' --I ,.' AD115021 -I TEST BORING LOCA TlON MAP CLOUGH METERING STA TlON SW 114, SE1I4, Section 16, T6S, R 94W Garfield County, Colorado DATE: 12/08/11 Fig. A-2 Geotechnical Engineering Report Clough Metering Station _ Garfield County, Colorado December 12, 2011 _ Terracon Project No. AD115021 Field Exploration Description ~'I I GEOTECHNICAL ENGINEERING GROUP A lrerracon COMPANY The locations of the exploratory test borings should be considered accurate only to the degree implied by the means and methods used to define them. The exploratory test borings were drilled with a truck-mounted rotary drill rig using continuous flight solid-stem augers to advance the exploratory test borings. Samples of the soil encountered in the borings were obtained using standard split-barrel sampler and modified California barrel sampling procedures. In the sampling procedure, the number of blows required to advance either a modified California Barrel sampler or a standard 2-inch 0.0. split-barrel sampler the last 12 inches of the typical total 18-inch penetration by means of a 140-pound hammer with a free fall of 30 inches, is the standard penetration resistance value (SPT -N). This value is used to estimate the in-situ relative density of cohesionless soils and consistency of cohesive soils. An automatic SPT hammer was used to advance the sampler in the borings performed on this site. A significantly greater efficiency is achieved with the automatic hammer compared to the conventional safety hammer operated with a cathead and rope. This higher efficiency has an appreciable effect on the SPT-N value. The effect of the automatic hammer's efficiency has been considered in the interpretation and analysis of the subsurface information for this report. A field log of each exploratory test boring was prepared by the drill crew. These logs included visual classifications of the materials encountered during drilling as well as the driller's interpretation of the subsurface conditions between samples. Final boring logs included with this report represent the engineer's interpretation of the field logs and include modifications based on laboratory observation and tests of the samples. Reliable _ Responsive _ Convenient _ Innovative Figure A-3 ... 11emJcon CoYPAHY KEY TO SYMBOLS Symbol Description ~ Description not given for: "CAVED" Sand, clayey, dense, moist, brown (SC) Notes: Clay, sandy, stiff to very stiff, moist, brown (CL) Sand, silty, dense, moist, brown (SM) 1. SH -Thinwall Tube Sample. 2. CT -Modified California Barrel Sample. 3. SPT -Standard Split Barrel Sample. 4. Bulk -Bulk Disturbed Sample. 5. CORE-NX size continous core sample 6. Exploratory test borings were excavated on 10/18/11 using a 4-inch diamter continuous flight power auger. 7. 22/12 -Indicates 37 blows with a 140 LB hammer falling 30 inches was required to drive the sampler 12 iches. 8. These logs are subject to the interpretation by GEG of the soils encountered and limitations, conclusions, and recommendations in this report. Cil"\lll,.. ...... 1\ A PROJECT: Cloue.h Metering Station PR O J EC T NO. : _ ,-,A",0O-'I.'-'I)" -0,"2,-1'.. . 1liefrncon CQUPIJ" CLIENT: ~~'~il~l~i a~llls~ ______________________________ LOCATION: See Figure A-2 ELEVATION: _____ _ LOG OF TEST BORING TH-1 DRILLER: ~T-e"!r.r!"ac,",o:!!n _________________ LOGGED BY: __--'J.-'WC '--_ _ DEPTH TO WATER> INITIAL: ¥ None AFTER 24 HOURS: DATE: 10/18/11 DEPTH TO CAVING: .c.. 10 Description Notes o Sand. clayey, dense, moi st, brown (eL) 5 CT 22/12 10 CT 36/12 CT 3617 15 20 Gravelly beginni ng at 19 fee t CT 50112 Bottom o f boring when termi nated: 20 ft. 25 30 35 This information ertains onl to this borin and should not be inter reted as bein indicitive of the site. C i,.., , .. ,.... 1\ c:. PROJECT: Clough Metering Station PROJ ECT NO.: __ ",A",D",I ""15",02,,,1_ CLIENT: 2W~i~1l~ia~nl~s __________________________________________________________ _ LOCATION: See Figure A-2 ELEVATION: __________ __ LOG OF TEST BORING TH-2 DRILLER: -,T-,e"-rr",ac,,,o~n _________________________________ LOGGED BY: ____ ---'-JW-"---__ __ DEPTH TO WATER> INITIAL: 'if None AFTER 24 HOURS: ~ _______ _ DATE: 10/18111 DEPTH TO CAVING: L 10 o 5 10 15 20 25 30 35 Ci ...... III"'"' 1\ a Description Clay, sandy, stiff to very stiff, moist, brown (CL) Sand, silty, dense, moist, brown (SM) Possible shale at 19 feel Bottom of boring when terminated: 20 ft. u E c. i" l'J ~".~ .~::~.~.; CT 17112 CT 21f12 CT ,:. .; ·.~t ..:.,.'C . , ,---~ ".' ...... CT Notes This information ertains onl to this borin and should not be inter reted as bein indicitive of the site. APPENDIX B LABORATORY TESTING Geotechnical Engineering Report Clough Metering Station _ Garfield County, Colorado December 12, 2011 _ Terracon Project No. AD115021 Laboratory Testing ~'I I GEOTECHNICAL ENGINEERING GROUP A lrerracon COMPANY Soil samples were tested in the laboratory to measure their dry unit weight and natural water content, Atterberg limits, gradation, swell/consolidation characteristics and direct sear strength characteristics. The test results are included in Appendix B below. Descriptive classifications of the soils indicated on the exploratory test boring logs are in accordance with the enclosed General Notes and the Unified Soil Classification System. Also shown are estimated Unified Soil Classification Symbols. A brief description of this classification system is attached to this report. All classification was by visual manual procedures. Selected samples were further classified using the results of Atterberg limit testing. Reliable _ Responsive _ Convenient _ Innovative Figure 6-1 ~'l GEOTECHNICAL E N G INEERING GROUP A lrerracon COMPANY Job No. AD115021 TABLE B-1 SUMMARY OF LABORATORY TEST RESULTS Hole Depth Natural Dry Atterberg limits Swell I Consolidation Direct Shear Passing Water Soil Type (feet) Moisture Density No. 200 Soluble (%) (pel) Liquid Plasticity Swell Confining Estimated Internal Cohesion Sieve Sulfates limit Index ('!o ) Pressure Swell Angle of (psf) (%) (ppm) ('!o) ('!o) (pst ) Pressure Friction (pst) (Degrees) TH-1 o to 4 9.2 --24 10 ----------44 150 Sand, clayey (SC) TH-1 § 4.6 109 -----0.7 500 NA --------Sand, clayey (SC) TH-2 ~ 10.1 124 ----0.0 250 NA --------Clay, sandy (Cl) TH-2 9 14.5 108 ----------18 550 ----Clay, sandy (Cl) . . . Page 1 of 1 CONSOLIDATION TEST REPORT -1 0 WATER ADDED I 1 ....... r--... r-.... r--. r-... 2 " "-3 " c "-i"I 'n; t'. -~ (j) -c 4 ~ Q) ~ Q) D-~ 5 1"-6 7 8 9 100 200 500 1000 2000 Applied Pressure -pst Natural Dry Dens. LL PI Sp. Overburden Pc Cc Cr Swell Press. Clpse. eo Sat. Moist. (pet) Gr. (pst) (pst) (pst) % 23.5 % 4.6% 108.9 2.65 1248 0.09 0.7 0.519 MATERIAL DESCRIPTION USCS AASHTO Project No. AD115021 Client: Williams Remarks: Project: Clough Metering Station Source: TH-I Elev.lDepth: 9 Terracon, Inc. Montrose, Colorado Figure 8-2 CONSOLIDATION TEST REPORT -1 0 1 r-r-:-2 3 c .~ ii5 "E 4 <ll t' <ll CL 5 6 7 8 9 100 200 500 1000 2000 Applied Pressure -pst Natural Dry Dens. Sp. Overburden Pc Cc Cr Swell Press. Swell LL PI eo Sat. Moist. (pel) Gr. (psI) (psI) (psI) % 79.4% 10.1 % 123.7 2.65 731 0.02 0.337 MATERIAL DESCRIPTION USCS AASHTO Project No. ADI15021 Client: Williams Remarks: Project: Clough Metering Station Source: TH-2 Elev.lDepth: 4 Terracon, Inc. Montrose, Colorado Figure 8-3 -0.03 15 Results 3 C, psi 3.90 -0.02 2 $, deg 17.5 Tan 0.32 .£ 1 c -0.01 10 a 'in ~ Dilation "-E .;; <n .E 0 ~ Q) U) 0 ro Con.ol 'iii () LL t 0.01 5 Q) > 0.02 0.03 0 0 3.5 7 10.5 14 0 5 10 15 Strain, % Normal Stress, psi 30 Sample No. 1 2 3 Water Content, % 14.5 14.5 14.5 25 Dry Density, pel 10S.1 10S.1 10S.1 ro :g Saturation, % 72.7 72.7 72.7 Void Ratio 0.5305 0.5305 0.5305 'in 20 "-~ Diameter, in . 1.93 1.93 1.93 .;; <n Heiaht. in. 3.9S 3.9S 3.9S ~ 15 Water Content, % IS.4 IS.4 IS.4 ro Dry Density, pel 10S.I 10S.1 10S.1 Q) .t:: 3 1;) (/) 10 fQ-) Saturation, % 92.0 92.0 92_0 ;;: Void Ratio 0.5305 0.5305 0.5305 Diameter, in. 1.93 1.93 1.93 5 I Heiaht. in. U8 3.9S 3.9S Normal Stress, psi 10.40 6.90 3.50 0 Fail. Stress, psi 7.09 6.27 4.91 0 5 10 15 20 Strain, % 4.1 1.6 2.1 Strain, % Ult. Stress, psi Strain, % Strain rate, in.lmin. 0.63 0.63 0.63 Sample Type: Client: Williams Description: Project: Clough Metering Station Assumed Specific Gravity= 2.65 Source of Sample: TH-2 Depth: 9 Remarks: Proj, No.: ADI15021 Date ~ -,. ~: 10l1SI11 DIRECT SHEAR TEST REPORT Terracon, Inc. Figure B-4 C('ln,~,-ln Tested By: '-'M"'F_ ________ Checked By: .R." -A'------________ APPENDIX C SUPPORTING DOCUMENTS GENERAL NOTES DRILLING & SAMPLING SYMBOLS: SS: Split Spoon -1_'/8' I.D., 2" O.D., unless otherwise noted ST: Thin-Walled Tube -2" O.D., 3" O.D., unless otherwise noted RS: Ring Sampler -2.42" I.D., 3" O.D., unless otherwise noted DB: Diamond Bit Coring -4", N, B BS: Bulk Sample or Auger Sample HS: PA: HA: RB: WB Hollow Stem Auger Power Auger (Solid Stem) Hand Auger Rock Bit Wash Boring or Mud Rotary The number of blows required to advance a standard 2-inch O.D. split-spoon sampler (SS) the last 12 inches of the total 18-inch penetration with a 140-pound hammer falling 30 inches is considered the "Standard Penetration" or "N-value". WATER LEVEL MEASUREMENT SYMBOLS: WL: Water Level WS: WCI: DCI: Wet Cave in Dry Cave in WD: AB: While Sampling While Drilling After Boring BCR: ACR: N/E: Before Casing Removal After Casing Removal Not Encountered Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other times and other locations across the site could vary. In pervious soils, the indicated levels may refiect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations. DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency. CONSISTENCY OF FINE·GRAINED SOILS Unconfined Standard Penetration ComQressive or N·value !SS} Consistenc~ Strength, Qu, [!sf Blows/Fl. < 500 0-1 Very Soft 500 -1 ,000 2-4 Soft 1,000 -2,000 4-8 Medium Stiff 2,000 -4,000 8-15 Stiff 4,000 -8,000 15-30 Very Stiff 8,000+ > 30 Hard RELATIVE PROPORTIONS OF SAND AND GRAVEL Descriptive Term!s} of other constituents Trace With Modifier Percent of Dry Weight <15 15-29 ~30 RELATIVE PROPORTIONS OF FINES Descriptive Term(s} of other constituents Trace With Modifier Percent of Dry Weight <5 5-12 > 12 RELATIVE DENSITY OF COARSE·GRAINED SOILS Standard Penetration or N·value (SS) Blows/Fl. 0-3 4-9 10-29 30-50 > 50 Relative Densitv Very Loose Loose Medium Dense Dense Very Dense GRAIN SIZE TERMINOLOGY Major Component of Sam[!le Boulders Cobbles Gravel Sand Silt or Clay Particle Size Over 12 in. (300mm) 12 in. to 3 in. (300mm to 75mm) 3 in. to #4 sieve (75mm to 4.75mm) #4 to #200 sieve (4.75 to 0.075mm) Passing #200 Sieve (0.075mm) PLASTICITY DESCRIPTION Term Plastici!l1 Index Non·plastic 0 Low 1-10 Medium 11-30 High > 30 Exhibit C-1 UNIFIED SOIL CLASSIFICATION SYSTEM Soil Classification Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Group: Symbol I Group Names Gravels: i Clean Gravels: Cu>4and 1 <Cc<3 E GW Well-graded gravel F More than 50% of ! Less than 5% fines C Cu < 4 and/or 1 > Cc > 3 E GP Poorly graded gravel F coarse : Gravels with Fines: Fines classify as ML or MH GM Silly gravel F,G, H Coarse Grained Soils: fraction retained on : More than 12% fines C Clayey gravel F,G,H No.4 sieve Fines classify as CL or CH GC More than 50% retained on No. 200 sieve Sands: ' Clean Sands: Cu 2': 6 and 1 ::;; Cc ::;; 3 E SW Well-graded sand I 50% or more of coarse i Less than 5% fines D Cu < 6 and/or 1 > Cc > 3 E SP Poorly graded sand I fraction passes Sands with Fines: Fines classify as ML or MH SM Silty sand G,H,I NO.4 sieve More than 12% fines D Fines Classify as CL or CH SC Clayey sand G.H.I PI > 7 and plots on or above "A" line J CL Lean clay KL.M Silts and Clays: Inorganic: PI < 4 or plots below "A" line J ML Silt K.LM Liquid limit less than 50 , Organic: : Liquid limit -oven dried < 0.75 OL Organic clay K.L,M.N Fine-Grained Soils: i Liquid limit -not dried . Organic silt KL,M.O 50% or more passes the I PI plots on or above "A" line CH Fat clay K.L,M No. 200 sieve I Inorganic: Silts and Clays: I i PI plots below "A" line I MH Elastic Silt K,L,M Liquid limit 50 or more , i Liquid limit -oven dried Organic clay KL,M.P i Organic: I Liquid limit -not dried < 0.75 OH Organic silt K,L.M.Q Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat , A Based on the material passing the 3-in. (75-mm) sieve H If fines are organic, add ''with organic fines" to group name. S If field sample contained cobbles or boulders, or both, add "with cobbles , , If soil contains 2': 15% gravel, add "with gravel" to group name. or boulders, or both" to group name. J If Atterberg limits plot in shaded area, soil is a CL-ML, silly clay. e Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded K If soil contains 15 to 29% plus No. 200, add "with sand" or "with gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly gravel," whichever is predominant. graded gravel with silt, GP-GC poorly graded gravel with clay. L If soil contains 2': 30% plus No. 200 predominantly sand, add "sandy" D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded to group name. sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded M If soil contains 2': 30% plus No. 200, predominantly gravel, add sand with silt, SP-SC poorly graded sand with clay "gravelly" to group name. , N PI 2': 4 and plots on or above "A" line. E Cu = 0 6010 10 Cc= (0,,) o PI < 4 or plots below "A" line. 0 10 x 060 P PI plots on or above "A" line. F If soil contains 2': 15% sand, add "with sand" to group name. Q PI plots below "A" line. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. 60 , , For classification of fine-grained , , , solis and fine-grained fraction , , 50 of coarse-grained solis ~0 , ,s \) ,/' .~ \)<::-0 Equation of "A~ -line ". ,,//"I' ~ Horizontal at PI=4 to LL=25.5. X 40 then PI=0.73 (LL-2J) /·O~ W ' < 0 Equation of "U" • line , , X-0 ~ Vertical at LL=16 to PI=7, , , , Ci >-30 then PI=0.9 (LL-B) ;' , f-0 "."./' OVf= ;/Cf) 20 :5 10 ///'.. a. MH or OH 7 ---;; -~I _ MI /4 , MLorOL 0 , 0 10 16 20 30 40 50 60 70 80 90 tOO 110 LIQUID LIMIT (ll) Exhibit C-2 WEATHERING Fresh Very slight Slight Moderate Moderately severe Severe Very severe Complete GENERAL NOTES Description of Rock Properties Rock fresh, crystals bright, few joints may show slight staining. Rock rings under hammer if crystalline. Rock generally fresh, joints stained, some joints may show thin clay coatings, crystals in broken face show bright. Rock rings under hammer if crystalline. Rock generally fresh, joints stained, and discoloration extends into rock up to 1 in. Joints may contain clay. In granitoid rocks some occasional feldspar crystals are dull and discolored. Crystalline rocks ring under hammer. Significant portions of rock show discoloralion and weathering effects. In granitoid rocks, most feldspars are dull and discolored; some show clayey. Rock has dull sound under hammer and shows significant loss of strength as compared with fresh rock. All rock except quartz discolored or stained. In graniloid rocks, all feldspars dull and discolored and majority show kaolinization. Rock shows severe loss of strength and can be excavated with geologist's pick. All rock except quartz discolored or stained. Rock "fabric" clear and evident, but reduced in strength to strong soil. In granitoid rocks, all feldspars kaolinized to some extent. Some fragments of strong rock usually left. All rock except quartz discolored or stained. Rock "fabric" discernible, but mass effectively reduced to "soil" with only fragments of strong rock remaining. Rock reduced to "soil". Rock "fabric" not discernible or discernible only in small, scattered locations. Quartz may be present as dikes or stringers. HARDNESS (for engineering description of rock -not to be confused with Moh's scale for minerals) Very hard Cannot be scratched with knife or sharp pick. Breaking of hand specimens requires several hard blows of geologist's pick. Hard Moderately hard Medium Soft Can be scratched with knife or pick only with difficulty. Hard blow of hammer required to detach hand specimen. Can be scratched with knife or pick. Gouges or grooves to Y. in. deep can be excavated by hard blow of point of a geologist's pick. Hand specimens can be detached by moderate blow. Can be grooved or gouged 1/16 in. deep by firm pressure on knife or pick point. Can be excavated in small chips to pieces about 1-in. maximum size by hard blows of the point of a geologist's pick. Can be gouged or grooved readily with knife or pick point. Can be excavated in chips to pieces several inches in size by moderate blows of a pick point. Small thin pieces can be broken by finger pressure. Very soft Can be carved with knife. Can be excavated readily with point of pick. Pieces 1-in. or more in thickness can be broken with finger pressure. Can be scratched readily by fingernail. Joint, Bedding and Foliation Spacing in Rock a Spacing Joints I Bedding/Foliation Less than 2 in. Very close Very thin 2 in. -1 ft. Close Thin 1 ft. 3 ft. Moderately close Medium 3ft. -10ft. Wide Thick More than 10ft. Very wide Very thick Rock Quality Designator (RQD) Joint Openness Descriptors RQD, as a percentage Diagnostic description Openness Descriptor Exceeding 90 Excellent No Visible Separation Tight 90-75 Good Less than 1/32 in. Slightly Open 75-50 Fair 1/32 to 1/8 in. Moderately Open 50-25 Poor 1/8 to 3/8 in. Open Less than 25 Very poor 3/8 in. to 0.1 ft. Moderately Wide Greater than 0.1 ft. Wide a. Spacing refers to the distance normal to the planes, of the described feature, which are parallel to each other or nearly so. b. ROD (given as a percentage) = length of core in pieces 4 in. and longer/length of run. References: American Society of Civil Engineers. Manuals and Reports on Engineering Practice· No. 56. Subsurface Investigation for Design and Construction of Foundations of Buildings. New York: American Society of Civil Engineers, 1976. U.S. Department of the Interior, Bureau of Reclamation, Engineering Geology Field Manual. Exhibit C-3 1820 E. HIGHWAY 402 LOVELAND. CO 80537-8805 January 25, 2012 WWW.COLOPRECAST.COM Garfield County Building Department IDS Sth Street Suite 401 Glenwood Springs, CO 81601 Re: Quality Control for Precast Footers Mr. Andy Schwaller: PHONE: (970) 669-0535 FAX: (970) 669-0674 This letter is to certify that the three Colorado Precast Concrete (CPC) quality control technicians, Wade Gaking, Amalio Lozano and Alcadio Maltos follow the ACI and NPCA quality control guidelines. I am the on staff Professional Engineer and work closely with the quality control technicians to ensure the product is made to the correct specifications. I certify that the precast footers manufactured by CPC for Williams Field Services were made to the job specifications with the exception of the use of utility anchors in lieu of the rebar lift detailed on the drawing. The lifts were accepted by Boris Vilner of Samuel Engineering with my guarantee they meet Appendix D of the ACI 318-08. Please feel free to contact me with any questions. Respectfully, Kimberly Fentress, PE @Samuel Engineering, Inc. We Provide Solutions 8450 E. Crescent Pkwy, Ste 200 Greenwood Village, CO, 80111 To: Mr. Andy Schwaller Garfield County Buildings Department 108 81h Street Suite 401 Glenwood Springs, CO, 81601 January 30, 2012 Hereby I'm stating that I'm aware of the Williams Midstream Company intent to install pre-cast concrete sleepers in order to support either 8' x 16' or 8' x 10' buildings at the following existing Compressor Station (CS) sites: • Wheeler Gulch CS • Starkey Gulch CS • Jangles CS • Riley CS • Callahan CS • Hayes Gulch CS • Wasatch CS • Cottonwood CS • Anvil Point CS • Sherrard Park CS • Clough CS • Rulison CS • Una CS • Hyrup CS • Crawford Cs • Rabbit Brush CS • Webster Hill CS I have received and reviewed Geotechnical Engineering Reports for the above mentioned sites; and I do consider pre-cast concrete sleepers to be an appropriate foundation system for the referenced buildings. Hence, I approve Colorado Precast Concrete, Inc. STEM WALL drawing dated 10/21/11 Project # 11-3541 for installation at the referenced site according to subsequent SE civil/structural drawings. Boris Vilner, PE (CO) Chief Civil/Structural Engineer BVilner@Samuelengineering.com (303) 567-7628 ~;. 1.., , ~ ~'II GEOTECHNICAL ENGINEERING GROUI" March 16, 2012 Williams Midstream 1050 17th Street, suite 1800 Denver, CO 80265 Attention: Sam Herrin Subject: P: 303-260-4559 E: sam.herrin@Williams .com Foundation Construction Observation and Testing Review GC -Gas Chromatograph Building Clough Metering Station Garfield County, Colorado Terracon Job No. AD121012 As requested, the Terracon representative observed and tested site excavation subgrade, structural fill compaction, precast footing placement and backfill compaction of the GC -Gas Chromatograph Building at the Clough Compressor Station in Garfield County, Colorado on as requested, part-time basis between March 6 and 7, 2012. We reviewed our records of fill compaction in preparation of this report. In summarv, our review of this structure indicates construction in conformance with our recommendations and the structural drawing number CL-SC-001 by Samuel Engineering, Inc. dated 12-20-11 (their Job 11057-04Cl). . '. We appreciate the opportunity to provide geotechnical services. be of further service, please call. .• ,~~~":II~~ Sincerely, Terracon Consultants, Inc. John P. Withers, P .. Engineer JPW;jw/NJ (1 copy sent) Reviewed By: Norman Johnston, Engineer Geotechnical, Environmental and Materials Testing Consultants Grand Junction -Montrose -Moab -Crested Butte -Rifle (970) 245-4078 • fax (970) 245-7115 • geotechnicalgroup.com 2308 Interstate Avenue, Grand Junction, Colorado 81505 I nspection Report Page I of I ~3 7 COLORADO STATE ELECTRICAL BOARD INSPECTION REPORT I CORRECTION NOTICE Date Received: 27 -JUN-12 Permit Number: 720640 Contractor/HomeOwner: ELKHORN CONSTRUCTION, INC. Address: Clough Type of Inspection: Action: Partial Rough In Accepted Comments or Corrections: 1) Meter release ok 2) GC/pwr combo bldg. electrically ok to occupy Inspectors Name: Norman Feck Phone Number: 877-320-9150 Date: 28-JUN-12 COLORADO STATE ELECTRICAL BOARD DEPARTMENT OF REGULATORY AGENCIES 1580 Logan SI. Suite 550 Denver, Colorado 80203-1941 Phone: (303) 894-2985 https://www.dora.state.co.lIs/pls/real/Ep_Web Inspection_aU I.Process _ Page 7/9/2012 Permit Card POST ON SITE Garfield County Permit NO. BLCO-3-12-2387 Building and Planning Department 108 8th Street, Suite 401 Glenwood Springs, CO 81601 Phone: (970)945-8212 Fax: (970)384-3470 Issue Date: 3/13/2012 AGREEMENT Permit Type: Commercial Building Work Classification: New Expires: 09/09/2012 In consideration of the issuance of the permit, the applicant hereby agrees to comply with all laws and regulations related to the zoning, location; construction and erection of the proposed structured 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 department and IMMEDIATELV BECOME NULL AND VOID. Commercial Building Owner's Name: Clough Sheep Company, LLC Job Address: 22539 HWY 6 and 24 RIFLE, CO 81650-Parcel #:217521100022 Owner's Phone: 970-618-7631 Total Square Feet: 128 Contractor(s) Phone Primary Contractor Work Description: Williams Field Services Company, LLC (303)629·8417 Ves Inspection Scheduling Code Insoection IVR Comments Pass Date FIRE DISTRICT INSPECTIONS (PLEASE CALL FIRE DISTRICT) Footers 105 Foundation Walls 110 Framing 115 Drywall 120 Final 125 Ole. ~<... 7-/3'-/:;' Mise 135 Insulation 160 Grout 175 Mechanical 405 UG Plumbing 605 Rough Plumbing 610 Gas 620 ADDITIONAL INSPECTIONS MAY BE REQUIRED POST THIS IN CONSPICUOUS PLACE WHEN CONSTRUCTION IS STARTED For Inspections Call: 1-888-868-5306 Structural Analysis & Design Ho-Ad 4057 Camelot Circle Longmont, CO. 80504 Davis & Davis Williams Bargath LLC 8' x 16' Dual Room Chromatograph Building Parachute, CO August 9, 2011 Prepared By: Kim Gazdik, E.I. Behrent Engineering Company 114551-70 North Frontage Road Wheat Ridge, CO 80033 303.940.6868 (P) 303.940.0041 (F) Behrent Engineering Job # 11205 Reviewed By: Pete Sopher, P.E. 8/9/11 Structural Analysis & Design Ho-Ad 4057 Camelot Circle Longmont, CO. 80504 Davis & Davis Williams Bargath LLC 8' x 16' Dual Room Chromatograph Building Parachute, CO August 9, 2011 Prepared By: Kim Gazdik, E.!. Behrent Engineering Company 11455 J-70 North Frontage Road Wheat Ridge, CO 80033 303.940.6868 (P) 303.940.0041 (F) Behrent Engineering Job # 11205 Reviewed By: Pete Sopher, P.E. 8/9111 Overview Objective: Perfonn a structural analysis and design to detennine the structural members required for the 8'xI6" building. The building will be designed for two conditions: hoisted and foundation supported. When hoisted, the building shall be empty with no snow present on the roof. For design, an additional 20 PSF miscellaneous load will be added to the floor in addition to the self weight of the stntcture, to be conservative. The fOllndation supported condition will be designed for snow, wind, seismic, floor live, and roof live loads. See below for detailed loading for each condition. Data: Location -Parachute, CO 1. Roof: a. Dead Load = 5 psf + structural element self weight b. Snow Load = 65 psf(Per Ho-Ad) c. Live = 20 psf d. Wind Load = 23 psf llplif1 (V=lOOmph, exp C, 1=1.0) 2. Lateral Loads: a. Wind = 19 psf b. Seismic = 0.07*DL (Sus = 0.206, Sdl = 0.047, Site Class B, R = 3, I = I) 3. Floor: a. Dead Load = Selfwcight of steel plate and C6 members b. Live Load = 85 psf 4. At Hoist: (Lifting building ont%ff oftranspOli truck) a. Selfweight of structure b. 85 psf equipment on floor References: 1. AISC 13th Edition 2. ASCE 7 -05 Computer Programs: RAM Elements V8i, Release 12.0.0 (build J 8) Conclusion: All stmctural elements are adequate in strength and deflection. Refer to drawings for member sizes, OIienl~lion and dimensions. Owner shall provide anchorage to foundation at 4 comers of building with a capacity of 420lbs tension and 7301bs shear per anchor. A 6" minimum slab foundation is suggested. ~ n ~~ n i I.e-;: ~J Behrent Engineering Current Date: 8/9/2011 10:32 AM Units syste.f11: English File name: P:12011-BEC0I11205-HOAD 8 x 16 Chromatograph Bldg Davis & DavislCaicuiationsl8x16 Dual Chrom -Overturning.eizl dro!) lood "; self we I~ht \\Vt load ~ 56 pst \we roof loo(\' ao pst SnDW \cod: (05 ps~ y A wll'ld \ood' aa j)s-t ~ a3p~t l' se\ ~\'Y1\(\ \QCid : 170 self welBht c.c j 1---'6'-"'-------1 C--IO'_7~' I C7"5'-5~~--------I-,-,------1~-ill '~II--!-.-l~,-,-'= -=-=--=-jTj':::::------l'-l-I---~:~.:.=:.:I.:.::.:.':-~~:-:' ~ \ \ I j •.-••••. -:. • .~{. '~:~:. : ::~: (j) =-~ _<,'.\ ,~.6 ;,,. .';" .. , ',I :~,'®, "'" "'" 16'-1~ WNi! I ,~ r __ ZZ LtL::":7:r-~-"":',i, &TI ".I,," __ r--'~"---' t--~'j--~ ! ,.;"--1 _.. ,-~. ;;~~~'l-I' l; I' . I·t-lr-T' .. ~-TYp-i::::: J ~K\d lYOJ\1111{1 Kej Plan -GROUNDING LUG DETAIL 8'-~, ~ HO-AD 4057 CANELOT CIR I.ONGLIONT, CO 60504 www.hoadlnc.com t. _UlO: ,nW'I~"'I:1 2.. tIIawlAlllI: I'"" 1. •• --.-.-.~-.•• ,., L L DAVIS & DAVIS WILLIAMS BARGATH LLC 8' X 1.6' DUAL ROOM CHROMATOGRAPH BUILOING SKID STRUCTURAL ,(). , --___ \b_tii,,"o(l v .". --I -",)'----t---"" ---:1 '-' 0 I '" " ---'-"'0 II , , " -I -II I n _ --L ,~_~_.! ! tD " ----'.~+-'.-r-'-"--D" -----" --il ?> ~-~~ .. ---, 2'-10' ""oj-" 1Oi"-" ---,..--'0 .,.: , ,j-t--. 1'1-1 a' n _ I' a' " -(j) ID (!) 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III',. .. 11II1IIIIIU I'IIIftMI 1 Ii1 ': ! ___ '" ""'---=0; I ':".;" 0 (j) ,'.,-II. 1'r17'O"1IDLICI.a(GIIPftlI_'UIC. ... teMeunu.&M"(It"_, ~ ....... ' .... ,r IIII'ID --..1 .. ..... 'I"':r'r I mnlIIJlnUUlll .. UIIo_ I: I"~ (~~:"-~;I II (j)~-':1. Z II. II' ~ ... nru ...,.PlnlUbIl WII.U II. lln"_C'IIIIItN 111:: !~~;;~~.;;:.~! I" _ • ...,CUIIlRC&_101 IS. ....... COIIl:N .. UI:.2IO •• U· ~!I' F ='--'1 ,I' r.> I', 'il :=---III <I.~f"'I=----··--·-·· ___ ·',.!l;. Gl uuJ.TIII ..... /U'Unc ... DMDER WAll...) (nDn-s-wcvoJ.) ~ ICUSTUMER DAVIS & DAVIS WILLIAMS BARGATH LLC HO-AD ITTTl-E SIGNATURE/DATE REVISION/DATE DESCRIPTION OF REVISION 8' X 16' DUAL ROOM CHROMATOGRAPH BUILDING "'"", 'Nb, I REV 0, 61J3111 ISSUE FOR FABRICATION WAll STRUCTURAL 0_'_ «157 CAUElOT CIR ISl2E .u "X1J-lONCWONT, co S050< /,WGNO O~Sr:,~llOU rr: \II'WW.hoadlnc.com I fj50ADua&~2 I''''''''" NU, \""U' . I~A 1 blSHEeT 52 ..J::: 1-c.:::-.....:.. r = ,----7'-4"--------j 3'-71" 4 [j CD <!5 G:: SEcnON E-E DIVIDER WAll '----r 3'-71 .. 4 ~I [j 8 4'-1 " nDD -3iYvMlro. \ Trr\"eywr-Wo.\\ ~ HO-AD <4057 CAMElOT ClR LONG ... ONT. CO 805004-WWW.hDcdinc.com DAVIS & DAVIS WILLIAMS BARGATH LLC B' X 16' DUAL ROOM CHROMATOGRAPH BUILDING DIVIDER WALL STRUCTURAL 0\ ~-16'---------------1 F, --------~~-.----I )" -T--r"" 1"-171, , til CD 'TU (i) O,l I 1. -'c::---I j C!) (i) I i I I -(]) CD (i) FI 1 ~l"J L-l 1.. 2 2 "" r-.1 .<"LAn_ CD (]) tv (]) CD -~ (i) (i) (i) \ I .J ~ Ib (]) fD (]) 'l ~ C!) I I ill Jil 0 0 ; . _ill. j'_ ~l-; r--2'-1ol"--1-" 2'-1°2" 2'-10"-3'-4" 3'-4;!" I "n ! ["-{7i." , _ ----.....:::::f' I 8' I RODf END UIEW Ro()f ttQ\"(\\1\ 5 \( e\f ~\OJ'\ , <I , G: ~ HO-AD 4057 CAJr,laoT ClR lONGMONT. CO 80504 www.hoodinc.com ,,, • L •,. L DAVIS & DAVIS WILLIAMS BARGATH LLC S' X :16' DUAL ROOM CHROMATOGRAPH BUILDING ROOF STRUCTURAL S' un ~ .;; 0 c:i 0 10 null c:i d 0 0 10 ~H~ I~ o_co'OIS 90°9 0 i. 'U1i&iII~ ~ i~~~~ ,• c:i • ~"'8e ... 01 ~~B~E !., ~qqq9 g~ I < ~ I, ~8, ... ~lil g~:q~2 o~. pgg~ 15 90190 .~ ~OO~"' fE0~9~<d?d ¢~ g 1~8:im!~ --•• un ~ ooce ~ ~~~~ 99 00 BEHRENT ENGINEERING COMPANY • CALCULATION SHEET Customer -,-\1.u.o~-Mc..:u... ______ -,---__ Project B')%' Dm' Lyuom ~ Do.Vi~ 2t Davi"l Subject Latera' 81'10.\\\51 ~ By \<.0 'N, nO AnoJI! §i) Loco:\\(J\1: 'Po.racnl>te, CO ~, IDOm~h £~~sure ~ J::\.O \1~:: loft ~ \o\Y': 10" ('cCe: AsCE i-Oo h1et\1od I Simp Il:ned ProceedvY'f p~ = AK~tl PS3Q ~ ~ I, a \ kH' I,D I: \,0 P:>30· \'1,q ps t hOflto"'lto.\ \q d ~sf ~erllCO-\ ?5 ~ oh~ ps f h Oil tonto.\ Q~ pSf Ye.rt\cu.\ Job No. \ldco Date ~h~fll Page 5 Checked By P5 &/9(11 BEHRENT ENGINEERING COMPANY • CALCULATION SHEET CUstomer ---'-"r1o<-.-....,M"'--_________ _ Project _.J,.BL!''1 .,,-"11. .o... .'_ O'-"lU"O'o) MI ---,C.uhlll1m41-l-'-"D\..Lla",-,v,-"'IS,,,-.CL~. j.)"" a.",,11i ~s-Subject_-=l=o:-">te"",m:""\--L.!B,,-,,OO""\-'I-'~S-'-'-\.L5 ____ _ By _ -"K..,.,<::! _________ _ Loco."\\on ~ \bro.C\1\)i~, CO Ui\ ,Lj8 N I 101), lOW) 1:: \ ,0 ?,o 0,0 'S,\"t~ C\05~ I::> ~D~: O,(j11P ~tl\ 0 0,041 De~i~Y\ Co.1'e~oy-~ & Code. 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S.... . ....6.... ../...L 9 "",(I.L..\ _ Project Name = Ho-Ad: 8' ~ \101 Conterminous 48 States 2005 ASCE 7 Standard Latitude = 39.48 Longitude = -108.1 DUIhl tl1\1)ty\ -Do.\lif) f1Do..W, (fbro.C\'IlJ\Q.\ CO) Spectral Response Accelerations Ss and S1 Ss and 81 :: Mapped Spectral Acceleration Values Site Class B -Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.310 (Ss, Site Class B) 1.0 0.070 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 39.48 Longitude = -108.1 Spectral Response Accelerations 8Ms and SM1 SMs = Fax Ss and 8M1 = Fv x 81 Site Class B -Fa = 1.0 ,Fv = 1.0 Period Sa (sec) (g) 0.2 0.310 (8Ms, Site Class B) 1.0 0.070 (SM1, Site Class B) Conterminous 48 States 2005 A8CE 7 Standard Latitude:: 39.48 Longitude:: -108.1 Design Spectral Response Accelerations 80s and SD1 SDs = 2/3 x 8Ms and SD1 :: 213 x SM1 Site Class B -Fa:: 1.0 ,Fv:: 1.0 t.. Pi!.\," CI-\\j of tbrOchote Period Sa (sec) (g) } 0.2 0.206 (SOs, Site Class B) D.e:)\o.l'\ -~o. lues 1.0 0.047 (801, Site Class B) J BEHRENT ENGINEERING COMPANY • CALCULATION SHEET Customer \"\n-AO Project 6')( 1(0' 000\ Chnm-Do,vi&it DaviS Subject O"ex11. m'Y'l9 By Kb O'Jex]xt'lln~ Ano..\\l5\~; *" CDnhn\\\\'1q Load Case; O,\oOL -t \,OWL ";i lo" mll1 ~a.b on ~rode-a.5~lltred Job No. II aOs Date g IQ Il\ Page 1\ Checked By Ps g/q/l\ * OWrIT -m ?~"\deo.nthcra,£\e W :)\a.b whlcn co..o resist 1'~()lb 111 ~\-ea.r ond~ yaD% trI 1mf)IQn ~\\Y\\)\tJneOJs\~ "t.-~e~ ~ 'J la L1' WL'" d.qLjI<. i ," Dl= bl6' (q'}(\T'~O,\5\<ct' IIH51£. q'_\t\1 I . I D~enu\'r\\115 111()rr'OO\"':< ~,qqk(4d5')+0l/8~1:(51)J 1.0: Q)=t'~0~-ft Res\stl1<] tl101W"lt {f,Qa\{(~,5') ~ 1\'4B"'(LI,5ITI~.~ = OQ.t{qK-ft-• c:l • ~ BentLey-Behren! 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OO~ , ... ~c ~" '" ~rr. .. 01»> HhHIlliNT hNGINEERING COMPANY • CALCULATION SHEET Customer -'\\cuO-l--L-'A""'c\ _________ _ Project B'" liD' DO(1\ Cbl1)n1 -Do.II\s it DOlfi" Subject Mise, By 1<0 '«0.\\ ?OX\e\ C'le~\~n Q &~ 5'" PI)R, 'lnM S?Ol"I: 4 '. 0 " d ~?o.n COnamol"'l \YI ox \1)O.<i' Q)~ ~~it (w \ \'\ d 1 mOJ( Q.\\olJJO.b\~ ; U>Q,4p::.f ~ Cl;}p::,f -t. ~~e p~ a~ Root ?o.re\ De::,·\~n ~ d(o~o. ffi~ l'YIal( S\XlJ1 ~ a '-0" a ~\J6.'" ceno It I 0\'\ \"Y\o.x load; lo6PS1 (~Y'low) mo.\( a\\OLQo.b\~ ~ '}\\lo,~pst ., (g6?S~ 't.. ~£e P3 82> floor ?\ajg \Jei)\~'y' ~ 114" steel IYIO. X. ~ -:. :S -lli " mv.:x 1000 = 86~t (\W~) mo.Il, o..\\Ou:lo.\:I\e: IDCI,I?~"t ., B5?~t k.. ~H \=15 &~ Job No. \ 10l()5 Date '6/q /1\ Page JJ Checked By Ps 't./q 11\ 0'0 8£0 90. P~R OK 26 GAUGE "PBR" PANEL INFORMATION "PBR" PANEL I: 12" /1"/'!iJ 1'1"..'1 36" ~. 4",[:] 113/a"l SECTION PROPERTIES PANEL F, WEIGHT TOP FLAT IN COMPRESSION BOnOM FLAT IN COMPRESSION GAUGE (KSI) (PSF) Ix Sx M, Ix Sx M, (In. '1ft.) (In.'Ift.) (In. Kip) (In.'/fL) nn.'/fL) (In. IQp) 26 80.0 0.94 0.0423 0.Q388 1.3926 0.0390 0.0437 1.56ge NOTES 1. At! calculations for the properties of panels are calculaled in accordance with the 1986 edition of Specifications for the Desjgn of Ugh! Gauge Cpld Fanned Steel Sln,crura! Members -m'h!jshed by !he American Iron and Steel In,lIIulu. (A.I.S.I.) 2. I. Is for denecllon determination. 3, S. is far bendlno_ 4. M; is allowable bending moment. 5. All values are for one foot of panel width. ALLOWABLE UNIFORM liVE LOADS IN POUNDS PER SQUARE FOOT SPAN LOAD 26 GAUGE (Fy = 80 KSI) lYPE lYPE SPAN IN FEET 3:0 4.0 5.0 6.0 7.0 SIMPLE NEGATIVE WIND LOAD 155.0 87.2 55.8 38.8 28.5 LIVE LOAD/DEFLECTION 102.7 43.3 22.2 12.8 8.1 2-SPAN NEGATIVE WIND LOAD 137.6 77.4 49.5 34.4 25.3 LIVE LOAD/DEFLECTION 116.3 65.4 41.9 28.5 18.0 3-SPAN NEGATIVE WIND LOAD 172.0 96.7 61.9 43.0 31.6 LIVE LOADIDEFLECTION 145.4 75.4 38.6 22.3 14.1 4-SPAN NEGATIVE WIND LOAD 160.6 90.3 57.8 40.1 29.5 OR MORE LIVE LOAD/DEFLECTION 135.7 76.3 41.0 23.7 14.9 NOTES 1. Allowable loads are based on unifonn span lengths and Fy or80 KSI for 26 gauge. 2. lL Is allowable live load. 3. WL is allowable wind load and has been Increased by 33.333%. 8.0 21.8 5.4 19.3 12.0 24.2 9.4 22.6 10.0 4. Deflection loads arB limited by a maximum deflection ratio of U240 of span or maximum bending stress to live PAGE 26GA-4 load. 5. Weight of the panels has not been deducted from allowable leads. 6, Load table values do not address web crippling requlremenls or connection of panel to substrate. 7. Minimum bearing length of 1.5" required. SUBJECT TO CHANGE WITHOUT NOnCE EFFECTIVE DATE AUGUST 2, 2004 : .'.~. .. FLOOR PLATE BENDING CAPACITY Pourids per Sq~ Ft . 1~9 .203 .265 .33> .414 .598 .700 2 ·145 .810 above and to the right of the heavy black nnes will cause denecllons of.more.Jhan 1/164 of the IIpim. the actual deflections for the loads given abovs, divide th$ coefficient of deHectJon for the span by the of the plate 11'1 Inches. 9:r ;~~~~:~/I~~~~~Jca;r;ubsye dth bey a lcoteuadls loleadu a(nhda nd Mshdoew bny .athbeo vloua, dri gmiv efinnd a bthoev ed. eFfloerc stioafne tcya, ulosaedds bgyr ethaele lrothaadns table should nol be used. are based on an extreme fiber slress 0116 ksl and ~lr:r!Ple span beodlng_ Af.l£RlCAN INn'J1lfre OF S'fttL CONSTRUCTION J I" • : \ ~ p.-, ~ .... f ! ~".' E _ b,),!;':-:, I f !.,~/~~ 8ehrent Engineering Current Date: 81912011 12:40 PM Units systeln: English File name: P:12011-BEC0I11205 -HOAD 8 x 16 Chromatograph Bldg Davis & Davis\Calculalions\8x16 Dual Chrom -Hoisled.elz\ * dO ps.t I'Y\\~C. 100. Q?p\\ed to floor ~ bl)l \dww, -tn bt ernp1-j LO 1m no .snoLO r l'e0en~ on roof CIt tirr-'( of lift hOIst \ oca.-hon:) y A ~ .·;>,~en· :, .. <t-j Behrent Engineering Curr.ntDale: 819/201112:41 PM Unlls syslem: English File name: P:\2011-BECOI 11205 -HOAO 8 x 16 Chromalograph Bldg Davis & DavlslCalculalions\8x16 Dual Chrom -Hoisted.elzl Report: Summary -Group by description Load conditions 10 be Included In design; D1=DL D2=DL+LL D3=DL +0. 75LL Description Section -----------------BM1 W6X20 BM2 BM3 BM4 Column a/sIBo)( 2x4xl4ga Heade, J.Ql§! long Eave Ridge MI2Xl1.B Roof B[ace alslBox 2x4xl4ga ShOD Eave Wall Brace Steel Code Check ~LJmmOJ"y --------Member etrl Eq. Ratio Status Reference ----------------"------------7 D2aI0.00% 0.02 OK Eq. H1-1b 5 D2 aI50.00% 0.11 OK Eq. H1-1b 3 D2 al 60.71% 0.12 With warnings Eq. H1·1b D2 aI50.00% 0.07 01( Eq. HHb 10 D2 al 0.00% 0.49 OK C5.2.1-1 47 D2 al 100.00% 0.17 OK C5.2.1-3 57 D2 al 100.00% 0.21 OK C5.2.1-2 28 D2aI0.00% 0.24 Ol( C5.2.1-3 30 D2 aI43.75% 0.15 OK Eq. H1-1b 75 D2 al 100.00% 0.08 OK C5.2.1-2 27 D2 at 50.00% 0.10 OK C5.1.1-1 33 D2aI0.00% 0.46 OK C3.3.1-1 ---.---.------.-----2' Pagel dl.{J ~";t , ,-'. ~ 'It> , , "', ;"a~' ~ n <) ~·i Behrent Engineering CUlTont Dato: 819/2011 12:41 PM Units system: English File name: P:1201 1-BECOI1 1205 -HOAD 8 x 16 Chromatograph Bldg Davis & Davi51Caicuiationsl8x16 Dual Chrom -Hoisted_elzl Reactions Analvsis result \'1\0:,( ReQc-non? @Uftl'1S tyes >f @o ?~1 rni~t\ \oOJ;\ \\\C\\JOOJ Direc/ion of positive forces and moments Node FX Condition S2:::DL+Ll 95 -0.21133 96 -0.19755 97 0.18387 98 0.22501 SUM 0.00000 Forces [Kip1 Moments [KIQ'ftl FY FZ MX MY MZ ,,------2.46964 0_00748 0.00000 0_00000 0.00000 2.43065 0.00544 0.00000 0.00000 0.00000 2.41624 -0.00337 0.00000 0.00000 0.00000 2.49222 -0.00955 0.00000 0.00000 0.00000 -~------------'----'---'----------9.80875 0.00000 0.00000 0.00000 0.00000 v:-Im\Xl-c1 fuctor at Sui'ehj (laO) ~ ~,t51' J :S~~ 14'< Pagel BEHRENT ENGINEERING COMPANY • CALCULATION SHEET Customer --.l!1.uQ...l...L" M-'V--~--------Project S'X llol \Jllo.\ Cbmm ~ DClviS ~ Do.vi~ Subject \'fu\SI By Kb L\xnn~ e.V Dl's.\~o ~ \" +hie'" SIee \ ~\a.te \tno..'1( ~ 1.\1<. W" i 11) ~ It) "w m ~ LI" " ! a , j I , i 3/& Cb ec\<. steor: F\J' 0,1.\ (,)\0\(51) ; 11\,4'/(si ~ • \,loa6" "\" .. \,(oaelln" Co..PO-t\"f~ • \.tca5m..1 (14,4 k~)' 0l~,,,\1<" iY!l,4" ) 4,()l<. \ '. OK m ~\?eo.r Job No. \ \ a Q5 Date B I q /II Page a3 Checked By ?S 3/qlll eXWG\< w ~ \d ~ .31 '0" {\ II (t C(Wo.c.\"t~ =O,QdB (!o)(5)~ ;H8ljl: 01,'O4 1( '7 Li,O\( ~BENTLEY Curronl Dale: 4/101200710:02 AM UnIts syslem: English FIle name: C:lProgram FlleslRAM\RAM Advans.IDalaICemexIAn.1 ModelslC·IO To C-II TransferTower.adv Seclion information Section name: alsiBox 4x2x14ga DImensions: Za b r I = = = = Properties: Area 133 122 123 Ang 3'103 133' 122' !max 1 min DI.llo cg 3: DI.l.locg2: J Tor )(sc' Ysc' Cw rO J 33' J22' S 33 S22 S 33' 822' Z33 Z22 Z33' Z22' Fae3 Fac 2 Max! Min 3 Max 2 Min 2 Max 3' Min 3' Max 2' MlnZ' 4.qOO [In) 2.000 [In) 0.000 [In) 0.070 Vn] 8.040E'()1 5.BQ3E'()1 1.6BBE+OO 3,469E·18 0.000 5.B03E·Ot 1.68SE+OO 1.6B6E+OO 5.603E'()1 0.000 0.000 1.374E+00 0.000 0.000 1.145E·Ol 1.67ll 0.000 0.000 5.803E.()j BA32E·Ol 5.B03E'()1 B.432E·Ol 6A50E·Ol 1.039E+OO 5A50E·Ol 1.039E+OO. 1.200 1.200 2.000 ·2.000 1.000 ·1.000 2.000. ·2.000 1.000 ·1.000 Wldlh Deplh ~$·~t·)c 12.:)( +'I i) Ii' i~ I nslde bend radius Thickness Un2] "n4] Iln4] [ln4J ['J pn4J pn4J Vn4J Iln4J pnJ pn) Iln4J On] [In) IlnB] IlnJ VnJ [inJ Vn3) Vn3J Vn3J [ln3J [In3) [103) [ln3J fln3) [In) [In) [lnJ flnf [In) [In) lin) fin) Gross area of the secUon. Moment ollnerlla ilbout local axis 3. Moment of Inertia about local axis 2. ProduCI of Inerlla. Angle 10 the principal axis. Moment of Inertia aboul prtncipal axis 3. Momenl of Inertia aboul prfncipal axis 2. Maximum momentoflnerlla. Mfnlmum moment or Ine$. Olslaru:e from the geomefr1c cenler 10 the gravity CBnler of (he section In the axIs 3 dfrecUon. Distance from th~ ge.ometric center to Ihe gravity center of Ille section in the axis 2 direction. Salnl·Venanl torsion conStant DIstance from the c.g. to the shear cenlBr\vlth referen.ce to_tile principal axis 3. Distance from the c.g.lo the shearcenler with reference 10 the principal aXIs 2. Warping conslanl Polar radIus of gyraUon. Prop'erty 10 consider 1o",lonal -Pexural !luckllng aboul principal alds 3. Property 10 consider IOrslonal-Pexural buckling aboul prmcipal axis 2. Sectfon modulus aboullotal axla 3.t y) Secuon modulus eboullocal axis 2~t. Xl SeeUon modulus about principal axis 3. 5ecllon modulus aboul principal axis 2. Pla.UcsecUon modulus aboullocal axis 3. Plasijc .ecUon modulus aboullocal axis 2. PlasUc secUon modulus .boul prlnclpal.XIs 3. PlasUc section modulus about prfnclpal axis 2. Shear factor in axis 3 direcUon. Shear faclor In axis 2 dlreeUon. Coordlnala of lhe farlhast peslUvo extremity of Ihe socllon In refalion 10 10",,1 axis 3. Coordinale of the farthest negative axlremlly or the secHan In relaUo" 10 local axis 3. Coordlnale of the farthasl p05lUve exlramily of lhe.ecUon In .. laUon 10 10c.1 axis 2. Coordlnale of the farthest negalive extremlLy of lhe seeUon In relaUon 10 local axis 2. Coordinale of the farthest ppSiUve extremity of Ihe seOllen In relaUon 10 principal axl. 3. Coordlnale of the f.rihesl negallve exlremliy or the secLion In relaUon 10 prinCipal a,js 3. CoordinaJe of Ihe fartheSl: posruve eKlremily of the sedlon In relaUon 10 principal axis 2. Coordinate of the farthest nega/lve exlremily of the seclion in relallon 10 prIncipal axis 2. Pagel . Xerox WorkCentre Network Scanning Confirmation Report XEROX Job Details: Job Information Device Name: COF7665 SubmissIon Dale: 10Al2i10 ~Tme: 03:37 PM Template Information Name: JH-.d.xs1 Owner. Jim Hibberd Description: File Settings Format lmage-{)n~ PDF Images Fioo: 0 By1esFioo: 0 Scan Settings Images ScaMa:l: 0 OriglnalT)1)O: MIXED OrigMSize: AUTO Alrto Exposure: OFF UgttervlJaJ1<en: 4 Con1rast: AUTO ShaJpness: 3 Sides ImagE<l: ONESIDEO Resolution: RES=x= Bits per Pixel: 24 0utpu1 CoIof: AUTO Ccropressioo Quality: 128 Ccropression: MRC...2LAYER_MULTI Copyright (c) 1993-2007 Xerox Corporation. All Rights ReseNed . Job Status: o out of 1 filed successfully. DestInaIion 1: S1atus Details: Friencly Name: Server Name: Pa1h: ProIoooi: Fling Poiky. Documen1 Name: DestInation 2: S1atus Details: Fliendly Name: SelVer Name: Pa1h: ProIoooi: Fling Poiky. Document Name: DestInation 3: Slalus Detai,r. Friendly Name: Server Name: Pa1h: ProIoooI: RingPdicy: Documen1 Name: DestInation 4: S1atus Details: Fliencly Name: SE!I)(eI' Name: Pa1h: Prutocd: Fling Pdicy: Document Name: DestInatIon 5: Slalus Details: Friendly Name: Server Name: Path: Protocol: FingPoIK;y Document Name: Destination 6: Slalus Details: Friendly Name: Server Name: Pa1h: Protocol: FiOlg Poley: DooJment Name: SIatus. .... _ ........ FAILED Job canoeIed by S)"1em. F1LOffice 1~ 168.13204:21 i<Ia1a43OIXscanJHibbe/U FTIP NEW-AUTO_GENERATE Status. .............. . Sta!us. .............. . Status. ............ .. Sta!us. ............. .. Sta!us. ............. .. COMcheck Software Version 3.8.0 Envelope Compliance Certificate 20091ECC Section 1: Project Information Project Type: New Construction Project TiUe: 8'x 16' D.R.Chromatograph Building Construction Sije: Parachute, CO Owner/Agent: Williams Bargath, LLC Parachute, CO Section 2: General Information Building Location (for weather data): ClImate Zone: Parachute, Colorado 5b ActIVIty Type(s' Inst. Building (Warehouse) FioorAreB 128 Section 3: Requirements Checklist Climate-Specific Requirements: Component Name/Description Gross Area or Perfmeter Roof 1: Other Metal Building Roof (b) 128 Exterior Wall 1: Metal Building Wall 400 Ooor 1: Insulated Metal, Swinging 21 Door 2: Insulated Metal, Swinging 21 Floor 1: Other Floor (b) 128 Designer/Contracto r: HOAD, Inc. 4057 Camelot Circle Longmon~ CO 80504 (720)-720-2000 Cavity Cont. Proposed R-Value RNalue U-Factor 0.066 21.0 0.0 0.066 0.320 0.320 0.066 (a) Budget U-factors ara used lor software baseline calculetlons ONLY, and are not code requirements. (b) 'Othe( components require supporting documentation lor proposed U-Iactors. Air Leakage, Component Certification, and Vapor Retarder Requirements: Budgat U·Factor(a) 0.055 0.069 0.700 0.700 0.033 B 1. All joints and penetrations are caulked. gasketed or covered with a moisture vapor-permeable wrapping material Installed in accordance with the manufacturer's installation instructions. ~ 2. Windows, doors, and skylights certified as meeting leakage requirements. i 3. Component R-values & U-Iactors labeled as certified, 4. No roof insulation Is Installed on a suspended ceiling wijh removable ceiling panels. 5. 'Othe( components have supporting documentation lor proposed U-Factors. 'PJ 6. Insulation instaned according to manufacturer's Instructions, in substantial contact with the surface being Insulated, and in a manner that achieves the rated R-value without compressing the insulation. tJ//tO 7. Stair, elevator shaft vents, and other outdoor air intake and exhaust openings in the building envelope are equipped with motorized dampers. ~lf¥O 8. Cargo doors and loading doc!< doors are weather sealed. , iI'D 9. Recessed lighting fixtures installed in the building envelope are Type IC rated as meeting ASTM E283, are sealed with gasket or caulk. o 10.Bunding entrance doors have a vestibule equipped with closing devices. Exceptions: Project TItle: 8'x 16' D.R.Chromatograph Building Report date: 10/03/11 Data filename: C:IDocuments and SettingslrschlittlMy DocumentsICOMcheckI55-DAD-11061(8x16 OR CHROM BLDG).cck Page 1 012 .g Building entrances with revoMng doors. )lO Doors that open directty from a space less than 3000 SQ. ft. In area. Section 4: Compliance Statement Compliance Statement: The proposed envelope design represented in this document ls consistent with the buUding plans, specifications and other calculations submitted with this perm/t application. The proposed envelope system has been designed to maet the 2009 IECC r In the Req Irements Checklist 1(?/3(;, Date Project Title: B'x 16' D.R.Chromatograph Building Report date: 10/03/11 Data mename: C:lDocuments and SetlingslrschlitllMy DocumentsICOMcheckI55-DAD-11061(Bx16 DR CHROM BLDG).cck Page 2 of 2 c-C -A·A r' :O--________ 10'-7~"----1-5'-1"---_--I., 1-. :----5'-5~"-----i" --~-666.t.a666L --I <II I I ---I <II I I I ----I <DI I I -------Q) I E·E [I -II I I (i) ."~"""~'V,,,,,,,® i...~".v,",",..",","," ,.,.., ,,, '7::1:" " ... , 2 ."'119.,,,./,,,',,.",,,,",,.,,", ',V ""vt,,'I'' "'. ,.,. ,, ","""""" ..." .," '"" ,. 'f '" ", rt ltD I I --------1-. I I I 4'-O~" I -r::-;-;, I~ ~tL ___________________W_ _~ __--_ --____________J_ _l' -4_"L~t B·B PLAN VIEW .-.-9"'---; i--7l'-~:'--l~---I l~·-:-+-II-'--+-+-3" 0~· TYP LJ f P.PPR, GU:; I UMcH GROUNDING LUG DETAIL REV~==-...jf----=D=EStc=:C;J!l1" rnmJIi=JmlISION REV 0, 6/13/11 ISSUE FOR FABRICATION -8'-1" D·D -APPROVED SUBJECf TO NOTED EXCEYnONS <\ INSPECTIONS GARFIELD COUNTY BUILDING DEPARTMENT DUe By FIELD CO'=-:p=y,..----NO INSPECfION WITHOUT THESE PLANS ON SITE page of BEHRENT ENGINEERING COMPANY 11455 ~,~~~' ~;,.FroBlage Road !~~t ~1;n1i A.A ~!,!,!3.1101 as .. 3' :: ,..,..: 1'/"\1 ~IW" \nYI" r~ \ -+_-f-__F --I 2t I IIUI<;:lnM n~ f;;( ':11 2. .. 2. ,(",MIA 21 22 i"">I A~ iPP@IA1VlPlt;.fRt--l--f---+--I 21 II"IM' 1:1 111"1'" HI r II 20 Cl iO IC('T Tn r ic n UUOO-l NOTU: 1. WIND LDAD: 100 MPH tElPOSURE 'C"J z. SHOW LOAD: 65 PSF 3~ FlCOR un. LOAD: 15 'SF _ 101-1'1-•• 4. SE1SMIC: SIJ( CLASS t,sdS. 0.20&. SOl 0::0.047 6. FLaOR INSULAnOH: R·21 UNfD WITH 20 U. El!ClRO-GAlVAHIUD SHEET 6, WAU IIIIUlAnON: R·2.1 7. ROOF lHSULAt1DN: R·21 I. INTERIOR WAll UNER: 14 01. EUCTRO.&UV.uUUD SHEET PAINTED WHITE g, UllRlDH SHEn STEfL: AMERICAN IUILDIHG COMPONENTS· "PItt-PANEL 2& G1. TAH fAmNERS: 12·14 x 1· SELF TU'IIilO HEX HUD INITH III-0.0. WASHU 812-D.C. 10. NO flU RAnNI· BUILDING MUST IE MUaMUM OF 30' fROM ANY OTHEflmU,CTURE 1-11. 3V 1 7'0" mEL DOORS EQUIPPED Ymlf PANIC HIaW .. UOOR CLOSERS, I 24-X 24-WlRI ows. 11-X12-LOUVER INnAUED IN RHft ODOR, 12-X 17-LOUVER IHSTAllEO IN LH~ POOR 12. 2 EA. 1rx 1.· fliED VENTtINSTAl1E8IN WALLS 13. lYPE OF COHSTftucnOH: V .. 14. OCCUPANCY CLASSIFICAnON: S·1 15. IUILDI'" CODE; 2006110, 2001 NEe I\,;U;:' I VIVI tot< DAVIS & DAVIS WILLIAMS BARGATH LLC 4057 CAMELOT CIR LONGMONT, CO 80504 www.hoadinc.com ITITLE 8' X 16' DUAL ROOM CHROMATOGRAPH-BUILDING SKID STRUCTURAL SiZE 11."X171:1 .NO: 3S ----r 16' I 3' ----.--·4 33 ----I CD ! II UJ 1.1~ --------I ' -~" CD I 3D ----j CD I 2!1 ---CD 2' -----I '-oi -I 21 ----II f--2' ·2"-... ---25 ----(D CD I 2. ---· -, +,\" 3' -4" -2' -10"-1--2'-l oi "-!--2'-lcr.I"--; , 1 '-'3~" 17J 2a -· · -J -I .-7.1' I~ 22 • ---8' I 21 · -· · CD CD CD CD CD UJ CD 2D -· · -" · -· -1. · --· CD CD <1 CD (D 1I7. ·· ----·· ·· 4'-1" 4' -1 " I. . -. · -1. ----" . ----12 -----II -· -· -CD (i) 1. ---· -'-'--'--• -, --· SECnONA-A ....,. DIVIDER WALL....J '" • -----~ .1 --, -· L.od~ LA.kftt.~ L.,t"thH?5 L/fkl."",at Ikp/;4-~,", •• ,, ,-----,· 4 -----,Pf'1' ~I)" Lee, ~ /b/J 8 ,r?""" ~~ r# tI, ~.IZ-• -----2 -----./"-.... • 1 TSWAU 2141140A -A-SOO OR B B r-.. .A A..-.:::b WW> ./MARK SERVICE SIZE TYPE MAlL "'" I l ..o. w PROCEOUR -4J-CD 1 1,_t6~' ..(i) UJ @®~ © @a ""l of :;.-=-Z ~,.-(i) j II ' _1. _ , 10 1-tt-•• WP'S. ,01_ H _ •• ~. 101-H-" _ 101-H-" --"2 NOns: I. WIND LOAD: 100 MPH fUPUSURE .C") f--, '-'oi"--; ' -.. .1 1'-1" 2. SftOWLOAD: 65PSf 10"-• 1 ~ '''4 •3•. SFELOISOMRI CL:tV S! ITLOE ACDl:A 1S5S PIS,Sfd 1=,O.2Dti. S01 . 0.o41 CD: -= CD CD CD -ev 5. fLOOR wuunoH: B·21 UNEO wmt 2D U. EUCT1\D-GAlVAHIZED SHEn JJ UJ ' ~ Gk •• WALl PlsuLAnON: R-21 )--.. e7.o IRNOmOUf OIHAr tWlu.AnlOl UNN! EBR-2: 11 4 SA. ElEcnto.ulVAHIW SHEET PAINTED WHITE 9. mERiOR SHEEl mEl: AMIRICAN IURDIN. COMPONlHTl-"'PaR" PAlIU 26 CiA. TAN a ICD ~ fASTEHW: 12 .. 14I'·SW TA"'~' ":'; HEAD WIlH 1/1-0.0. WAtKIn (jI 1r D.C. a CD 10. NO FIR! RAllHCI .. I UlUIlWl MUsrIE.a MUM OF IlJ"fftOM ANY OTHEfi STRUCTURE <I G: 14' ~ 1" 4' ," 11. 3'0" X 1"0" stm DOOU EQUIPPED ~ rAHIC flDW .. DOOR CLOSERSlH' 24-J 24" WIRE a ~ a GIASI. 11" X 12"LOlMR IHSTAUED IN Hft COOR.1Z"X 12" LOUVER STlLUO lH LKH DOOk 12. 2 U. 12" Ill" fliED VEHTl INSTAl1ED IN WAW 13. nPEOFconTRucnON: V·, 14. OGCUPAJICY ClASS"ICAno,,: '·1 15. I UILDINI CODf: 20111 rae. 2001 NEe CD (i) ~ (i) I>-4"-1-REVAn Oft 8-8 u : Q, 19 ~ ELEVATION GoO I DMDER WALLBEURENT ~;~ ~ CUSTOMER DAVIS & DAVIS 11455 W.1-70, N, Fronlage Roa~ ~;:;.:+~ WILLIAMS BARGATH LLC ~.bea.t !~~~~: co ~0033"2101 l:. . ..., TITLE SIGNATURE/DATE REVISIOll}'m{rE " 'DESCRIPTION OF REVISION H O -A D 8' X 16' DUAL ROOM CHROMATOGRAPH'BUILDING ~ REV 0, 611 3111 ISSUE FOR FABRICATION WALL STRUCTURAL 'Q.C. 4057 CAMELOT CIR SIZE DWGNO JOB NO I'\t't't<. w::., U'~t:K LONGMONT, CO 80504 r~ www.hoodinc.com 11"X1.71t 55DAD1106152 65DADU061 SERIAL NO: lcooe Ig:WN BY . s_MO II SHEET 52 DATE 6/13/11 .3.S 33 .2 I . 16' . I ., (a) 3. f _ .. -2' 21 27 1 '-71" 2. 4 2S 3'-3i"L 2. 2. 22 CD C!) C!) C!) CD 2. ~ ~ CD ~ ~ 2. G: 1. 11 (i) (i) (1) (1) 11 I--.-ill 1ii 15 I • 8' i---fl .. 12 ! 11 1 • CD ~l"J CD CD CD • ~ fE-1~" ~ ~ CD 8 -2 CD •5f 1-. I~ (i) (i) (1) (1) (1) 3' 31"f 3 IROOF . l< loS ~ .~ ~ ~ -4 1-8 2' -1OJ." • 2'-10~" 2'-10" 3'-4" 3'-4*" l' 71" I~ 4 'MARK SERVlCE SIZE "P' MATL -4 + 1<6>02" I@~ :'-Z I@~". ® ROOF TOP VIEW ~, 101-",-0' _ , 101-1+-" WP'II,101-H-" _ 101_H·I. lrIons: 1. WlHDtDAD: 1DOMPH [ElPOSURE"'C·) 2. SHOW LOAD: 15 'Sf 3. nooll UVE LOAD: 15 P$f 4. SEISMIC: am CLASS l,sdh:0.20B, SOT =0.047 5. WAU IHIULAUOH:: R-21 5. ROOF UIIUu,nOlt fl.21 7. IHTWOR WALL UNEII: 14 U"IUCTRD·GA1VAHUID SHEET PAINTED WlllIt ...Q2 _(1) '0 EIIUJDR IHIET ITtEL: AMERICAN 'UI~G COMPDNfNTS· "PIA" PANEL 2& Gi\. TAN FASllH(RS~ 12·U X ,. SElfWptHG H fAD wmt 5/1' 0.0. WASHEA.'2" U:. 9, NO FIAE RAnH;.. BUILDiNG MUrT If MINIMUM OF 30' FROM AMY aTHn lmUCTURE <!t:---~ '3 lD. 1/. ALUTFOII FLUHINUID "00F1.£.I 1/1 3/1& RUffFDR JUItIOR BEAM ~jI 11. TYPE Of CDNnRUCYlDN:Y.J U 12. OCCUPANCY CLASSIFICATION; $-1 I • 8' 13. IUliDING CODE: 200lllC, 2DBI NEe Ij ROOF END VIEW 00 REG !?-"" ----_._--'&;. BEHRENT ENGINEERING COMPANY O,-<:~I'-SO,o.?-,"'1> 11455 W, 1-70, N, Frontage Road f, Ci(:<v ~,,,, O!"tr~ \" ~~~::::3Ji~~ ~~~!3-2101 ~ .. ___ ~!f ~ [CUSTOMt:.H DAVIS & DAVIS ".'.;/CtolAL e WILLIAMS BARGATH LLC SJru!!TiJRE7DAfE DESCRfPfiON OF Rf\lISION HO-AD ITITLE REVISION/DATE 8' X 16' DUAL ROOM CHROMATOGRAPH·BUILDING jl\Pf'H. tN\;. REV 0, 6/13/11 ISSUE FOR F ABRICA TION ROOF STRUCTURAL J~ . C. 4057 CAMELOT CIR ~ D~~':;~1061S4 PO~5~~DU061 [REV ~PPR. CUS I UMtH LONGMONT, CO 80504 U'X17' 0 www.hoodinc.com .NO: Ie' IDE I~:~N B~ ,.S';-;?I SHEEl S4 •• 1-34 I· 3.3. I· ., I· I· I" 16' 30 I· :1 I. I. 8' II I· WIREWAY OUTSIDE BUILDING n I· " I. I. I. I· I I I I PLC PNL .. BATltKT H20 ANALYZE!! 12 1-INLET STEM r I' 1-20-BULKHEAD ,. 1-11 I· -DANIELS SL 17 1-770XA ,". I· ~ u t BATTERY BOX CHROM. 1.-I· III z ON FLOOR 13 z ~o 30"x18"x12" " I· .1;1 11 I· .-10 ..,= I--9 I· Iff I I· -7 I. 8' 6 I· • PLAN VIEW CAL :~ I. '->< A·591 A·3I l.B 1 ITS I A·SOD GR B MARK SERVICE SIZE TYPE MATL I~~LI U 0 [0 I®~ © [® = oe: =~ ~". :z: 3'·0·x1'6" WORK TABLE dARRIERGAS _S: '0'-"-9' ",": 101_H_" _ii, '01-04-" _ii, ,O'_H_" STORAGE SHELF HEATER Nons: I 1. WIIID LOAD, 100 MPH !EXPOSURE -c.) -'" ............ /=---2. SNOW LOAD: 85,SF /3. FLOOR UVUOAD: 15 PH \ ........ -----4. Sm;MIC: sm ClASS .,5ctS:0.206, 501 .. 0,047 p 5. WAlL UlAlLAno.: ft.21 ~$ IAU!J, $-/"YA<?e ~"#'i .J~~/t-m$ h/lf//~ " Afu> \ '111 ( 6. ROOF IlSULAnOR, .·11 7. ImlllaR WAll UlU; 14 AI. ELECTRo.UlVAlllED SHEET PAlmo WHm ~I 8. ~Oft SHEET STEn: AMERICAI BUILDII, COMPO.EaTS-.,.". PAREl!S U. TAN , I F lEU: 12·14 X 1" $Elf lAPPlI1 HO HEAD WITH 5/'" 0.0. WASHER@12"OC •• ,< KD FIRE RAn ... IUILDI.' MUST IE MlI,MUM OF 3fl' FROM All OiliER SlRUCruM , 10. 31//116 F IFL1ULLTfT F FOORIF JUWI)HDRII UIEIRDM 100F U. t"k~"'/rfr C,,¥4eJ/y ."v~, ft?"'/~".s~ ~ If Ar~/HH1-I6'H 0 l!. tYPE OF COISTRucnOI: V·II , • OCCU'AlCY CLASAFlCAnON, S·1 la. IUILDINI CODE: 200B 1IC, 2001 NEe CAl'''''',," "I' /""~ ;<'<'Plld" ~ k ~d'7 ~r ,r'tN~l !\ I ) , 6?'1t' (..:t) j,~pr .$t"//ff.lf -/?b14 /"r 20tJf f~t', Upk 5179. Z.5. J "/-Q., ICUS', v,v,r." DAVIS & DAVIS ~~VI:iION ~ WILLIAMS BARGATH LLC SIGNATURElDAfE ITITLE Rl:vl~ION/DATE HO-AD r-I"I"". tNt;. 8' X 16' DUAL ROOM CHROMATOGRAPH BUILDING REV 0, 6113/11 ISSUE FOR FABRICATION LAYOUT PLAN Q.C. 1"1" .. ". CU"WMtli 4057 CAMELOT CIR LONGMONT, CO 80504 [SIZE 11"X17" IDWG NO IJOB NO r~ www.hoodinc .com 55DAD11061S5 55DAD11061 .NO, Ie. JOE =B~/;3~~ SHEET 55 , • J I 1 j • I /\ ~ .. I I '$~ , (l-~ Nl1C04'57"B 356.55' ~ . • _ .. -e..-~..,. I> • • •• ----i---It , , I I I I I I .. I '" .. .. 1 UJ ! 'U I 0 ~ ,ft ..... -----CLOUGH COMPRESSOR STATION SEI/4 $.16 It NE7/4 S.27 T.6 S" R.94 W. • SURFACE OWNER: CLOUGH SHEEP COMPANY PROPOSED ADDITIONS 91 PARCEL # 2176-2 7 l-0tJ-022 • 58"W 20433' U @. 11/1/\ ----------------------------///1 L~--\\-------====---------------------------/~~-,.,. ----~~ --------~~~ -------• • J .I. 1 ,,I .. CONDITIONS OF PERMIT BLCO-3-12-2387 Clough Sheep CO/Bargath-Williams Chromatograph Building Clough Compressor Station Rifle, Colorado 1) ALL WORK SHALL COMPLY WITH THE 2009 IBC, AND MANUFACTURERS SPECIFICATIONS. 2) ALL WORK SHALL COMPLY WITH THE CONDITIONS OF THE CURRENT LAND USE PERMIT. 3) ALL WORK SHALL COMPLY WITH STATE AND FEDERAL REGULATIONS. 4) ENGINEER SHALL FIELD VERIFY STRUCTURAL FILL AND PRECAST FOUNDATION PLACEMENT. PROVIDE APPROVAL REPORT AT CO/FINAL INSPECTION. 5) ELECTRICAL FINAL APPROVAL IS REQUIRED FOR CO/FINAL INSPECTION. 6) FIELD VERIFY CD.O.H . INSIGNIA IS AFFIXED AT CO/FINAL INSPECTION. 7) ROOMS WITH STORAGE BATTERY SYSTEMS HAVING A LIQUID ELECTROLYTE CAPACITY OVER 50 GALLONS, OR A LITHIUM-ION CAPACITY OF 1000 POUNDS USED FOR STAND BY POWER REQUIRES ONE (1) HOUR SEPARATION PER IBC, TABLE SOS.2.S. S) LOCKS, LATCHES AND LANDINGS PER 2009 IBC, SECTION 100S. 9) LIGHT AND VENTILATION PER 20091BC, CHAPTER 12 . .. NOT TO SC~.I E \ \ \ \ \ \ \ \--_ .. ..... ---------~e GwJ t*~ S ~ ~miJf ~IZ 1$( .. 1I ltJ H1.i i2R'1 u Ire I+l ev.--h . APPROVED SUlIJEcT TO NO'J'I» IXCi:rnONS" INSHC'IlONs GARFIELD COUNTy J,DEP~ .... '15. %. By~ LDCO~P~Y~II(} II'fSftcnoN WI J nov I .,.,.. Pf:.ANsON sm ,.,g. of reo M N • -N • M , c"..":I -' a::I Clough Compressor Station Vicinity Map ~ I i-,.-...,. ;i N.. . , •.•2-~ 6 7 ® ® oF 5 C .. , ~ \ NAV lOll SHALl: R s (~D ~ e.!..", SEE MAP NO. 21 75-31 \ 4 I: H V I: -t • 21 1 (g~~ aL .... ,+ _1~_ l' .. +-<Ii-t .. , .t .r <l-.r .r CLOUGH C:S .. @) T.6 S., R.94 W., 6th P.M. .L 0._ , 1., 4_ .. •' @uV~ @!~ ~tiI' (olD 1 24 .p.9 2175 T. 6 S.-R. 94 If. • .. .~-. 'i' I ~ --• 9 ,I. ~, -.;.: 1 -2 -3 -4 A 1/W~L~~~E:UT -, ~ T.O. ROUGH CONC . _ (TOC) , ., __ DIA TACK WELD OR STAKE THREADS A36 THREADED ROD AS SHOWN \0 STAKE THREADS (DO NOT WELD) HIGH STRENGl'H THREADED ROD I B EMBEDMENT LENGTH STANDARD HIGH STRENGTH ROD 1------+----., WASHER DIA. (121) W ia~ THICKNESS F·1554 F·1554 GRADE 36 GRADE 55 'A' 'A' 112 7 10 118 518 9 12 3/4 3/4 1/4 11 14 18 718 718 12 17 21 14 19 24 5/16 1 lIB 16 21 1 1/4 17 23 13/8 19 26 1 112 1 112 20 28 29 3/8 1 3/4 1 3/4 18 32 24 2 27 37 112 21/4 30 41 2112 33 46 518 ANCHOR ROD DETAIL SCALE: NONE 1 c I D HAS SUPER EMBEDMENT LENGTH THREADED ROD ASSEMBlY WI NUT & WASHER STANDARD HIGH ROD I-___ ~I---ST_REN_G_T_H__i DRILL BIT DIA. ("I TYPE TYPE DIA ("I EAR HEAR ~ _______~ Flrc~o. ~ ~I~lUGHIIC~OOC-. . § .,' (TOC) .' ~ :< § 5 DRILL BIT -----11:::11-0>-~ I~ DlA."B' ~ ~ ~ §IHl ROO DlA. -----iI~II--:::: 100 Fy=36 KSI MIN. Fv=55 KSI MIN. 'A' ' 8' 112 41 /4 63/8 3/4 5/8 5 7 112 7/8 314 65/8 10 718 7 112 111/4 1 1/8 12318 123/8 1114 1114 15 15 1112 JI ~ SEE ARIHAR RODS TABLE FDR WASHER THICKNESS HIL n ANCHOR ROO HIT·RE soo.so IBI EPOXY ANCHOR ROD DETAIL SCALE: NONE TYPICAL ANCHOR ROD NOTES: 1. NUTS SHALL BE ASTM A..'i63, GRADE C. WASHERS SHALL BE ASTM F-S«. 2. ALL DIMENSIONS ARE IN INCHES, USE ANSIB18.22.1 1965 (R1975) TYPE B, REGULAR FOR DIMENSIOOS. 3. EDGE DISTANCE SHALL BE 5d OR 4' MIN. FOR STANDARD ANCHOR ROIlS: 7d OR 6' MIN. FOR HIG»-STRENGTH RODS. 4. ALL ANCHOR RODS PROJECTIONS SHOWN ON THIS DRAwtlG SHALL BE MEASURED FROM THE TOP OF THE ROUGH CONCRETE AND NOT FROM THE GROUT. ANCHOR RODS SHALL BE SET WITH A TEMPLATE. CLEAN OIL AND RUST FROM ALL ANCHOR RODS PRIOR TO PLACING 5. TYPICAL ANCHOR ROD CAlL-OUT SHALL BE AS FOLLOWS: 314 AR 22' (18' .4') ROD DIAMETER --.J I I I I PROJECTION TYPE OF ANCHOR ROO .-l EMBEDMENT LENGTH TOTAl LENGTH ~I I -FINISHED CCNC TOP i r 6'SCH.40 1/STEEL PIPE FILLED WITH CONCRETE · '.' · /-16' il HDLE ALLED • WITH CONCRETE ''':'"' .' BOLLARD DETAIL SCALE: NONE E ehtf'Heey-5''''1 .f,~ld vt'Y,11 *ke.~y,.,{ 1111 U pr-·uArl ~ltdk-htrn ptAt-~Wlf",-f , p,w,Ad( Af/~.ulllt l UftW't,ff f,HAytO IH'ftdrCM., I F I G 1 H EARTHWORK AND CONCRETE CONSTRUCTION NOTES I SPECIFICATION I\. GENERAL SITE INFORMA11ON 1. DESIGN CODE = IBC·2009: OCCUPANCY CATEGORY' II, GARFIELD COUNTY. CO. 2. SNOW LOAD = 40 psf,(ROOF SNOW): Is = 1.0 3. WIND SPEED = 90 mph : EXPOSURE. 'C' : I w= 1.0 4. SITE CLASS = '0' 5. SEISMIC DESIGN PARAMETERS: S8' 0.361 : So,, 0.36 } SEISMIC DESIGN CATEGORY (SOC). B' I • 1 0 S, "0.075 : So, =0.12 . E • B. ~WQBM!!D FOUNDA11ON CONSTRUClION --1. FOUNDAnoN CCNSTRUCTION AND SITE PREPARATION METHODS SHALL FOlLOW RECOMMENDATIONS OUTLINED IN GEO-TECHNICAL REPORT NO. AD115021 PROVIDED BY TERRACON. SPECIFIC REQUIREMENTS ARE AS FOLLOWS: A. FOUNDATION SYSTEM: SHAlLOW SPREAD FOOTINGS ON 1'.{)' OF COMPACTED STRUCTURAL FIll. . 10" OF RE-COMPACTED NATIVE SOIL. B. FROST DEPTH: 36' C. SOIL COMPOSITION: 20' OF CLAYEY SAND. 2. EXCAVATION AND BACK FILL: A. FOllOW SPECIFED RECOMMENDATIONS OUTLINED ON PAGES (3 TO 11) OF THE REFERENCED ABOVE GEO-TECHNICAL REPORT. B. ENTIRE AREA AROUND EACH FOUNDATION MUST BE THOROUGHLY PROBED FOR UNDERGROUND PIPE, COOOUIT, HIGH PRESSURE LINES, ETC. BEFORE ANY EXCAVAnOO BEGINS. C. STRUCTURAL BACK.fILL SHALL COOSIST OF COOT CLASS 6 CRUSHED ST~ AGGREGATE. IT SHAlL BE PLACED IN 6' MAX. LIFTS. STRUCTURAL FILL IN FOUNDATION AREAS SHOULD BE COMPACTED TO 95% OF THE ASTM-1557 MODIFIED PROCTOR DENSITY. 3. SUB-GRADE CCNDITIONS SHOULD BE INSPECTED BY A GE()' TECHNICAL ENGINEER PRIOR TO PLACEMENT OF ANY CONCRETE. STRUCTURAL FILL SHALL BE INSPECTED AND TESTED. C. CONCRETE 1. ALL COOCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI301 SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS LATEST EDITION, TO ACl-318-08 BUIlDING CODE REQUIREMENTS FOR RBNFORCED CONCRETE. CONCRETE STRENGTH TEST SHALL BE PERFORMED IN ACCORDANCE WITH THE REQUIREMENTS OF AC1-318. CHAPTER 5. 2. COOCRETE AND REINFORCEMENT SHAlL BE DESIGNED AND PLACED IN ACCORDANCE WITH THE ACI BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE ACI-318-00. ACI-305 'HOT WEATHER CONCRETING' AND AC"306 'COLD WEATHER CONCRETING' SHAlL 8E FOLLOWED. 3. CONCRETE PARAMETERS SHAlL BE AS FOLLOWS: F FREEZING THAWING Fl EXPOSURE CATEGORY & CLASS C S P CORROSION SULFATE PERMEABILITY PROTECTION EXPOSURE Cl SI PO lEAN CCNCRETE SHALL BE (f' c) 1500 p~ f 'c AT 28 DAYS 4500 psi CEMENT TYPE II W/C RATIO 0.45 AIR COOTENT 4.5% T07% MAX SLUr.f> ALLCONC. 4-TO 6-OTHER PROVISIONS NIA 4. AGGREGATES SHALL BE CRUSHED STOOE CONFORMING TO 'SPECIFICAnON FOR CONCRETE AGGREGATES' ASTM C33. 5. WATER USED IN MIXING CCNCRETE SHALL CONFORM TO ASTM Cl602. 6. REINFORCING BARS SHAlL 8E DEFORMED, INTERMEDIATE GRADE NEW BILLET STEEL CONFORMING TO ASTM A615INClUDING SUPPLEMENTARY REQUIREMENTS SI, GRADE 60 (420 MPA). FIELD SPLICES AND DEVELOPMENT LENGTH SHAlL COMPLY WITH THE FOlLOWING SCHEDULE, UNLESS NOTED OTHERWISE. REBAR SIZE HDL #4 7 #5 8 i/fj 10 #7 12 i/fj 13 II<J 15 #10 17 TEL TEL TLS TOP OTHER TOP 25 19 32 31 24 40 37 28 48 54 42 70 62 47 80 70 54 91 78 60 102 TLS OTHER 25 31 37 54 62 70 78 #11 19 87 67 113 87 REINFORCEMENT SHAll BE INSPECTED BEFORE CONCRETE IS PLACED WHERE A. TEL = TENSION EMBEDMENT LENGTH TLS • TENSION LAP SPLICE LENGTH HDl = HOOK DEVELOPMENT LENGTH B. 'TOP' BARS ARE ALL HORIZONTAL BARS SO PLACED THAT MORE THAN 12' OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE DEVELOPMENT LENGTH OR SPUCE C. ALL SARS THAT ARE NOT 'TOP' BARS ARE 'OTHER' BARS m~fri CONC:~E ~~. _ J~~ ____ "'-.~--~--, "" _ >_ •. L:~~~~l00 7. CONCRETE PROTECTION FOR REINFORCEMENT· CLEAR DISTANCE FROM FACE OF CONCRETE TO BAR SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: A. CONCRETE DEPOSITED AGAINST GROUND OR VOID FORM: 3' B. CONCRETE SURFACES EXPOSED TO WEATHER OR IN COOTACT WITH GROUND AFTER REMOVAL OF FORMS: 1 W FOR #5 BARS AND SMALLER, 2' FOR 116 THROUGH #18. C. SURFACES NOT EXPOSED TO GROUND OR WEATHER: y,-FOR SLA8S AND WALLS WITH #11 AND SMALLER BARS, 1 "" FOR BEAMS AND COlUMNS. --_,~,~, 7~-~-! \ ~~ !e!~ -----TYPICAL FOUNDATION CONSTRUCTION DETAILS SCALE: NONE A J FOR ~,,, .. ,, 12122111 TI D ES C RIP T I O N DE SCR I P TI ON O'NG NO. DATE BY NO. DESCR IP T I O N DATE e' REVIS IONS REVISIONS REFERENCE DRAWINGS A , B , c , I D 8. EXPANSION JOINT MATERIAL FOR EXPANSION OR ISOLATION JOINTS SHALL BE PREMOLDED, BITUMINCUS IMPREGNATED FIBERBO~ CONFORt.lNG TO ASTM D99o!. 9. JOINT SEALANT FOR ALL CONCRETE CONTROL, CONSTRUCTION AND ISOLATION JOINTS SHALL BE SIKAFlEX·1A BY SIKA CORP" OR AFPROVED EQUAL 10. G~UT USED FOR VARIOUS AFPLICATIONS SHALL BE AS FOLLOWS: A. GROUT USED FOR STRUCTURAL STEEL COLUMN 8ASE PLATES SHALL BE PREPACKED, HIGH-fLUIDITYNON-SHRlNK, NATURAL AGGREGATE GROUT SUCH AS 'MASTERFlOW 713 PLUS' BY BASF (FORMERLY MASTER BUILDERS) OR AFP~VED EQUAl. FOlLOW MANUFACTURER'S INSTRUC110NS FOR INSTALLATION. SPACE BETWEEN THE ANCHOR ~DS AND OVERSIZED HOLES IN THE BASE PLATE SHALL BE FULLY GROUTED WITH NON-SHRiNK GROUT TO ASSURE PROPER SHEAR TRANSFER GROUTING SHALL BE PERFORMED ONE BOLT AT A TIME, WHILE OTHER BASE PLATE RODS ARE FULLY nGHTENED. B. GROUT USED FOR GRounNG COMPRESSORS, TURBINES, LARGE PUMPS. AND OTHER RECIPROCATING OR ROTATING EQUIPMENT THAT REQUIRES EPOXY GROUTING SHALL BE ' FIVE STAR HI" EPOXY GROUT BY FIVE STAR ~DUCTS, INC. OR AFPROVED EQUAL FOLLOW MANUFACTURER'S INSTRUCnOOS FOR INSTALLATION. C. GROUT USEO FOR DRILLED AND EPOXY-GROUTEO REBARS SHALL BE HILTI HIT RE500 EPOXY OR APPROVED EQUAL. 11. VOID FORM MATERIAL SHAll BE 'SURE VOID' OR AFPROVED EQUAL. KEEP VOID FROM MATERIAL DRY DURING PLACEMENT AND INSTAlL IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDAnONS. VOID FORM SHAlL BE BIODEGRADABLE AND CAFABLE OF SUPPORnNG THE FLUID WEIGHT OF THE CONCRETE. 12. ALL WELDING PROCEDURES,INCLUDING STUD WIELDING, AND QUALIFICATIONS SHALL BE IN ACCORDANCE WITH AWS Dl.1. 13. ALL SLABS SHALL BE GIVEN A flOAT FINISH AS DESCRIBED IN ACI 301. ALL WALKS AND EXTERIOR SLABS SHALL BE BROOM FINISHED AFTER CONCRETE HAS RECEIVED A FLOAT FINISH. 14. EXPOSED CORNERS SHAlL BE CHAMFERED Y.' uruss NOTED. 15. CHECK ALL ELECTRICAl, MECHANICAL AND PIPING DRAWINGS FOR EMBEDDED ITEMS (PIPE, CONDUIT, ETC.) AND BLOCKOUTS BEFORE PLACING CCNCRETE. l B. IF R8NFORCING OR MESH IS FIELD CUT FOR SMALL OPENINGS, COODUIT, ELECTRICAL BOXES, ETC. CUT REINFORCING SHALL BE REPLACED WITH AN EQUIVALENT AREA OF STEEL. ALL SUCH BARS SHALL EXTEND 24' MINIMUM (OR MESH LAP 2') BEYOfoIl CORNER OR EDGE OF OPENING IF NECESSARY. REINFORCING SHALL BE BENT TO PROVIDE THIS MINIMUM EMBEDMENT. MAKE ALL BARS COOnNUOUS AROUND CORNERS. 17. THE CONTRACTOR SHALL VERIFY ALL EQUIPMENT ANCHOR ROD DIMENSIONS AGAINST THE CERTIAED EQUIPMENT DRAWINGS BEFORE PLACING CONCRETE. TOLERANCES FOR ANCHOR ROO LOCATIONS AND ELEVA llONS SHALL BE AS DEFINED IN THE AMERICAN INSTITUTE DF STEEL COOSTRUcnoN (AlSC) CODE OF STANDARD PRACTICE. 18. ALL WATER STOP SHALL BE BENTONITE FLEXIBlE STRIP WATERSTOP BY VOLCLA Y OR APPROVED EQUAL D. CONTRACTOR'S MEANS AND METHODS 1. THE STRUCTURAL DRAWINGS AND NCTES REPRESENT THE FINISHED STRUCTURE. THEV 00 NOT INDICATE THE METHOD Of CONSTRUCTIOO. FOR THIS REASON, DURING ERECTION OF THE STRUCTURE ANDIOR THE DEMOLlllON OF THE STRUCTURE OR PORTIONS OF THE STRUCTURE, THE CONTRACTOR SHALL BE RESPONSIBLE FOR TEMPORARY BRACING TO WITHSTAND ALL l OADS TO WHICH THE STRUCTURE MAY BE SUBJECTED, INCLUDING LATERAL LOADS, EXCAVAnoNS, SHORING, STOCKPILES OF MATERIALS AND EQUIPt.ENT,IN ADDITION TO ANY WORKER SAFETY REQUIREMENTS. SUCH BRACING SHAlL BE LEFT IN PLACE AS LONG AS IT MAY BE REQUIRED FOR SAFETY AND UNTIL ALL STRUCTURAL FRAMl'IG AND DIAPHRAGMS ARE IN PLACE WITH CONNECTIOOS COMPLETED. 2. DISCOVERY: DURING CONSTRUCTION, THE CONTRACTOR MAY ENCOUNTER EXISTING CONDITIONS OR AS BUILT DIMENSIONS WHICH ARE NOT NOW KNOWN OR ARE AT VARIANCE WITH PROJECT OOCLMENTATION (DISCOVERy). SUCH CONDITIONS MAY INTERFERE WITH CONSTRUCTIOO OR REQUIRE PROTECnoN ANI) 1 OR SUPPORT OF EXISTING WORK DURING COOSTRUCTION. OR MAY CONSIST OF DAMAGE OR DETERIORATION TO THE STRUCTURAL MATERIALS OR COMPONENTS WHICH COULD JEOPARDIZE THE INTEGRITY OF THE STRUCTURE(S) PRIOR TO PROCEEDING WITH WORK RELATED TO SUCH DISCOVERIES. 3. IT IS THE COOTRACTOR'S RESPONSIBILITY TO IMMEDIATELY NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCOVERY HE OR SHE IDENTIFIES THAT MAY INTERFERE WITH THE ~PER EXECIJTlON OF THE WORK OR JEOPARDIZE THE INTEGRITY OF THE STRUCTURE(S) PRIOR TO PROCEEDING WITH WORK RELATED TO SUCH DISCOVERIES. ~, C.OtlTRACTOR'S COORQlNAnoN AS NOTED 1. THE CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS AND DETAILS BETWEEN ALL TRADES, SUBCONTRACTORS AND VENDOR SUPPLIED EQUIPMENT PRIOR TO COMMENCING ANY CONSTRUCTION. THE STRUCTURAL ENGINEER SHALL BE IMMEDIATELY NOTIFIED ANY INCONSISTENCIES RELATING TO THE STRUCTURE. FAILURE TO DO SO SHALL RELIEVE THE STRUCTURAL ENGINEER OF ALL CONSEQUENCES RELATED TO THE INCONSISTENCY. 2. SEE MECHANICAL, ELECTRICAL AND OTHER DISCIPLINE'S DRAWINGS FOR AOOITIONAL INFORMATION RELATING TO THE STRUCTURE. DATE .-TITLE PROJECT NO. ~,. WILLIAMS FIELD SERVICES I WillfiiKil-------------------f---...;.:..:.:..:.....;...:.;.---f ,,:::::";;. ~~.-;:;;L~:~I:~-~:;;:;:_;;;:~:IL0CA100N •. GARFIELD COUNTY, COLORADO I ~ ... ,...' g~~~:SSOR STATIONS 11057-04CL ~~~~~~~~------------~==~ I-:_E:_~. -----+----4 @® ~e~~,~ee;~,~o~}Jineering, Inc_ 8450 E. crescent ParkYfay Phone: 303.114.4840 Greenwood Vjlage. CO 60111 Fa><; 303.714.4800 DRAWING NUMBER CONCRETE GENERAL NOTES AND STANDARD DETAILS REV. -A CL-SC-001 E , F , G , H 1 2 -3 -4 I ,r 1 -2 -3 -4 DWGMO. A 12.76" \l , " , PLANT NORTH I B !! -~----'-'-----"--'----W.P. S.16':0"1 E. 120'-0" \ \ 1'-6" ~ +--~-t-+ l I I I I J , ~ 6'-6·J!2.· , A \. \.-? I c I 16'·1-~SKID~ (REF;)o ;-------.... ----------~-1 I 6'-6)1' I W8x20 SKID FRAME -(REF) .-_.. -\ I ~ \ ~ i \ I I Y I I ilL I ~I ~ I~ ! Co ~ '" W6 BUILDING FRAME . . . DESCRIPT I O N REFERENCE DRAWINGS A I I I ---;-+ ttl 1-J -----. I :s L..-'--,..-L-J _. __ . 0 _0_ I CHROMATOGRAPH BUILDING FOUNDATION PLAN SCALE: 112"=1 '-{)' I 8k TOTAL SLEEPER WEIGHT. (4k PER LIFTING LUG) tllix Jl@9"O.C. " , , ~ .. , I ! I ! i ~I *, -.LJ.*J __ GRADE --'0 ••• -.. ----.--...--'-I--.;I-f.L---, ., • \... LAPWTTH BOTTOM BARS SECTION SCALE: 314"=1'-0" I ~J S NO. DESC R I PTION DAre BY ~L-__________________ __ ~ __ ~~ Il REVIS IONS B I c . , SECTION SCALE: 314'=1'-{)' j A I FOR NO. I DESCR IP TIO N o 1 E NOTE: 1. All SLEEPERS SHALL BE PRE-CAST WITH LIFTING LUG AND DELIVEREOilNSTAllED AT WHEELER GLlCH SITE. I ." '; Z -i Z g d ~ F I G I -I I t----j \ 2. (* ) = FIELD VERIFY WITH THE EXISTING GRADE AND ADJUST ACCORDINGLY TO MEET REQUIRED TOC ELEVATION AS FOLLOWS: a) EXCAVATE AT THE REQUIRED DEPTH (DEEPER THA113'-{J,) TO ACHIEVE TOC EL. l00'-{J' IF GRADE IS CLOSE TO 100'-0". W.O+50'-{J':' ;1 :::::=:=1;." .,-=.!=-=-=~~J=Ud,._-=_ ""T",.L.,,=.,....,,!U,.......,,I ~,,--,,=-=---1.;Ui~ ___ I, __ b) IF PRE'(;AST SLEEPER PROJECTION SHOULD EXCEED 12', INSTALL ADDITIONAL SOil I AROUND THE SLEEPER TOP TO ACHIEVE 3'-{J' FROST PROTECTION. 0) SHALL BE 3' MINIMUM d) FINISHED GRADE SHOULD SLOPE A MINIMUM OF 1'-{J' 1N THE FIRST 10'-{J' AWAY FROM THE BUILOING. II 6" . 1'-{)' I Te' 6" ; 1 I X' EAR 8%' (eS/a'+2') _--f--~~ 2' PROJ, INSTAll Ys' CLAMP WASHER AT CONTRACTORS OPTION. 6" w w '" , ,..-,h -4----------. J---~~~......J -{---I---LIFTING LUG -----3. 1 6" I 3' fo~ POCKET ~---j--' -1 -'--V I ( T\ DETAIL SCALE: 1"=1'-{)' SCAlE: AS NOTED I .-~-----I r-"--I KEY PLAN SCALE: NO SCALE a,,,. n_ WILLIAMS FIELD SERVICES I. ~. DESIotEa, B. VILNER 12120111 -'-" . TITLE ':;::--U;;;;;---r-;~~ILOCA'11OO' . '. . . CLOUGH lORA... T. FARRIS 12120111 GARFIELD COUNTY, COLORADO .' " . COMPRESSOR STATIONS CIfECKE:O; OAT< APPROVED: CONCRETE I REVISI ONS @~8c!Tvi~e~~I§D.gineering, Inc, ~;;;;;;------r---i 6450 E. Crescent Paf1<way Phone: 303.714.4840 CHROMATOGRAPH BUILDING SKID Greenwood VIIag., CO 80111 Fax: 303.714.4800 FOUNDATIONS o E I F I G I H 1 --'-I --I ---,---\ l--_,1_-, 2 -3 4 PROJECT NO. 11057"()4CL DRAWING NUMBER CL-SC-101 H A B C D E F G ~~~~~~ _ -12 ~~ _________. l_ _____________ ~2 _____________ L._ _______ ~~~3~ ___________ -L _____________ ~4--------------~------------~5~ ------------..--------------6~ --------------~------------~-7-------------..--------------8~ --------------~-------------9-~ ___________ _L_ _____________~ 10~ __________ _,~ DRAWING NUUBER, 1 /4 COR N ER 8 CL-Cl-001 S.21 S.16 Cl 12'45'30' r ::~::::~ GEODETIC I: PLANT LEASE PARCEL DESCRIPnQN W. 1+00'-0" W. 0+50'-0' b I o '+" E./W. 0+00'-0" E. 0+50'-0" E. 1+00'-0" E. 1+50'-0" E. 2+00'-0' A PARCEL OF LAND SITUAnED IN n-tE SEI/4 OF SEcnON 16 AND THE NE1/4 OF SEC nON 21, TOWNSHIP 6 SOUTH, RANGE 94 WEST OF THE 6TH PRINCIPAL MERIDIAN, COUNTY OF GARFIELD, STAnE OF COLORADO, BEING MORE PARnCULARLY DESCRIBED AS FOLLOWS: BEGINNING AT A POINT ON THE LINE COMMON TO THE SE1/4 OF SAID SEcnON 16 AND THE NE1/4 OF SAID SEcnON 21, 'M1ENCE THE U.S. GLO. BRASS CAP AT THE EASnERLY CORNER COMMON TO SAID SEcnONS 16 AND 21 BEARS SOUTH 8827'01" EAST A DISTANCE OF 1563.94 FEET; THENCE SOUTH 10'36'25" WEST, A DISTANCE OF 55.64 FEET; THENCE NORTH 81'39'19" WEST, A DISTANCE OF 252.30 FEET; THENCE NORTH 11'04'57" EAST, A DISTANCE OF 356.55 FEET; THENCE NORTH 79'22'04" EAST, A DISTANCE OF 183.03 FEET; THENCE NORTH 83"55'37' EAST, A DISTANCE OF 69.11 FEET; THENCE SOUTH 0512'50' WEST, A DISTANCE OF 75.28 FEET' THENCE SOUTH 06'54'55" WEST, A DISTANCE OF 98.02 FEET; THENCE SOUTH 10'53'58" WEST, A DISTANCE OF 204.33 FEET TO THE POINT OF BEGINNING. CONTAINING 99108 SQUARE FEET (2,275 ACRES), MORE OR LESS AS DESCRIBED, 1 2 ill \; GLO BRASS CAP b ~ ~ ~ ~ i II \ \ I \ I \ EXISTING T.O.C. PAD EL 100'-0' /\ ! 6 ~ \ \ ~ ~ ~i-II) 1(}j.1 , CP Cll ~ z --'r---,C,,-L W. 0+21'-5" '{ \ , , I 5 0·36 25 55.64' 't--I //, I //\ C/L TK-806 CONDENSATE TANK W. 0+06'-8" 3' CORRUGATED STEEL CONTAINMENT RING BURIED DISCHARGE HE • .;.A;;:D;;:ER"-__ --' BURIED sucnON HEA"",D~ER~ __ _ b I .o.. + o vi E. 1+06' -8 3/4" S. 0+60'-8" E. 0+94'-0" w .~.. "'"-, 0<0 -"".I ",N... '" x w~"'i ~;,., • o I <-0 o+ vi E. 1+20'-0" GC BLDG. 81-1"x16'-1" ~~. SKlb-&----.-BLDG. T.O.C. PAD EL 100'-0" ro I ;.., n b I o on o+ z • o I o .... on o + .... 0 Ulz ~ w "'-"< :I: o 'i"s • co 356.55' • o I o CIt co o + .... 0 Ulz ~ u • co • o I "8 + z , o I 1"1 ~ .o. -+ ulz ~ w c.:> '-"< :I: o 'i"s • co • -.3. '-~" Ulz ~ • o I o '+" z w '"-"< :I: o 'i"s io --;~m~:---t--· ---+--.. --,..--__ -:--_.....J ..: .....:..-'--__ ...... ~GENERATOR PAD CP CL2 ~ 510·53'58"W 204.33' COMPRESSOR BUILDING + o I o .~... '-+ Ulz ~ o • co , o I o o + N z • o I o ~ ~ .... N ulz ~ o \ SKIDS E. 0+25'-0' 98:02f~) I 1 1 1 .L //89'-10 3i 8" /__ -1 ::;:;;:;;or-==--/_---r --------------} __________ _ I /1_----~-------~--------~-b I o '+" N z \ • o I 8 + n z \ \ \ \ • o I o on + n z BUILDING INFO GC/CONTROL BUILDING AREA: 8" 16' = 128 SQ. FT MEDIAN HEIGHT: 9 FT ELEVA nON: 5,323 FEET OCCUPANCY: F-l CONSTRUCTION: V-8 //-----------------------------------:"...-./-----------------------------------------SE CORNER SECTION 16 GLO BRASS CAP EXHIBIT A TOLERANCES I------------------------------ir-+----------------t----t--i----1 CANUGTSLE: S: ±±11//S2"' 1------------------------------ir-+----------------t--- -t---1----1 WELD ASS'Y: ±1/4' OLD DRAWING iUMBER N/A A ISSUED FOR EXHIBIT 'A' 2/15/12 EMH BDS ORIGiNAl DRAWNGS BY RIVER CITY CONSULTANTS REV. DESCRIPTION DATE BY CK REFERENCE DRAWINGS AND INFORMATION REVISIONS 3 4 5 6 THIS DRAWING IS THE PROPERTY OF WILlWIS AND IS NOT TO BE USED FOR ANY PURPOSE OTHER THAN THAT FOR WHICH IT IS SPECIFlCALLY FURNISHED. Edited By: bmillbum Feb 21, 2012 -9:06am Flo 1Iono: a. -O-OOl.dIq 7 WILLIAMS FIELD SERVICES -PICEANCE BASIN-8 FACILITY INFORMATION: COUNTY: GARFIELD, CO ELEVATION: 5,323 FEET LATITUDE: 39'31'07.00" N LONGITUDE: 107'53'23.68" W Y A : WILLIAMS FIELD SERVICES -PICEANCE BASIN CLOUGH COMPRESSOR STATION 111LE: DRAWN BY, SET SHE U 1 OF 1 9 CIVIL SITE PLAN SCAU:, 1-"",20' -0" , A ROVED BY, DATE CREATED, 07/08/11 NO REQ D, UNIT NO: REVlSION , A DRAWING NUMBER, CL-CI-001 10 o Z -I-V... IV ~ o IV D E F G A B C D E F G ~ 1 2 3 4 5 6 ~ ~~~~ _ -1-r ________ -1 _________ ~~ __________ L-------____ l-__________ 1-__________ ~ __________ -L _________ -2 _________ -1 _________ ~L_ _________ 1_ _________ 17 _________ ~ _________ ~8L_ __________ l_ _________ ~9~ _______ ~ ___________ 1~0~ _______ ~ DRAWING NU~BER: ?i' R8-PP-001 i 4'17'55" 11 I I 1 3'-0' PERSONNEL GATE r. ~ I I fI I ~ ~ I ~ -1 I ~ I I ~ I I>:< I L--~r FENCE )( • • • x 0 ~ : ~ ~ • • • • • • • , , • • ID tfJ _3'_0' PERSONNEL GIITE /: :! i ~ • • • • • • • • , • • • , • • • snLE • • I%IGDI' '. ., • • '@j •. • , • " •, ·1 ' . • BNlflil' " • ·1 r • , • sn~Y h , • , • If:-• :' • , • , • , • @l ' .' ... , . snLE~ W· .. • ~-• [j , 2~' DOUBLE SWING GATE 4' WIDE SIDEWAIJ( • o 0 0 0 , , . -(;--\ , X , fI!I! IRf BIIIB \ [)(PAt4916U /\ • ~::q .. I I ~ I I ~ >d t • ~ ----1 I ]~ IP Iii !" ~I ~ I~ \ I \ ] 1 I ~ ' .... ~: ~ \ -S\i'J --S\i'J S\i'J --S\i'J --S,i S Mb6Ri!W6'L 6B OHIIN 6O9A9Rt9 b' \i'J ----'<--S\i'J --SI;I'l --S 1;1 'l ---t.-T S\i'J ----S\I'J --S\i'J ____ +~ ~~~:=~x::==x~~~x~~~~~~~~~~.~~~~~~~~~~~~~~~~~~~~~~~~~~~======~~~~ 2 3'-0' PERSONNEL GATE PLAN ~===================-_______________ +--+ _____________ -=±==±=±=jcNS;-...:T.:;OLERAN=.:..:.;.C:.:ES~:e:-1 TliIS DRAWING IS TliE ~==========------------------f-t---------------l-= =j=j=j CUTS: ±l/B' ANDP RISO PNEORTT YT OO FB EW lIU.LSVEIMD S FOR .~.. ======-----------------------t-t-----------====j==j=jtj ANGLES: ±1//2' ANYTH APTU RFPOORS EW HOICTHHE RIT TIHS AN I-WELD I-SS'Y: ±1 4' SPECIFICALLY FURNISHED. A 03/0a/12 GW OLD DRAWING NU~BER N/A o ORIGINAL DRAWINGS BY HARRIS GROUP INC REV. REFERENCE DRAWINGS AND INFORMATION 3 4 ISSUED FOR PROJECT DESIGN ISSUED I-S EXIST1NG DESCRIPTION REVISIONS 5 SH 04/ca/ll GW DATE BY CK 6 Edited By: Gwoll t.4ar ca, 2012 -4:41pm fiI IIoro: IIHP-OOl.d11g 7 RABBIT BRUSH COMPRESSOR STATION VICINITY MAP LATITUDE: 39'2a' LONGITUDE: 1 OB'Ol' APPROVED 5"~e Gwi If,OJ1) '* ~YJ+1lf !of.. 8'ullollV!, ~t,..f(relM~l? SUBJECf 1'0 NOTED i.XCiPTIONS " INSPECITONS GARFIELD COUNTY Bun.:iDEP~ Dlde'f. Z. BJ: LDCO GRAPHIC SCALE NO msncnON WlTHom 1'IIESE PLANS ON SITE page of ~ 0 ~ 1~ ~---I~~I ( IN FEET ) 1 Ineh -80 It. CONDITIONS OF PERMIT BLCO-4-12-242S Mobil Oil Corp/Bargath-Williams Chromatograph Building Rabbit Brush Compressor Station Parachute, Colorado 1) ALL WORK SHALL COMPLY WITH THE 2009 IBC, AND MANUFACTURERS SPECIFICATIONS. 2) ALL WORK SHALL COMPLY WITH THE CONDITIONS OF THE CURRENT LAND USE PERMIT. 3) ALL WORK SHALL COMPLY WITH STATE AND FEDERAL REGULATIONS. 4) ENGINEER SHALL FIELD VERIFY STRUCTURAL FILL AND PRECAST FOUNDATION PLACEMENT. PROVIDE APPROVAL REPORT AT CO/FINAL INSPECTION. 5) ELECTRICAL FINAL APPROVAL IS REQUIRED FOR CO/FINAL INSPECTION. 6) FIELD VERIFY C.D.O.H, INSIGNIA IS AFFIXED AT CO/FINAL INSPECTION. 7) ROOMS WITH STORAGE BATTERY SYSTEMS HAVING A LIQUID ELECTROLYTE CAPACITY OVER 50 GALLONS, OR A LITHIUM-ION CAPACITY OF 1000 POUNDS USED FOR STAND BY POWER REQUIRES ONE (1) HOUR SEPARATION PER IBC, TABLE SOS,2.S. S) LOCKS, LATCHES AND LANDINGS PER 2009 IBC, SECTION 1008. 9) LIGHT AND VENTILATION PER 2009 IBC, CHAPTER 12. 10) GARFIELD COUNTY FINAL INSPECTION REQUIRED FOR COMPLETION APPROVAL. WILLlAM:S FIELD SERVICES -PICEANCE BASIN RABBIT BRUSH COMPRESSOR STATION TTTl£: DRAWN BY: GW PLOT PlAN SCALE: DATE CREA 0: UNIT NO: 1"=60' -0· OS/22/0a REVISION: A WILLIAMS FIELD SERVICES -PICEANCE BASINSHEET NU~BER: APPROVED BY: NO REQ 0: 1 OF 1 DRAWING NU~BER: RB-PP-001 8 9 10 Cl 6 o [Jl B z 'O"J '" D E F G o --c --8 -A 8 4'17'55* M II 5~tlcORNER POINT 2· Ale ... REBAR) N. 809489.51' E. 1288029.82' El ~18!:1 . 10' I I N. 80+00 III N.59+oo N. 6IJ+OO N. 57+00 N. 56+00 N. 5!:I+OO z N. !:I2+oo j I : : I I .. : 7 g -+ N LJ "'~ .... \SEE NOTE I. &I 'ANKI ~N SECTION '\ 8 . ~ 1 . I· 6 I ~ --• _1-'\ ... _ ~ 24' DOIJ8LE ./sWING GAlE-I-./-+-----+--;J I """'-:c:-----+------I V/' ~I ~I . . .....-4· WIDE : I •• ~ Sl)EWAU< -• • '-_ _ x 1 5 8 ~ III ;. I I I ,I r //\ \ \ \ 73'-0* .., t-;::::;;:;,--f" SEE :Ji 4 TANK -I f ~ ~ ~Rs-cr'-~CT1ON ~ 4 I 3 I . . • .. 2 I 1 ... L. • RABBIT BRUSH COMPRESSOR Sl VICINITY MAP NOTES: LAlTTUDE: 39'28' I..ONG!TUDE: 108'01' GRAPlnC SCALE ~ . I~iiiiiiiiiiiiiiil (IN,.,) 1 IDola -60 It. IILJ =:;;;-;:;:;-, (SW CORNER POINT ~)) 1 I \ ~N~. 5~1~+O~O--~---------f--------r-+1-~----+----~~-___~ ______+ -__ ~+4 _~ ~ _____~ ----------4-~~~-----~-----_4----------~---------+_----1. HORIZONTAL AND VERTlCAL cotfTROL IS ' BASED 0 DATA PROVIDED BY D.R. GRIFFIN AND ASSOCIATES OF BEARING FOR GRID SVSIEM IS BASED ON A I BENCH MARK Bl AND B2. 2" Alc .. " REBAR) N. 1I08!:I81.98' E. 1288OQ8.53· EL 5151.89' P1ANT <;tV)ROtI!lES N. 50+00 E. 20+00 EL 78.89' N. SO+OO . NO. T1Tl.E CML-GRADING '" gj". 1 -~. CML-GRADING '" -.... II 2 ~ CML-ORADING at DRAINAGE DO.' "' IT 3 R8-CI-6405 ,...", AND ' MIl)\; DElS I I -/FENCE \~~,-:' :::::.,..j.-TT-+I------------++ _---'--:..-:..-:.--I'~y -'l I I 2. PARCEL ~DARV BfARINGS SHQWN ARE FROM 3. ALL FOUNMllON ELEVATIONS ARE BASED ON PU SYSTEM WITH 'TOP OF CONCRETE FOR THE; COMPI SLAB SEf AI EllVATlON 100'-0·. PLANT COOROII 100'-0" 'IS EQtW.. TQ ICT\JAL El£VAllON 5173'SURVEY OfoTA. I . ......... I ~ /,---1-24' SUDE GATE ~ 17~~-~~-~--~·-~~;-~~~-;t.I-~-· x --~.~~~~-~ _ ~-~~----y.JT_~~;J~~~--~~~~~~-----_1_rt1------_t---------1_-------~r--------_f------.~ -'\-----1--. --!"V,", SI/!) SI/!l --S' BOUNDARY 'w S\I!l -of-S\19 --S\I!l .. ," . .. w" ____ sun -1-SUM ------I-U~ 4. 33" HIGH "DURA LFE" SECONOMY CONTAINIoIENT WITH lINER AND ACUSS STILE AS MANUFACTURE STEEL COI/PftH(, S10UX FALLS. SO OR APPROVEC 5 DO VII .,,' W 899.98'" \. . .,"' \ \ \,. ., y" Y:.J V J " ---'-3' -O"IP9ISONNlc:t.. GAlE PLAN REV DATE BY 1 ...... ·0 DESCRIPTION DESCRIPTION SCALE l' -ov -0' 1.10 OfoY OJI 12/13/08 5. ALL NEW FENCE TO BE 8'-0" HIGH CHAIN UNK. 8. GRADING AND DRAINAGE SHAll. BE· MOlliFIED F'OF BUIlDING EXPANSION AT THE llME OF THAT EXP~ BUII.DING SIZE IS SHOWN ON PlAN AS A HIDDEN t "111\ U G8 02/15/07 i I ...,.,.. u JS 02/1-57Oi ~--"-r-----~------------------------~+__+_+--t_--------------------4_4__+~--+_--------------------~~~M~1I~LAI~~~IC~nON~~RMI·T~ 'ANY -Jj j ~/....£ CIVIL SITE PLAN ,. WlI LlAlotS PRODUCTION Rt.A RABBIT BRUSH • .. 8' ,. .. " 1....... -------(3)3---10'------. --I CD CD CD CD CD CD CD CD CD .,.-----~--.....------------------------2) CD CD 2'-3" 2' -4" 1'_71tl 4 CD CD t-t--2 ' -4 "-..-t t---.-2' -3"-~ 4' CD CD l' -91" ~ CD CD 4 CD CD ROOf LAYOUT DETAIL WALL PANELSIGNATUR =/DATE REVISIQN/i lATE REV 0, 11/7/11 ISSUE FOR FABRICATION STATE OF COLORADO DIVISI( ~ (.' HOUSING FEB 1 7 2012 APPROVED 4057 CAMELOT erR LONGMONT, CO 80504 www.hoodinc.com III 35 33 32 31 30 29 28 27 2& 25 24 23 22 21 20 19 18 17 16 15 14 12 11 10 9 8 7 6 5 4 3 .. ww.: FI if. ..; u.;.:.;.".; ---11;14l.i GiAiiiiiiGEFrnLAiTT" t----t;;SLA-326 i:--t--t8a --t 2 ROOF SUPPORT M1811.8 1 ." .... AI .. GA. TSWAU' IHSS 412J14GA -NOTES: 1. WIND LOAD: 100 MPH, EXPOSURE "C" 2. SNOW LOAD: 75 PSF 3. SEISMIC: SITE CLASS 8,$11$=0.206, SDl =0.047 4. INSULAnON: R-21 FlAME SPREAD: <20 SMOKE DEVELOPED: 150-300 S~36 Gill IM.1L -5. EXTERIOR SHEET IRON: AMERICAN BUILDING COMPONENTS-'PBR" PANEL 26Gl. 6. FASTENERS: 12·14x1· SELF TAPPING HEX HEAD WITH 5/8' 0.0. WASHER@12" O.C. 7. INTERIOR SHEEnNG: 14GA ELECTRO-GALVANIZED, PAINTED WHITE BUILDING CODE: 2006 IIC, 2008 NEC 8. TYPE OF CONSTRucnON: V-B 9. OCCUPANCY CLASSIFICAnON: S-l 8 I WILD IIm'AIL IIW8. 10. NO FIRE RAnNS-8UlLOING MUST IE A MINIMUM OF 30' FROM ANY OTHER STRUCnJRE DAVIS AND DAVIS WILLIAMS BARGATH 8·x10· CHROMATOGRAPH BUILDING ROOF STRUCTURAL/TRUSS DETAIL ~r-------~~~ ~ ~~~ ~ 11 "X17" 55DAD1109853 55DAD11098 0 ~ ___________~ _________________~ _______________~ _________________________ __~ _____________~ __N_ o :_ _ _~ _c_o_ ~_ _______-=~~' ~n~O ~ 83 • • 8 I 7 I 6 I 5 I 4 I 3 • HOAD I COHTRACTOR D I ~~ 61J1~Cltl~ --, I !& tdETEBlhI~ AREA ElECTRiCAl RACK I I St.l&::473G~ I I lIUIiI=+ZlGC I 154 I X961BB 1(1-2/Cf12 WI GNO) . 1 I CAl.lllAAllON GAS CYlINDER BlANKET I -I 2 '" I l2OVAC, O.BIt. (7ew) I 154 I I :1 I X961BA 1(1-2/C',0 WI GNO) , " , "GC BUiUlING IHmOOR \JOIf11NG I . I i"~, " ,'2OVAC, 2.5A. YJ(1If I 3 .., I I I 2QA T-STAT I I CC BUlLOlHG HEATtR I 56'0-I I X9tilBD 1(1 2!C,' WI GNO) t ~~ I 'W--ISl43 BTU (18OOW) l2OVAC, lSA I I I I c I I I I 1---~ I I IiI:lE!IH:il Ii!< I I HEAT ITR ACE HPEOANTEYD I 154 I I I CON~ HEAltD SAMPLE lUBE _n. I X9620B 1(1-2/Cfl0 WI GNO) .... __ " .. ,_/--' ..... ;>--'... 12fJVItC, 7.5A ~ 1 '" -I I I I .,. -6211W Il. HEATEO SAMPLE TUBE .Il 154 2cS), I X9620C 1(1-2!C"0 wi CNO) J" ... __ /.... -..... _/_ ... ,_. .. ".--'...... 12fJV/4/:,. 7.5A I I ---!l25W 154 I -G-t-HEATED SAMPLE TUBE In I X9620E i(1-2/Cfl0 WI CNO) ___ /--, _ /-,_ _ /--,___ n0l 2OVAC, 7.54 -B2.5W I I I B I I 1 1 IeNl-erg; iE.JI1-'4BOC~ I SA r D9638 1(1-2/Cf4 WI GNO) I fU2 I I I I ! I -I 096388 1(1 2/cle wi GNO) I 54 I I I I o-tCJJ 9 fU4 I 1 I CIiRO. .....T AGRAPZH SERIESJ 2411DC, 2.1A C uous. e. 2A PEAK I I I ~IIDC, 4.21\ (100W) I 54 I 0983BA i(1-2!Cfe wi GNO) "" FU3 I J I SPECTRA SENSOR 1 2411DC, 1.6.\ --A NO. TlTLE N(EA " .. " [REV I DATE BY oIPP' 0 ~'" ,," "'1 " ~~"'~~~---4~~4-4---------------+-~~-+--------------~ D ...... 1208/1 12 I HEAT -u12 un. u.c [ RE'I[ DATE I BY I ....... u ,,0><, ISSUE I 2 I , NOTES: 1. POWER WIRING FROM JUNCI10N BOXES TO GC BULDING INTERIOR COVPONENTS IS BY HOAD • 2. POWER WIRING FROM HEAT TlW:E POWER COHNECTlOH TO HEAltD SAMPlE TUBE AM) PONY'S BY CClKIRACTllR. COHIRACTOR 3. CONOUCTOfIS SlZEO TO ACCOUNT fOR CIRCUT NIJ>/DT'f N«) IIDLTAGE DROP fOR A JO() FOOT ORCUtT L£Nc:TlI. 4. INSTRUMENTATION HID CONTROL WIRING INTERNAl. TO lHE GC BUILDING IS BY HOAO. WIRING TO EXTERNAl. FIElO INSTRUloIEHTS AND Oe.-..cES IS BY CONtRACTOR. E~cl1tI£-tI ;:;H~I //(/1'J'l1fV./I/s ~~~/~ ;:;-Ct'//i;U/~I'~' -Harris Group InO. ENERGY IAPP'o ELECTRICAL IAPP'O i£iIt GC METERING BLOCK ~. h-/~~ _____SC H_E_MA_T~IC~D~IAG~R=A~M ___~ DATE A I A I r I DRY HOLLOW COMPRESSOR STATION "r/'" ~ SILT, COLORADO ~~~~-wro"~,,,u~N~UMC~D~H_EM_015 REV~ 1 -2 -3 -4 A -. .. ICONC. _ (TOC) i= <.Ow ~~ --,--DIA ........ iTIw ",w 0'" w HEAVY HEX NUT TACK WELD OR STAKE THREADS A36 THREADED ROD AS SHOWN 'w'"" I ~ ~l c== __~j I _ \05T AKE THREADS (DO NOT WELD) HIGH STRENGTH THREADED RCD I B EMBEDMENT LENGTH STANDARD HIGH STRENGTH ROD 1------+-----1 WASHER DIA (0) TYPE TYPE THICKNESS AR HAR F-1554 F-1554 GRADE 36 GRADE 55 'A' 'A' 112 518 1 10 1/8 9 12 314 314 11 14 18 114 718 718 12 17 21 14 19 24 5116 1118 16 21 1114 17 23 1318 19 26 1112 1112 20 28 29 1314 1314 18 32 24 2 27 37 112 2 114 30 41 2112 46 518 I c i HASSUPER THREADED ROD ASSEMBLY WI NUT & WASHER "1 ______ ~. ,~~~T.o, Cn"n~CON~ -"11["', '. (TOC) . ' ~ ------o-tEE31-._ <.O~i= I.~ DRILL BIT '" DIA.'S' ~ ROD DIA. ---__ ~ ~ ~ HIL TI ANCHOR ROD HIT-RE 500-SD w 'w'"" I o EMBEDMENT LENGTH STANDARD HIGH ROD STRENGTH DRILL BIT IlIA (121) f--TYP-E--+--TYPE---l DIA. (0) E:AR HE:AR Fy=36 KSI MIN. FI"'5S KSI MIN. 'S' 112 4 114 6318 314 5/8 5 7112 7/8 314 6518 10 1 7/8 7 112 11114 1118 1 12318 12318 1114 1114 15 15 1112 SEE ARlHAR RODS TABLE FOR WASHER THICKNESS I FINISHED CONC TOP I r 6'SCH.40 V STEEL PIPE FILLED WITH CONCRETE I r IS' 0 HOLE ALLED . V WITH CONCRETE E I F I G I H EARTHWORK AND CONCRETE CONSTRUCTION NOTES' SPECIFICATION f -., ( 5H. ,4fI~(.Ol Ie-ire( A. GENERAl SITE INFORMAnoN 1. DESIGN CODE -ISC-2009 ; OCCUPANCY CATEGORY-II, GARFIELD COUNTY, CO. 2. SNOW LOAD = 40 PSt. (ROOF SNOIV): Is -1.0 3. WIND SPEED -90 mph ; EXPOSURE' 'C' ; I w' 1.0 4. SITE CLASS' 'D' 5. SEISMIC DESIGN PARAMETERS; Ss= 0.361 ; S os' 0.38 } SEISMIC DESIGN CATEGORY (SOC) = B ' I = 1 0 SI=0.075 ; So, =0.12 ' E • ./B. EARTHWORK AND FOUNDATION CQNSTRUC110N 1. FOUNDATION CONSTRUCTION AND SITE PREPARATION METHODS SHALL FOLLOW RECOMMENDATIONS OUTLINED IN GE()'TECHNICAL REPORT NO, ADI15027 PROVIDED BYTERRACON. SPECIAC REQUIREMENTS ARE AS FOLLOWS: A. FOUNDATION SYSTEM: SHALLOW SPREAD FOOTINGS ON 3'.r OF COMPACTED STlRUCTURAL FILL, " 0' OF RE-COMPACTED NATIVE SOIL. B. FROST DEPTH: 36' C. SOIL COMPOSITION: APPROXIMATELY 2O',c' TO 2S',c' OF SILTY & SANDY CLAY. 2. EXCAVATIoo AND BACK FILL: A. FOLLOW SPECIFIED RECOMMENDATIONS OUTLINED 00 PAGES (4 TO 11) OF THE REFERENCED ABOVE GE()'TECHNICAL REPORT. B. ENTIRE AREA AROUND EACH FOUNDATION MUST BE THOROUGHLY PROBED FOR UNDERGROUND PIPE, CONDUIT, HIGH PRESSURE UNES, ETC. BEFORE ANY EXCAVATION BEGINS. C. STRUCTURAL BACK-FLL SHALL CONSIST OF COOT CLASS 6 CRUSHED STONE AGGREGATE. IT SHALL BE PLACED IN 6' MAX. LIFTS. STRUCTURAL FlU IN FOUNDATION AREAS SHOULD BE COMPACTED TO 95% OF THE ASThI-I557 MODIFIED PROCTOR DENSITY. 3. SUB-GRADE CONDITIONS SHOULD BE INSPECTED BY A GE()' TECHNICAL ENGINEER PRIOR TO PLACEMENT OF ANY CONCRETE. STRUCTURAL FILL SHALL BE INSPECTED AND TESTED. C. CONCRETIE 1. ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACl301 SPECIFICATIONS FOR STIRUCTURAL CONCRETE FOR BUILDINGS LATIEST EDITION, TO ACI-31 M8 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE. CONCRETE STRENGTH TEST SHALL BE PERFORMED IN ACCORDANCE WITH THE REOUIREMENTS OF AC1-318. CHAPTER 5. 2. CONCRETE AND REINFORCEMENT SHALL BE DESIGNED AND PLACED IN ACCORDANCE WITH THE ACIBUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE ACI-318-08. AC~305 'HOT WEATHER CONCRETING' AND ACI-3Il6 'COlD WEATHER CONCRETING' SHALL BE FOLLOWED. 3. CONCRETE PARAMETERS SHALL BE AS FOLLOWS: ANCHOR ROD DETAIL EPOXY ANCHOR ROD DETAIL BOLLARD DETAIL F FREEZING THAWING EXPOSURE CATEGORY & CLASS C S P I 'c AT 26 DAYS CEMENT TYPE WIG RATIO AIR CONTENT MAX SLUMP OTHER PROVISIONS DWGNn DESC RIP T IO I'! REFERENCE DRAWINGS A SCALE; NONE ,----I , , B SCALE: NONE TYPICAL ANCHOR ROD NOTES: 1. NUTS SHALL BE ASTM A-563. GRADE C, WASHERS SHALL BE ASTM F-844. 2. ALL DIMENSIONS ARE IN INCHES, USE ANSI BI8.22.1 1965 (R19751 TYPE B, REGULAR FOR DIMENSIONS. 3. EDGE DISTANCE SHALL BE 5d OR 4' MIN. FOR STANDARD ANCHOR RODS: 7d OR 6' MIN. FOR HIGH-STRENGTH RCDS. 4. ALL ANCHOR RCOS PROJECTIONS SHOWN ON THIS DRAWING SHALL BE MEASURED FROM THE TOP OF THE ROUGH CONCRETE AND NOT FROM THE GROUT. ANCHOR RODS SHALL BE SET WITH A TEMPLATE. CLEAN OIL AND RUST FROM ALL ANCHOR RODS PRIOR TO PLACING 5. TYPICAL ANCHOR ROD CALL'()uT SHALL BE AS FOLLOWS: 314 AR 22' (18' + 4') SLEEPER . -. .---ROD DIAMETER --.J I I I I PROJECTION TYPE OF ANCHOR ROD -.J EMBEDMENT LENGTH TOTAL LENGTH TOC .r SEE NOTE 2 ----_~ . _ .. £-'-. DWG. RB-SC-1 00 PRECASTCONCRETE~ .----~-."".--.'. .. .. -""'-"'-----1 ~ ,. . , , TYPICAL FOUNDATION CONSTRUCTION DETAILS SCALE: NONE SCALE: NONE el>t,meu-5lc~1 f,~{d vtYI'~ s-/rtA-ckr.,.1 ~'I "",t( PIU~t ~"cl.t+UJ.\ pIAdlltt"'+' P~ltlt. It'fl~~ '-tp17ft /If CO/Fuul ttt$(tckm1, I ,, , . . . ' CORROSION SULFATE PERMEABILITY PROTECTIoo EXPOSURE F1 Cl 51 PO LEAN CONCRETE SHALL BE (I ' c) 1500 p~ 4500 psi II 0.45 4.5% TO 7% AlL CONC. 4-TO 6-4. AGGREGATES SHALL BE CRUSHED STONE CONFORMING TO 'SPECIFICATION FOR CONCRETE AGGREGATES' ASTM C33. S. WATER USED IN MIXING CONCRETE SHALL CONFORM TO ASTM CI602. NIA 6. REINFORCING BARS SHALL BE DEFORMED, INTERMEDIATE GRADE NEW BILLET STEEL CONFORMING TO ASTM A615INCLUDING SUPPLEMENTARY REQUIREMENTS SI. GRADE 60 (420 MPA). FIELD SPLICES AND DEVELOPMENT LENGTH SHALL COMPLY WITH THE FOLLOWING SCHEDULE, UNLESS NOTED OTHERWISE. TEL TEL TLS TLS REBAR SIZE HDL TOP OTHER TOP OTHER #4 7 25 19 32 25 !IS 8 31 24 40 31 #6 10 37 28 48 37 117 12 5>1 42 70 54 #8 13 62 47 80 62 #9 15 70 54 91 70 #10 17 78 60 102 78 #11 19 87 67 113 87 REINFORCEMENT SHALL BE INSPECTED BEFORE CONCRETE IS PLACED WHERE A. TIEL' TENSION EMBEDMENT LENGTH TLS = TENSION LAP SPLICE LENGTH HDL = HOOK DEVELOPMENT LENGTH B. "TOP' BARS ARE ALL HORIZONTAL BARS SO PLACED TlHAT MORE THAN 12' OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE DEVELOPMENT LENGTH OR SPUCE C. ALL BARS THAT ARE NOT "T0l'" BARS ARE "oTHER' BARS 7. CONCRETE PROTECTION FOR REINFORCEMENT -CLEAR DISTANCE FROM FACE OF CONCRETE TO BAR SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: A. CONCRETE DEPOSITED AGAINST GROUND OR VOID FORM: 3' B. CONCRETE SURFACES EXPOSED TO WEATHER OR IN CONTACT WITH GRCUND AFTER REMOVAL OF FORMS: 1.1\' FOR !IS BARS AND SMALLER. 'l' FOR 116 THROUGH #18. C. SURFACES NOT EXPOSED TO GROUND OR WEATHER: W FOR SLABS AND WAUS WITH #11 AND SMALLER BARS, 1 ~' FOR BEAMS A/'V CDLU~S • 8. EXPANSION JOINT MATERIAL FOR EXPANSION OR ISOLATION JOINTS SHALL SE PREMDLDED, BITUMINOUS IMPREGNATED FIBERBOARD CONFORMING TO ASTM 0994. 9. JOINT SEALANT FOR AU CONCRETE CONTROL, CONSTRUCTION AND ISOLATION JOINTS SHALL BE SIKAFLEX-IA BY SIKA CORP .. OR APPROVED EQUAL • 10. GROUT USED FOR VARIOUS APPLICATIONS SHAll BE AS FOLLOWS: A GROUT USED FOR STIRUCTURAL STEEL COLUMN BASE PLATES SHALL BE PREPACKED, HIGH-FLUIDITY NON-SHRINK. NATURAL AGGREGATIE GROUT SUCH AS 'MASTIERFLOW 713 PLUS' BY 6lASF (FORMERLY MASTER BULDERS) OR APPROVED EQUAL. FOLLOW MANUFACTURER'S INSTRUCTIONS FOR INSTALlATION. SPACE BETWEEN THE ANCHOR RODS AND OVERSIZED HOLES IN THE BASE PLATE SHALL BE FUU Y GROUTED WITH NON-SHRINK GROUT TO ASSURE PROPER SHEAR TRANSFER. GROUTING SHALL BE PERFORMED ONE BOLT AT A TIME, WHILE OTHER BASE PLATIE RODS ARE FULLY TIGHTENED. B. GRCUT USED FOR GROUTING COMPRESSORS, TURBINES, LARGE PUMPS, AND OTHER RECIPROCATING OR ROTATING EQUIPMENT THAT REQUIRES EPOXY GROUTING SHALL BE 'FIVE STAR HI'" EPOXY GROUT BY FIVE STAR PRODUCTS, INC. OR APPROVED EQUAL. FOLLOW MANUFACTURER'S INSTIRUCTIONS FOR INSTALLATION. C. GROUT USED FOR DRILLED AND EPOXY-GROUTED REBARS SHALL BE HILTI HIT RE500 EPOXY OR APPROVED EOUAL. 11. VOID FORM MATIERIAL SHALL BE -SURE VOID" OR APPROVED EQUAL KEEP VOID FROM MATERIAL DRY DURING PLACEMENT AND INSTALL IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. VOID FORM SHALL BE BIODEGRADABLE AND CAPABLE OF SUPPORTING THE FLUID WEIGHT OF THE CONCRETE, 12. ALL WELDING PROCEDURES. INCLlJ()ING STUD WELDING, AND QUALIFICATIONS SHALL BE IN ACCORDANCE WITH AWS D1.1. 13. ALL SLABS SHALL BE GIVEN A FLOA TFINISH AS DESCRIBED IN ACl301. ALL WALKS AND EXTERIOR SLABS SHALL BE BROOM FINISHED AFTER CONCRETE HAS RECEIVED A FLOAT FINISH. 14. EXPOSED CORNERS SHALL BE CHAMFERED W UNLESS NOTIED. 15. CHECK ALL ELECTIRICAL. MECHANICAL AND PIPING DRAWINGS FOR EMBEDDED ITEMS (PIPE, CONOUIT. ETC.) AND BLOCKOUTS BEFORE PLACING CONCRETE. 16. IF REINFORCING OR MESH IS FIELD CUT FOR SMALL OPENINGS, CONDUIT, ELECTIRICAL BOXES, ETC. CUT REINFORC~ SHALL BE REPLACED 'MTH AN EQUIVALENT AREA OF STEEL. ALL SUCH BARS SHAlL EXTEND 24' MINIMUM (OR MESH LAP 2'1 BEYOND CORNER OR EDGE OF OPENING IF NECESSARY. REINFORCING SHALL BE BENT TO PROVIDE THIS MINIMUM EMBEDMENT. MAKE ALL BARS CooTINUOUS AROUND CORNERS. 17. THE CONTRACTOR SHALL VERIFY ALL EQUIPMENT ANCHOR ROD DIMENSIONS AGAINST THE CERTIFIED EOUIPMENT DRAWINGS BEFORE PLACING CONCRETE. TOLERANCES FOR ANCHOR ROD LOCATIONS AND ELEVATIONS SHALL BE AS DEFINED IN THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) CODE OF STANDARD PRACTICE. 18. ALL WATIER STOP SHALL BE BENTONITE FLEXIBLE STRIP WATIERSTOP BY VOLCLAY OR APPROVED EQUAL. ~. CONTRACTOR'S MEANS AND M_ETHODS 1. THE STRUCTURAL DRA'MNGS AND NOTES REPRESENT THE FINISHED STIRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTIRUCTION. FOR THIS REASON, DURING ERECTION OF THE STRUCTURE ANDIOR THE DEMOLITION OF THE STIRUCTURE OR PORTIONS OF THE STRUCTURE, THE CONTRACTOR SHALL BE RESPONSIBLE FOR TEMPORARY BRACING TO WITHSTAND ALL LOADS TO WHICH THE STIRUCTURE MAY BE SUSJECTED, INCLUDING LATERAL LOADS, EXCAVATIONS, SHORING, STOCKPILES OF MATERIAlS AND EQUIPMENT, IN ADDITION TO ANY WORKER SAFETY REQUIREMENTS. SUCH BRACING SHALL BE LEFT IN PLACE AS LONG AS IT MAY BE REOUIRED FOR SAFETY AND UNTl. ALL STlRUCTURAl FRAMING AND DIAPHRAGMS ARE IN PLACE WITH CONNECTIONS COMPLETED. 2. DISCOVERY: DURING CONSTRUCTION, THE CONTRACTOR MAY ENCOUNTER EXISTING CONDITIONS OR AS BUILT DIMENSIONS WHICH ARE NOT NOW KNOWN OR ARE AT VARIANCE WITH PROJECT DOCUMENTATION (DISCOVERy). SUCH CONDITIONS MAY INTERFERE WITH CONSTIRUCTION OR REQUIRE PROTECTIoo AND lOR SUPPORT OF EXISTING WORK DURING CONSTRUCTION, OR MAY CONSIST OF DAMAGE OR DETERIORATION TO THE STRUCTURAL MATERIAlS OR COMPONENTS WHICH COULD JEOPARDIZE THE INTEGRITY OF THE STIRUCTURE(S) PRIOR TO PROCEEDING WITH WORK RELATED TO SUCH DISCOVERIES. 3. IT IS THE CONTRACTOR'S RESPDNSIBILITY TO IMMEDIATELY NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCOVERY HE OR SHE IDENTIFIES THAT MAY INTERFERE WITH THE PROPER EXECUTION OF THE WORK OR JEOPARDIZE THE INTEGRITY OF THE STRUCTURE(S) PRIOR TO PROCEEDING WITH WORK RELATED TO SUCH DISCOVERIES. E. CONTRACTOR'S COORDINATION 1. THE CONTRACTOR SHALL VERIFY AND COORDINATIE ALL DIMENSIONS AND DETAILS BETWEEN ALL TRADES, SUBCONTRACTORS AND VENDOR SUPPLIED EQUIPMENT PRIOR TO COMMENCING ANY CONSTIRUCTION. TlHE STRUCTURAl ENGINEER SHAll BE IMMEDIATELY NOTIFIED ANY INCONSISTENCIES RELATING TO THE STIRUCTURE FAlLURETO DO SO SHALL RELIEVE THE STIRUCTURAL ENGINEER OF ALL CONSEQUENCES RELATED TO THE INCONSISTIENCY. 2. SEE MECHANICAL, ELECTRICAL AND OTHER DISCIPLINE'S DRA'MNGS FOR ADDITIONAL INFORMATION RELATING TO THE STIRUCTURE. AS NOTED ~ TiTlE PROJECT NO. Mri"ii.nrAA--BB-IT-B-R-US-H·---------------------r------------~ ii?"P. 11057-1 ORB 1--------+---; rue"" WILLIAMS FIELD SERVICES B. VILNER 01127112 DeSCR'PT IO N A ISSUED FOR PERMIT 01130112 TF DATE BY NO. DESCRIPTION DATE BV REVISIONS REVISIONS DRAWN, T. FARRIS 01127112 COCA""" GARFIELD COUNTY, COLOAADO COMPRESSOR STATIONS ~~~~~~~~------------~==~ I-CltE_"'Bl' ___ ---1f---_---1 @©samUeIEngineering,lnC, APf>ROIJED: We Pro vide Solutions 8450 E. C",scent Par1<way Phon.: 303.714.4840 Greenwood _90, CO 80111 Fax: 303.714.4800 DRAWING NUMBER CONCRETE . GENERAL NOTES AND STANDARD DETAILS RB-SC-001 f£V. --A I c I o I E I F I G I H 1 -2 3 4 1 -2 -3 -4 OWGNO. '"0 t; Z -i Z o ~ I A • ON Ha.:J FOR INFO O E,sCR IPTIOH REFERENCE DRAWINGS A I ~--~-' -. I 8 I 10'-D' TYP c ! I W.P. N. xx-XX" W. xx-XX" -f----'---------+-+'llr-~~I----~.-CHROMATOG RAPH BUILDING FOUNDATION PLAN SCAlE: 112'-1'-ll' I 8k TOTAL SLEEPER WEIGHT. (4k PER LIFTING LlIG) C6 BUILDING FRAME \ j I/~/1/' . #5TYpJ ., /#6 :'-OP'-D' , , .. , " . . , . . . . , , . , 1'---~--~ . . FA\ SECTION -J SCAlE: 314"=1'.()" NO. OES CR IP TION REVISIONS B I BY c I D I NOTE: > '"0 t; Z -i Z o ~ 1. ALL SLEEPERS SHALL BE PRE-CAST WITH LIFTING LUG AND DELIVEREDnNST ALLED AT WHEelER GULCH SITE. 2. (*). FIELD VERIFY WITH THE EXISTING GRADE AND ADJUST ACCORDINGlY TO MEET REQUIRED TOC ELEVATION AS FOllOWS; a) EXCAVATE AT THE REQUIRED DEPTH (DEEPER THAN r-D') TO ACHIEVE TOCEl. 100'()' IF GRADE IS ClOSE TO 100'-D'. b) IF PRE-GAST SLEEPER PROJECTION SHOULD EXCEED 12", INSTALL AODmONAlSOIL AROUND THE SLEEPER TOP TO ACHIEVE 3'.()" FROST PROTECTION. c) SHALL BE 3" MINIMUM E I > ) ) > ) ) ) > ) ) > > > W.1+5O''()' W.1 +OO'()' W.0+5O'-D' EIW. O+OO'-D' E. O+50'.()' > E. 1 +OO'.()' F I ~ I --G I I --1 ___ -4 4 H d) FINISHED GRADE SHOULD SLOPE A MINIMUM OF 1'.()' IN THE FIRST 10'.()' AWAY FROM THE BUILDING. ON Ha.OJ FORMOOEL #5x Jl@9' O.C. I .' '-(3) #5 EA. SIDE • , • • • • • (4) #5 BARS #5@9"O.C. SECTION SCALE: 314'=1'-<r A ISSUED FOR PERMIT 01130/12 TF ItO. CESCRIPTION DATE BY REVISIONS I D I l'()' 6' 1'-0' 6' o w w ~ 1'+--1-'--1--"'-'-y,' EAR s"/a' (6%'+2") ______ ,V . 2' PROJ. I INSTALL lis' CLAMP WASHER AT CONTRACTORS OPTION. -' ro ~ V ~-t---+-----'-LIFTING LlIG ----------3" 6' POCK8 __ ~+-~o~3"4-_ ED DETAIL SCALE: 1'=1'-D' AS NOTED CATE KEY PLAN SCAlE: NO SCALE ...... TITLE PROJECT NO. 1r~~r~-~-~-~~-:-:-~O-S~-S-TA-T-IO-N-S---------------+---1-1-0-5-7-.1-0-R-B--~ f---------If-----iCUENT' WILLIAMS FIELD SERVICES OESlGNEO: 8. VlLNER T. FARRIS lOCA_ GARFIELD COUNTY, COLORADO 01127112 01127/12 1:---:""-"'.' -----+-----1 @® ~B~~~B~~/§o~9ineering, Inc. 8450 E. Crescef1l Par1<way Phon.: 303.714.4940 Greenwood VIllage, CO 80111 Fax: 303.714.4800 E I F I CONCRETE CHROMATOGRAPH BUILDING FOUNDATIONS G I DRAWING NUMBER RB-SC-100 H REV. I-A 1 -2 -3 -4